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IOP Conf. Series: Materials Science and Engineering 1090 (2021) 012002 doi:10.1088/1757-899X/1090/1/012002
Study of the Properties of Open Graded Asphalt Mixtures
With the addition of SBS
Mohammed M. Namaa1,*, Zaynab I. Qasim2, and Karim H. Ibrahim AlHelo²
1
Diwaniya Governorate Court, Diwaniya, Iraq,
2
Civil Engineering Department, University of Technology, Baghdad, Iraq,
3
Civil Engineering Department, University of Technology, Baghdad, Iraq,
*Corresponding author e-mail address: 42362@student.uotechnology.edu.iq
Abstract. Porous asphalt (PA) is widely used in a growing number of countries where porous
asphalt is applied for a variety of purposes, e.g. for the effective drainage of rainwater, traffic
safety (high slip resistance), the control of noise pollution and lower temperatures surrounding
the city. However, it has many other disadvantages, such as poor resistance to rutting, poor
resistance to fatigue, and PA is susceptible to raveling (wastage of aggregates from the pavement
surface), due to effects of climatic and traffic loading. In general, this type of mixtures is not as
good as traditional mixtures. This research aims to study and improve the properties of porous
mixtures using SBS. In this paper, laboratory tests were carried out to the materials involved in
the composition of this mixture: binder, aggregate, and additive. SBS is used in the proportion
of (2.0, 3.0, and 4.0) % of the weight of the binder. It was found that this additive leads to reduce
the permeability and air void, but not as large as that without polymer modifier by (1.7 %, 3%,
and 3.5%), while in the case of abrasion loss (aged and unaged) decrease by (4.1, 6.67 and 10.92)
(4.7, 6.3and 2.6)% respectively. The drain down value is decreased by (16.5%, 38.25%, and
43.51%) respectively, from original asphalt cement.
Keywords: PA, Drain down, Cantabria Abrasion Loss, SBS, and Permeability.
1-Introduction
Open-Graded Asphalt, also known by different names: Graded Friction Course (OGFC), Porous Friction
Course (PFC), permeable European mix (PEM) and Porous Asphalt (PA), which in Europe was mightily
used, for instance, Netherlands, France, and Germany, whereas in Asia e.g. China, Japan, and Korea [1].
The open-graded asphalt mix is defined as the thin wear surface of the "HMA" hot mix asphalt,
pavement that is used worldwide due to its safety properties that have an affirmative influence on a
driver and is orderly used as the last lane on the interstate and high-speed low-volume expressways.
Figure (1) explain the cross-section of a type of (PEM) [2].
The open-graded asphalt mix is light compared to dense asphalt mix and can cover more road surfaces.
Open-graded asphalt mixture layer that improves drainage when it rains. The rainwater flows vertically
through the road surface to the base course and then horizontally for the end of the road. Open asphalt
mixes consist of a high proportion of coarse aggregate, which creates a high percentage of air and thus
leads to rainwater flowing vertically across the road surface to the base layer and laterally to the end of
the road [3]. On the other side Kandhal and Mallick, (1999) [4], studied the percentage of aggregate
passing through sieve number 4.75 mm. They found that the ratio does not exceed 20% to maintain
contact with a stone-on- the stone in the skeleton of the coarse aggregate and to ensure and provide
sufficient permeability high air spaces in the open asphalt mixture. The benefits of open asphalt
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IOP Conf. Series: Materials Science and Engineering 1090 (2021) 012002 doi:10.1088/1757-899X/1090/1/012002
pavement include reducing splash and spray, decrease wet skidding, diminish the risk of water planning,
and improve visibility of pavement; signs in wet weather [5]. And compared to dense hot asphalt
(DGHMA), this type of mixture improves driving quality and noise reduction efficiency. Also, several
studies have shown that the lowest concentrations of particles and total suspended soil pollutants in the
proven runoff of asphalt mixes with open gradients compared to conventional DGHMA [6]. Table (1)
exhibit specifications for porous Asphalt [7].
Figure 1. Cross-section for OGFC pavement.
Table 1. Porous asphalt specification based on AAPA standard.
Criteria Marshall Standard
Stability >5 kN
Flow (2-6) mm
Air void (18-25) %
Permeability >0.01 cm/sec
Cantabro loss unaged < 20 %
Cantabro loss aged < 30 %
Draindown < 0.3 %
Indirect tensile ratio < 0.8 %
2. Material,
2.1. Bitumen
Bitumen cement of grade (40-50) was brought from the Central Refinery (Dora refinery) Company.
The table (2) presented the general properties of the binder.
