IJCIET publishes research on civil engineering and technology

International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308
INTERNATIONAL JOURNAL OF CIVIL ENGINEERING AND
(Print), ISSN 0976 – 6316(Online) Volume 4, Issue 5, September – October (2013), © IAEME

TECHNOLOGY (IJCIET)

ISSN 0976 – 6308 (Print)
ISSN 0976 – 6316(Online)
Volume 4, Issue 5, September – October, pp. 99-110
© IAEME: www.iaeme.com/ijciet.asp
Journal Impact Factor (2013): 5.3277 (Calculated by GISI)
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IJCIET
©IAEME

INFLUENCE OF MINERAL FILLERS ON THE PROPERTIES OF HOT MIX
ASPHALT
M.Satyakumar1, R.Satheesh Chandran2 and M.S. Mahesh3
1

(Department of Civil Engineering, College of Engineering Trivandrum, Kerala, INDIA)
3
2

ABSTRACT
Asphalt pavements are a crucial part of our nation’s strategy for building a high performance
transportation network for the future. Hydrated lime, fly ash and Phosphogypsum are fillers that
improve performance in multiple ways to create high performance asphalt pavements. This study
was conducted to find the effect of mineral fillers in Hot Mix Asphalt with polymer modified
bitumen as binder. Change in properties of bituminous concrete grade II by the addition of the
mineral fillers ie hydrated lime, fly ash and phosphogypsum are studied. Creep characteristics,
stiffness modulus and dynamic modulus of the mix, which are the most important fundamental
properties as they provides information on how much the material will deform under the action of a
given load, its recovery and this is directly related to fatigue cracking, permanent deformation and
load spreading ability; were found out by conducting tests in Servo pneumatic asphalt tester. The
creep characteristics, the stiffness modulus values and the dynamic modulus observed from the study
shows that the most advantageous filler among the three investigated fillers is hydrated lime and the
other two fillers shows improvement from the base mix.
Key words: Hydrated lime, Phosphogypsum, Flyash, Marshall Value, Creep stiffness, Fatigue value,
Dynamic Modulus.
1. INTRODUCTION
Asphalt construction is fast and relatively simple; it is economical, and the materials to make
it are widely available. Over the last several years, evidence has begun to compound that hydrated
lime and fly ash improves the rheology of the mastic and produces multifunctional and synergistic
benefits in the mixture. Hydrated lime.
Substantially improves low temperature fracture toughness without reducing the ability of the
mastic to dissipate energy through relaxation. Recent research demonstrates that hydrated lime is
99

indeed “active” filler that interacts with the bitumen; and some of the mechanisms responsible have
been identified. It has been shown that there are high and low temperature rheological benefits in
adding hydrated lime to the HMA mastic. It has been proved that there are also benefits of reduced
susceptibility to age hardening and improved moisture resistance. Clearly hydrated lime is an
attractive multifunctional additive to HMA.
2. NEED FOR THE STUDY
Addition of the fillers such as cement, fly ash and hydrated lime to Stone Matrix Asphalt and
Bituminous Concrete grade I were studied by many researchers throughout the world. Many tests
such as Marshall Stability Test, Fatigue test with constant rate of loading, Stripping test, Accelerated
wheel load test etc were conducted. This study was conducted to find the change in properties of
bituminous concrete grade II by the addition of the fillers ie Hydrated lime, flyash and
phosphogypsum, by replacing cement.
3. OBJECTIVES OF STUDY
The objectives of the study are,
To study and compare the creep characteristics of the Bituminous Concrete II mix with
hydrated lime, fly ash and phosphogypsum as fillers.
To study and compare the indirect stiffness characteristics of the mixes with hydrated lime,
fly ash and phosphogypsum as fillers.
To study and compare the dynamic modulus of mixes with different fillers mentioned above.
To find an optimum content of the filler which enhances the best properties viz indirect
stiffness modulus, creep stiffness modulus and dynamic modulus.
4. LITERATURE REVIEW
A study conducted by Oregon State University for the Oregon DOT demonstrates that both
fatigue and rutting resistance can be improved with lime [Kim et. al., (1995)]. Also lime reduces
permanent deformation or rutting of pavements. Results of laboratory studies on California
aggregates shows that lime is a very good anti stripping agent [Epps (1992)].Georgia DOT
conducted a field evaluation program involving more than 12 paving projects [Watson (1992)]. Core
samples (of lime-treated HMA) were obtained from these projects and a evaluation of stripping was
made. The effectiveness of lime as an antistripping agent is demonstrated from these field data. Of
the 12 pavements included in the study, the pavements in which lime was used as an antistrip agent
had only “very slight” to “slight” stripping when compared with the pavements which used other
antistrip agents. Also the lime-treated HMA sections displayed lower water sensitivity than the
sections that were treated with chemical liquid additive. Tarrer (1996) investigated the bitumenaggregate bond and concluded that, in the field, the water at the surface of the aggregate has a high
pH and therefore most liquid antistrip agents remain at the surface because they are water soluble at
high pH levels. Hydrated lime creates a very strong bond between the bitumen and the aggregate,
preventing stripping at all pH levels. Tarrer also found that hydrated lime reacted with silica and
alumina aggregates in a pozzolanic manner that added considerable strength to the mixture.