2.2. Aggregate;
Aggregate utilized in this study consists of coarse material (Remaining No.,4, Sieve, 4.75, mm) and fine
(Sizes of fine aggregates gradation are ranged between No.4 and No.200). This material was obtained
from quarries, Al-Nibaie. Physical characteristics of the Coarse and Fine Aggregates in Tables (3) and
(4) respectively.
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IOP Conf. Series: Materials Science and Engineering 1090 (2021) 012002 doi:10.1088/1757-899X/1090/1/012002
Table 2. Physical Properties of Asphalt Binder (Dura Refinery).
Specification
Value of
Tests (ASTM) SCRB
Test
Penetration (25ºC-100g -5sec)
(ASTM D5-13) 43 (40-50)
(0.1mm)
Ductility (25 ºC, 5 cm/min) (ASTM D113-07) 145 > 100
Flash point (cleave land open cup)
(ASTM D92-16b) 295 > 232
Fire points ºC (ASTM D92-16b) 305 ……….
Softening point R&B (4±1) °C/min. ASTM D36-14 51.5 (51-62)
**RV 135 °C 0.432
(ASTM D4402-15)
**RV 165 °C 0.118 ……….
Specific gravity at 25 ºC (ASTM D70-08) 1.048 (1.01-1.05)
Retained penetration; % of original (ASTM D5) 88 > 55
Ductility of residue (25 ºC - 5
(ASTM D113) 130 > 25
cm/min)
Table 3. Physical Properties of Coarse Aggregates
Specification
Property Coarse Aggregate
ASTM
sieve
Abs
size
Gsb Gsa %
(mm)
2.65 2.67
(ASTM C127-128- 12.5 0.32
1 4
15)
Specific gravity 2.58 2.59
9.5 0.09
5 1
2.57 2.58
4.75 0.18
0 2
Los Angeles
abrasion 30 % ASTM (C131-14)
21.72%
Max
Fractured pieces
% ASTM (D5821-13) 98
95% Min
Percent flat and Flat 0.9%
elongated Elongated
ASTM (D4791-10)
Particles, 10 % 2.5%
max
3
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IOP Conf. Series: Materials Science and Engineering 1090 (2021) 012002 doi:10.1088/1757-899X/1090/1/012002
Table 4. Physical Properties of Fine Aggregates
Property Specification ASTM Fine Aggregate
sieve size Ab
Gsb Gsa
(mm) s%
(ASTM C127-128-
Specific gravity 15) 2.36 - 2.58 2.77 2.6
0.075 8 4
Clay content by
51
Sand ASTM (D2419-14)
equivalent% 45min
2.3. Mineral filler
Mineral filler utilized in this research is Ordinary Portland Cement collected from the local markets.
Table (5) shows the physical properties of mineral filler.
Table 5. Physical Properties of Ordinary Portland Cement.
properties Results
% Passing sieve No. 200 97%
Bulk specific gravity 3.20
2.4. Styrene Butadiene Styrene (SBS)
Modifier utilized in this research is (SBS) collected from the local markets. Table (6) shows the
characteristics of the Modifier.
Table 6. Physical and Mechanical Properties for SBS polymer.
Typical Properties Unit Value
Specific gravity ----- 940
Tensile strength (σt) MPa 32 min
Melting point Cº 180
Elongation % 88
Density Kg\ m³ 1242
3. Aggregate Gradation
Depending, on, ASTM-D7064 (2013) [8] the gradation aggregate: shown in figure (1) and the table (7)
were determined.
Table 7. Gradations of the Open-Graded Asphalt.
Sieve Size (mm) ASTM (D7064−13) Trial Blend
3/4 inch (19.0 mm) 100 100
1/2 inch (12.5 mm) 85 - 100 93
3/8 inch (9.5 mm) 35 - 60 48
4
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IOP Conf. Series: Materials Science and Engineering 1090 (2021) 012002 doi:10.1088/1757-899X/1090/1/012002
No. 4 (4.75 mm) 10 -25 18
No. 8 (2.36 mm) 5 -10 8
No. 200 (0.075 mm) 2-4 3
upper lower Blend (2)
100
90
80
Percent Passing %
70
60
50
40
30
20
10
0
0.01 0.1 1 10 100
Sieve Size (mm)
Figure 2. Gradations of The Gradations of the Open Graded Asphalt used in this work.
4. The Experimental Works
4.1. Design of Marshall Molds
Porous friction course (PFC)specimens were prepared by mixing the aggregates, cement filler, and
bitumen in its mold of Marshall; (diameter 101.4mm and high 64mm) with a weight of around1200
grams [9]. 50 blows on each side (marshal hammer) are used to compress the samples as indicated
(ASTM D7064.13) [8]. Figure (2) displays some of the prepared specimens.