100

The filler effect of the lime in the asphalt reduces the potential of the asphalt to deform at
high temperatures, especially during its early life when it is most susceptible to rutting. The hydrated
lime filler actually stiffens the asphalt film and reinforces it. Furthermore, the lime makes the HMA
less sensitive to moisture effects by improving the aggregate-asphalt bond. This synergistically
improves rut resistance. As the HMA ages due to oxidation, hydrated lime reduces not only the rate
of oxidation but also the harm created by the products of oxidation. This effect keeps the asphalt
from hardening excessively and from becoming highly susceptible to cracking (through fatigue and
low temperature (thermal) cracking). Synergistically, the filler effect of the hydrated lime dispersed
in the asphalt improves fracture resistance and further improves cracking resistance.
Recent studies evaluated the changes in rheology, aging kinetics, and oxidative hardening
created by adding lime to HMA [Little, (1996) and Lesueur, Little, and Epps, (1998)]. Extensive
binder and mixture tests measured improvements in high temperature performance (rutting
resistance), fatigue cracking resistance, and low temperature fracture. Lesueur, Little, and Epps
(1998) conclude that:
Extensive research were done by various researchers throughout the world regarding the
addition of flyash to the bituminous mixes. Buttlar et al., (1998) used micromechanics to assess the
mechanical properties of mineral fillers combined with bitumen to form mastics. They conclude that
a rigid layer adsorbed to the filler explains the ability of the filler to result in stiffening ratios that are
greater than would be predicted based on volumetric concentrations alone. The work of Buttlar et al.,
(1999), Lesueur, Little and Epps (1998), Lesueur and Little (1999), Hoppman (1998), and
Vanelstraete and Verhasselt (1998) are consistent and in agreement on this topic. Flyash, Hydrated
lime and lime slurry added to reclaimed asphalt has been shown to improve the aging kinetics and
general rheological properties of reclaimed and recycled asphalt [Wisnewski, (1996)].
Lesueur et al., (1998) adds further credibility to the bitumen-hydrated-lime interaction. His
research demonstrates that carboxylic acids in bitumen forms hydrogen bond very strongly with
hydroxyl groups on siliceous aggregates. However, the hydrogen bonds are very sensitive to
disruption by water. Conversion of carboxylic acids within the bitumen to soluble salts prior to
mixing with aggregate should prevent adsorption of the water-sensitive free acids on the aggregate.
5.

EXPERIMENTAL INVESTIGATION

In this study an effort has been made to study the suitability of phosphogypsum, flyash and
hydrated lime as fillers in bituminous concrete II mix. For the preparation of the mix, the grading
adopted is BC grade II as proposed by MoRTH. The Bitumen used for the preparation of the
specimen is Polymer modified bitumen.
5.1. Materials Used for the Study
The materials used in the preparation of BC grade II includes bitumen, coarse aggregate, fine
aggregate and mineral fillers such as hydrated lime flyash, and phosphogypsum.
Bitumen:
The modified bitumen- PMB-70, modified with Styrene–Butadiene–Styrene (SBS)
copolymer collected from Hindustan Colas Limited, Mangalore, Karnataka State, was used in this
study. The bitumen was tested in the laboratory. The physical characteristics were evaluated as per
IS: 1203-1978, IS: 1205-1978, IS: 1208-1978 and IS 1202. The results obtained are given in Table 1.

101

Table 1. Physical properties of bitumen
Results

Standard values (MoRTH, Fourth
Revision, clause 521)

65

50 to 89

Softening point o C

65.2

>48 oC

Ductility, cm

> 100

>50

Specific gravity

1.025

-

Test description
Penetration at 25oC (1/10 mm)

Aggregate:
Aggregates used for the study was collected from a quarry at Veliyam Panchayath in Kollam
District, Kerala State. The physical properties of aggregates were determined and are shown in
Table 2.From the test results, it was found that the properties of aggregates were within the specified
limits.
Hydrated lime:
Hydrated lime used is free from organic impurities and have a plasticity index not greater
than 4. The filler materials should pass through 75µ., sieve.
Table 2. Physical properties of aggregates
Test description

Coarse
aggregates

Fine
aggregates

Standard
values

Combined flakiness & elongation index (%)

29

-

< 30

2.764

2.6188

2.6 – 2.9

Los Angeles abrasion value (%)

28

-

< 30

Aggregate Crushing value (%)

27

-

< 30

21.41

-

< 30

Specific gravity

Impact value (%)

Flyash:
Collected from Hindustan News Print Ltd, Kottayam District, Kerala State, having a
sp.gr 2.45.
Phosphogypsum:
Phosphogypsum collected from English Indian Clay at Veli region of Trivandrum district,
Kerala State. The production of phosphoric acid from natural phosphate rock by the wet process
gives rise to an industrial by-product called phosphogypsum. Physical, chemical and engineering
properties are shown in Table 3, Table 4 and Table 5 respectively.

102

Table 3. Physical Properties of Phosphogypsum (Source: English India clay, Trivandrum.
Kerala)
Property

Values

Specific Gravity

2.62

Maximum Dry
Density

1.533 – 1.733 g/cc

Optimum Moisture

15-20%

Table 4. Chemical properties of phosphogypsum(Source: English India clay, Trivandrum.
Kerala)
Constituents

Amount (%)

Calcium Oxide (CaO)

32.5

Sulphate (SO4-)

53.1

Silica (SiO2)

2.5

Aluminium Oxide (Al2O3)

0.1

Iron Oxide (Fe2O3)

0.1

Phosphorous Pentoxide (P2O5)

0.65

Fluorine (F)

1.2

pH

2.6-5.2

Table 5. Engineering properties of additive phosphogypsum(Source: English Indian Clay,
Trivandrum, Kerala)
Property

Value

Friction Angle

32o

Cohesion Value

125

Dry sieve analysis test was conducted for finding the grain size distribution of
phosphogypsum, and the gradations are shown in figure 1.
5.2. Preparation of Sample Using Superpave Gyratory Compactor
The samples for creep and stiffness tests were prepared by using the gyratory compactor. The
different combination of the hydrated lime, flyash and phosphogypsum for the preparation of the
mixes are shown in the Table 6 below.
103

Table 6. Composition of different mixes
IS sieve
Base
0.5%
Pho.gypsum
1.0%
Pho.gypsum
1.5%
Pho.gypsum
2.0%
Pho.gypsum
2.5%
Pho.gypsum
0.5% Hyd.
Lime
1.0% Hyd.
Lime
1.5% Hyd.
Lime
2.0% Hyd.
Lime
2.5% Hyd.
Lime
0.5% Fly Ash