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IOP Conf. Series: Materials Science and Engineering 1090 (2021) 012002 doi:10.1088/1757-899X/1090/1/012002
Figure 3. Some of the Prepared Marshall Specimen.
4.2. Mixing and Compaction Temperature
In this paper was determined temperatures (mixing and compaction) from rotational viscometer test
(Asphalt Institute 2003) [10]. The results display that the temperature of mixing approximately (155
°C), and temperature of compaction approximately (144°C) as shown in Figure (3).
135, 0.432
Viscosity Pa-s
Compaction
Range
165, 0.118
0.1
100 110 120 130 140 150 160 170 180 190
Temperature
Figure 4. Chart of the Viscosity-Temperature.
4.3. Open-Graded Asphalt Properties
4.3.1 volume of air voids
(Va) % was calculated for the compacted specimen according to the test method (ASTMD3203-11) [11]
and (ASTMD7064-13) [8]. The percentage of air voids determined by using the following equation:
ୋ୫ୠ
ൌ ͳͲͲ ൈ ሺͳ െ ሻ (1)
ୋ୫୫
where: -
Gmb = Bulk specific gravity determined according to the method
9ASTMD3203-11) [11],
6
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IOP Conf. Series: Materials Science and Engineering 1090 (2021) 012002 doi:10.1088/1757-899X/1090/1/012002
Gmm = Theoretical maximum specific gravity determined according to the method ASTMD2041-11)
[12].
4.3.2. Cantabro Abrasion Loss
The Cantabro test is used to determine the abrasion resistance of porous pavement, this examination was
conducted according to American specifications [13]. One group was tested in the unaged condition
using the (Los Angeles) machine test method and the other was aged for 7 days at 140˚F (60˚C) in the
oven. To measure the abrasion resistance of the open-graded specimens, the initial mass of a sample
was measured and then the sample was placed inside the cylinder without any steel charge at speed (30-
33) rpm so, that the number of rotations does not exceed ,300 rotations, at 77 ° F (25 ° C), after that
the sample is removed and then weighed again. Figure (4) illustrate specimens before and after the
abrasion loss test (Before and After Test). Allowed limits of 20 % maximum for un-aged specimens and
30 %maximum for aged specimens. Abrasion loss was calculated using Equation. Where Ai and Af are
the initial and final masses of the sample, respectively.
(2)
a. Before
b- After
Figure 5. Abrasion Loss
4.3.3Draindown test
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IOP Conf. Series: Materials Science and Engineering 1090 (2021) 012002 doi:10.1088/1757-899X/1090/1/012002
According to (ASTMD6390 -11) [14], un-compacted samples were prepared (the mass of the sample is
1200 ± 200 g) so that the value of draindown should not exceed 0.3 %. Then, placed the assembly in the
oven at the temperature would be the anticipated plant production temperature as well as 15°C above
for one hour ± 5.0 min. The assembly is removed from the oven and cooled at 24°C, as shown in figure
(5). The draindown percentage is calculated using the following equation: -
ሺୈିେሻ
Ψ ൌ ሺିሻ ൈ ͳͲͲ (3)
where:
A= mass of the empty wire basket gm,
B= mass of the wire basket and sample gm,
C= mass of the empty catch plate gm, and
D= mass of the catch plate plus drained material gm.
Figure 6. Draindown Asphalt Test.
4.3.4 Hydraulic Conductivity Test (Permeability)
Permeability is one of the most important features used in the evaluation of the open-graded asphalt
mixtures. The minimum value of permeability of the porous asphalt is100m/day. To determine the rate
of flow water was used the Falling-Head test apparatus as shown in the figure (6). According to Darcy
law, the (K) value is calculated for compacted paving mixture, using the following equation: -
ୟൈ୪ ୦ଵ
ൌ ቀ ቁ ൈ (4)
ൈ୲ ୦ଶ
where:
K = coefficient of water permeability, cm/s
a = inside cross-sectional area of inlet standpipe, ଶ
l = thickness of test specimen, cm
A = cross- sectional area of test specimen, cm2
T = average elapsed time of water flow between timing marks, s
h1 = hydraulic head on specimen at time t1, cm
h2 = hydraulic head on specimen at time t2, cm
= natural logarithmic function and
tc = temperature correction for viscosity of water.
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IOP Conf. Series: Materials Science and Engineering 1090 (2021) 012002 doi:10.1088/1757-899X/1090/1/012002
Figure 7. Hydraulic conductivity apparatus.
5. Asphalt binder content selection
Depending on test method (ASTM D 7064–13) [8], the content of asphalt for porous mixtures was
determined using five ratios (4.0 to 6.0) % by weight of the mixture, with an increase of 0.5 %. Practical
tests showed that the optimum asphalt ratio is (5.2) as shown in figure (7) and table (8).