1913.2
10.5%

13.29.5
10.5%

9.54.75
17.0%

4.752.36
12.0%

2.361.18
11.0%

1.18600µ
9.0%

600µ300µ
9.0%

300µ150µ
7.0%

150µ75µ
9.0%

10.5%

10.5%

17.0%

12.0%

11.0%

9.0%

9.0%

7.0%

10.5%

10.5%

17.0%

12.0%

11.0%

9.0%

9.0%

10.5%

10.5%

17.0%

12.0%

11.0%

9.0%

10.5%

10.5%

17.0%

12.0%

11.0%

10.5%

10.5%

17.0%

12.0%

10.5%

10.5%

17.0%

10.5%

10.5%

10.5%

<75µ

Filler

5.0%

0.0%

9.0%

4.5%

0.5%

7.0%

9.0%

4.0%

1.0%

9.0%

7.0%

9.0%

3.5%

1.5%

9.0%

9.0%

7.0%

9.0%

3.0%

2.0%

11.0%

9.0%

9.0%

7.0%

9.0%

2.5%

2.5%

12.0%

11.0%

9.0%

9.0%

7.0%

9.0%

4.5%

0.5%

17.0%

12.0%

11.0%

9.0%

9.0%

7.0%

9.0%

4.0%

1.0%

10.5%

17.0%

12.0%

11.0%

9.0%

9.0%

7.0%

9.0%

3.5%

1.5%

10.5%

10.5%

17.0%

12.0%

11.0%

9.0%

9.0%

7.0%

9.0%

3.0%

2.0%

10.5%

10.5%

17.0%

12.0%

11.0%

9.0%

9.0%

7.0%

9.0%

2.5%

2.5%

10.5%

10.5%

17.0%

12.0%

11.0%

9.0%

9.0%

7.0%

9.0%

4.5%

0.5%

1.0% Fly Ash

10.5%

10.5%

17.0%

12.0%

11.0%

9.0%

9.0%

7.0%

9.0%

4.0%

1.0%

1.5% Fly Ash

10.5%

10.5%

17.0%

12.0%

11.0%

9.0%

9.0%

7.0%

9.0%

3.5%

1.5%

2.0% Fly Ash

10.5%

10.5%

17.0%

12.0%

11.0%

9.0%

9.0%

7.0%

9.0%

3.0%

2.0%

2.5% Fly Ash

10.5%

10.5%

17.0%

12.0%

11.0%

9.0%

9.0%

7.0%

9.0%

2.5%

2.5%

After proper batching of the aggregates and phosphogypsum, the mix was heated to a
temperature of 1400C and after that the optimum bitumen content of 5.5% (Which was determined
by Marshall tests). Then the mix is heated to a temperature of 1600C. The mix is poured into the
mould of the gyratory compactor and the gyrations were applied at the rate of 30 gyrations per
minute and at a consolidation pressure of 600 kPa. After 80 gyrations, the mould was taken out of the
machine and the sample was extracted. The sample was allowed to cool at room temperature and the
stiffness and the creep tests were done after 24 hours.
5.3. Creep Tests
For static creep test a gyratory compacted cylindrical specimen with a height of 72.2 mm was
subjected to a uniaxial stress and the deformations in the same direction were measured using Linear
Variable Differential Transducers (LVDT’s). The test was performed in an unconfined condition
using Nottingham Asphalt tester(NAT). The load was held on the specimen for 3,600 seconds
followed by a recovery time of 1800 seconds. The test was conducted at an effective temperature
level of 30±1oC. In order to evaluate the effect of loading on the creep characteristic, the creep test
was carry out at 100 kPa stress.
The dynamic creep test consists of 1800 load cycles was carried out using the NAT under the
following test conditions. In order to evaluate the effect of loading on the creep characteristic and
suitable magnitude of loading, the dynamic creep test was carry out in three stress levels such as 100,
200 and 300kPa.
104

5.4.

Indirect Stiffness Modulus Test
The indirect stiffness modulus test was done in the Servo Pneumatic Asphalt tester. A
horizontal stress of 300 kPa was applied. The LVDT measure the deformations of the specimen. A
total of five pulses were applied and the stiffness modulus was directly obtained.
5.5.

Dynamic Modulus
The dynamic modulus tests were conducted in accordance with AASHTO Designation:
TP 62-03, ‘Standard Method of Test for Determining Dynamic Modulus of Hot Mix Asphalt
Concrete’ at different frequencies and number of cycles using NAT. The tests were carried out in
room temperature i.e. 30±1oC by applying axial stress amplitude of 250kPa.
6. ANALYSIS OF TEST RESULTS AND DISCUSSIONS
In this study, tests were done for determining the Indirect Tensile Stiffness Modulus, Creep
characteristics and Dynamic modulus of the mixes with various fillers such as hydrated lime, flyash
and phosphogypsum. The various test results and analysis are mentioned below
The results of static creep test for mixes with various percent of phosphogypsum, hydrated
lime and flyash as fillers are shown in Figure 1. Also the initial strain, permanent strain, maximum
strain, elastic strain, creep rate in the final 1200 seconds of loading, Stiffness Modulus were found
out for these mixes and are tabulated in the Table 7.