9
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IOP Conf. Series: Materials Science and Engineering 1090 (2021) 012002 doi:10.1088/1757-899X/1090/1/012002
Figure 8. Ratio & Criteria of the Asphalt Cement.
Table 8. Experimental Tests Results of Marshall Specimens to Find Optimum Asphalt Content.
AC Air Void Draindown Abrasion Un-aging Abrasion Aging Permeability
% % % % % m/day
4.0 22.8 0.238 28.8 47.1 255.15
4.5 22 0.258 25.64 41 250.16
5.0 21.1 0.264 19.5 28.5 244.78
5.2 20.2 0.285 18.76 27.7 242.82
5.5 19.3 0.46 16.78 26.1 242.61
6.0 18.2 0.63 15.52 24.3 238.1
6. The SBS polymer effect on Open-Graded Asphalt Mixtures Properties.
6.1. The SBS polymer effect on Air Voids
The results registered that the Va of the specimens containing (2, 3, 4) % modifier SBS decreased by
1.7 %,3%, 3.5% respectively, as shown in the figure (8).
24 20.2 19.86 19.61 19.5
20
16
Air void (%)
12
8
4
0
AC 5.2% SBS 2% SBS 3% SBS 4%
, Figure 9. Air voids results.
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IOP Conf. Series: Materials Science and Engineering 1090 (2021) 012002 doi:10.1088/1757-899X/1090/1/012002
6.2. The SBS polymer effect on Abrasion Loss
From Figures (9) and (10), it is possible to notice a decrease in abrasion loss aging and un-aging for
porous asphalt after adding the polymer SBS.
19 18.76
18.5
18
18
17.51
Abrasion unaging
17.5
17 16.71
16.5
16
15.5
15
AC 5.2% SBS 2% SBS 3% SBS 4%
Figure 10. Effect of SBS polymer on un-aged.
29
28.5 27.7
28
27.5
27
Abrasion aging
26.5 26.1
26 25.15
25.5
25 24.6
24.5
24
23.5
23
22.5
22
AC 5.2% SBS 2% SBS 3% SBS 4%
Figure 11. The SBS polymer Effect on aged.
6.3. Effect of SBS polymer on Draindown
When (2%, 3%, and 4%) SBS is added for asphalt binder the value of the draindown is decreased
(16.5%, 38.25%, and 43.51%) respectively. See figure, (11).
0.285
0.3
0.238
0.25
0.176
Draindown %
0.2 0.161
0.15
0.1
0.05
0
AC 5.2% SBS 2% SBS 3% SBS 4%
Figure 12. The results of Draindown
6.4. The SBS polymer Effect on Permeability
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IOP Conf. Series: Materials Science and Engineering 1090 (2021) 012002 doi:10.1088/1757-899X/1090/1/012002
The addition of the polymer (2%, 3%, 4%) leads to reduce the coefficient of permeability are decreased
(1.42%, 2.1%, and 4.2%) respectively, from the control asphalt content value, as shown in Figure (12).
250
242.82 239.38 237.78
232.1
240
Permeability m/day
230
220
210
200
AC 5.2% SBS 2% SBS 3% SBS 4%
Figure 13. The polymer effect on permeability.
7. Conclusions
The following conclusions was determined based on the testing results: -
1. Comparing with un-modified mixture, air voids decreased to 1.7 %,3%, 3.5% with SBS content (2,
3, and 4) %, respectively.
2- Draindown results show improvement after incorporating SBS polymer. For example, adding 4% of
SBS polymer decreases the draindown by 43.51%.
3- Cantabro abrasion results are decreased for mixtures containing SBS polymer in comparison to
traditional open-graded asphalt mixtures. For example, the cantabro abrasion loss (aging and unaging)
with 4% SBS is decreased by (11.2%) and (10.9%) from control asphalt content mixture.
4- When using polymer content (2, 3, and 4) % SBS polymer the percent of permeability coefficient
decreased (1.42%, 2.1%, and 4.2%).
8. Recommendations
1. It is recommended to use SBS polymer to obtain high-performance asphalt concrete and improve
durability (aging and un-aging) for porous asphalt.
2. Adopting other types of polymers mixing with asphalt cement with different percentages such as
Crumb Rubber (CR), High-Density Polyethylene (HDPE) and Styrene Butadiene Rubber (SBR), also
using waste materials as modified such as (fly ash, slag, glasses, and plastic).
9. Acknowledgments
The researchers would like to thank the University of Technology, workers in the asphalt laboratory.
10. References
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IOP Conf. Series: Materials Science and Engineering 1090 (2021) 012002 doi:10.1088/1757-899X/1090/1/012002
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