Details of the mix
Base Mix

Table 7: Static Creep test results
Creep rate
in the final
Max.
Permanent
1200 sec x
strain
strain
-6
10
4.77917
0.536903
0.440067

Elastic
strain

Stiffness
Modulus
(MPa)

0.096836

18.62

0.5% Phosphogypsum

4.365

0.504235

0.400874

0.103361

19.83

1.0% Phosphogypsum

3.71917

0.490159

0.39837

0.091789

20.40

1.5% Phosphogypsum

3.6977

0.495287

0.38769

0.107597

20.19

2.0% Phosphogypsum

5.04

0.501631

0.399848

0.101783

19.93

2.5% Phosphogypsum

5.6486

0.519703

0.400386

0.119317

19.24

0.5% Hydrated Lime

5.55917

0.413487

0.299486

0.114001

24.18

1.0% Hydrated Lime

4.65083

0.399543

0.297899

0.101644

25.03

1.5% Hydrated Lime

3.265

0.346541

0.273776

0.072765

28.86

2.0% Hydrated Lime

4.14917

0.380735

0.284439

0.096296

26.26

2.5% Hydrated Lime

4.0587

0.389559

0.290693

0.098866

25.67

0.5% Flyash

4.483

0.513771

0.401634

0.11214

19.46

1.0% Flyash

4.063

0.504961

0.399632

0.105329

19.80

1.5% Flyash

3.896

0.496961

0.396256

0.100705

20.12

2.0% Flyash

4.013

0.499739

0.398591

0.101148

20.01

2.5% Flyash

4.269

0.507349

0.400691

0.106658

19.71

105


Fig 1. Graphical representation of static creep test results

Fig 2. Graphical representation of Dynamic creep test results

From Table 7 it is clear that the creep rate is minimum for 1.5% of filler in all the cases. Also
it is clear that the stiffness modulus value of hydrated lime mix is higher when compared with that of
flyash and phosphogypsum mixes. Both phosphogypsum and flyash mixes shows almost the same
stiffness values at 1.5% addition of the filler. When compared with the base mix; for 1.5% hydrated
lime addition, the stiffness modulus increased by 54.99%, while by the addition of phosphogypsum
and flyash by the same amount increased by 8.43% and 8.06% respectively.
The results of dynamic creep test for mixes with various percent of phosphogypsum, hydrated
lime and flyash as fillers are shown in Figure 2. Also the Stiffness Modulus of the mix was found out
and tabulated in the Table 8.

106

Table 8. Dynamic Creep test results
Horizontal Stress

Stiffness Modulus

(KPa)

Axial Micro
strain

Base Mix

100

6171

16.20

0.5% Phosphogypsum

100

5994

16.68

1.0% Phosphogypsum

100

5907

16.93

1.5% Phosphogypsum

100

5862

17.06

2.0% Phosphogypsum

100

5884

16.99

2.5% Phosphogypsum

100

5960

16.78

0.5% Hydrated Lime

100

5177

19.32

1.0% Hydrated Lime

100

4848

20.63

1.5% Hydrated Lime

100

4363

22.92

2.0% Hydrated Lime

100

4901

20.4

2.5% Hydrated Lime

100

5044

19.83

0.5% Fly Ash

100

6003

16.66

1.0% Fly Ash

100

5967

16.76

1.5% Fly Ash

100

5896

16.96

2.0% Fly Ash

100

5955

16.79

2.5% Fly Ash

100

5998

16.67

Details of the mix

(MPa)

Figure 3. Graphical representation of stiffness modulus test results
107

From the stiffness modulus values obtained from the dynamic creep test results, the
maximum value is for 1.5% hydrated lime mix. For the mixes with phosphogypsum and flyash as
fillers, the maximum stiffness modulus is for 1.5% addition. The dynamic creep test shows the same
trend as the static creep test in the sense that, both flyash and phosphogypsum shows almost similar
values and these values are much inferior to the hydrated lime mix, but better than the base mix.
When compared with the base mix; for 1.5% hydrated lime addition, the stiffness modulus increased
by 41.5%, while by the addition of phosphogypsum and flyash by the same amount increased by
5.2% and 4.7%respectively.
Table 9. Stiffness Modulus and Dynamic Modulus test results
Details of the mix

Stiffness modulus
(MPa)

Base Mix

288.6

1934

0.5% Phosphogypsum

317.4

1972

1.0% Phosphogypsum

324.2

2003

1.5% Phosphogypsum

337.4

2092

2.0% Phosphogypsum

327.0

2061

2.5% Phosphogypsum

317.8

2028

0.5% Hydrated Lime

288.6

2397

1.0% Hydrated Lime

446.6

2868

1.5% Hydrated Lime

465.2

3256

2.0% Hydrated Lime

487.6

3161

2.5% Hydrated Lime

480.6

2957

0.5% Fly Ash

472.2

1959

1.0% Fly Ash

288.6

1992

1.5% Fly Ash

298.6

2017

2.0% Fly Ash

307.2

2005

2.5% Fly Ash

321.6

1987

Dynamic Modulus (MPa)

From the indirect tensile stiffness test results, it can be observed that the maximum value is
for 1.5% hydrated lime added mix and the value is approximately two times that of the base mix.
When compared with the base mix; for 1.5% hydrated lime addition, the indirect stiffness modulus
value increased by 103.6%, while by the addition of phosphogypsum and flyash in the same amount
increased the indirect stiffness values by 16.9% and 11.4% respectively.
The Dynamic Modulus tests were conducted at frequencies of 25, 10, 5, 1, 0.5, and 0.1Hz and
at a stress level of 0.25MPa.
The application of first frequency phase is considered as the
preconditioning phase, the average dynamic modulus corresponding to 10Hz is considered as the
dynamic modulus. The results obtained from Indirect tensile stiffness Modulus and Dynamic
Modulus are shown in table 9.

108


Fig 4. Graphical representation of dynamic modulus test results
From the dynamic modulus test results, it can be observed that the dynamic modulus is higher
for 1.5% hydrated lime added mix. For the mixes with phosphogypsum and flyash as fillers, the
maximum value is again at 1.5% addition. When compared with the base mix; for 1.5% hydrated
lime addition, the dynamic modulus value increased by 68.35%, while by the addition of
phosphogypsum and flyash in the same amount increased the dynamic modulus values by 8.2% and
4.3% respectively.
7. SUMMARY
The suitability of phosphogypsum, hydrated lime and flyash as fillers in the construction of
bituminous concrete is tested. Optimum Binder Content was determined by compacting the specimen
with Marshall Compactor with 75 blows on each side of the sample. Different types of mixes were
prepared for the study viz. mixes with varying percentage of fillers. Samples were prepared by
gyratory compaction methods and these samples were tested for determining the creep properties,
indirect tensile stiffness modulus test and dynamic modulus tests.
8. CONCLUSION
By the addition of 1.5% hydrated lime by the total weight to the mix, the stiffness modulus from
static creep test increased by 54.99%, when compared with the base mix while by the addition of
phosphogypsum and flyash by the same amount increased by 8.43% and 8.06% respectively.
While considering the dynamic creep properties, for 1.5% addition of hydratedlime by the total
weight of the mix, the stiffness modulus value increased by 41.5% when compared with the base
mix, while by the addition of phosphogypsum and flyash by the same amount increased by 5.2% and
4.7% respectively.
For the Indirect Tensile Stiffness Modulus test, when compared with the base mix; for 1.5%
hydrated lime addition by the total weight of the mix, the indirect stiffness modulus value increased
by 103.6%, while by the addition of phosphogypsum and flyash in the same amount increased the
indirect stiffness values by 16.9% and 11.4% respectively.
The dynamic modulus value, when compared with the base mix; for 1.5% hydrated lime addition
by the total weight of the mix, the dynamic modulus value increased by 68.35%, while by the
addition of phosphogypsum and flyash in the same amount increased the dynamic modulus values by
8.2% and 4.3% respectively.
The most advantageous filler among the three investigated fillers is hydrated lime, and the
optimum content of hydrated lime is 1.5% by the total weight of the mix.
109

Phosphogypsum and flyash shows almost similar properties. Both these fillers shows
improvement from the base mix. But considering the economic point of the use of phosphogypsum
and flyash in pavement construction if it is available easily and cheaply the construction cost can be
reduced at a certain limit and moreover reduces environmental problems related with large stock
piles of the above fillers and their negative impact or surrounding land, water and air due to the
radioactive element in the phosphogypsum and flyash.
REFERENCES
1. Aloysius, T. and Yohan, A. (2003), “Analysis of Creep Properties of Bituminous Mixture With
Constant Rate of Load Increment Method”, Proceedings of the Eastern Asia Society for
Transportation Studies, Vol.4, October, 2003, pp.450-460.
2. Bohdan, D. and Jozef, J. (2008), “Behaviour of Asphalt Concrete in Cyclic and Static
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