A comparative evaluation on the properties of hma with variations in aggregate gradation of laboratory and field produced mixes

IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308
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Volume: 03 Issue: 09 | Sep-2014, Available @ http://www.ijret.org 441
A COMPARATIVE EVALUATION ON THE PROPERTIES OF HMA
WITH VARIATIONS IN AGGREGATE GRADATION OF
LABORATORY AND FIELD PRODUCED MIXES
Arijit Kumar Banerji1
, Antu Das2
, Arobinda Mondal3
, Rahul Biswas4
, Md. Obaidullah5
1
Asst. Professor, Dept of Civil Engineering, Dr.B.C.Roy Engineering College, Durgapur, W.B, India.
2
B.Tech Student, Dept of Civil Engineering, Dr.B.C.Roy Engineering College, Durgapur, W.B, India.
3
4
5
Abstract
India is having a road network of about 4.69 million Km with majority of roads as flexible pavement of having black top surface.
These black top surfaces are constructed mainly with the use of naturally available local aggregates and asphalt binder, where
aggregates are dried and mixed with hot bitumen to produce the Hot Mix Asphalt (HMA). For a given aggregate gradation, the
optimum binder content is important and it is estimated by satisfying various mix design parameters. Even designing a bituminous
mix to meet the desired requirements of a particular paving project also requires careful selection of the compatible aggregate
source, aggregate gradation and bitumen grade to sustain till its design life. Hence, it is essential to understand how aggregate
gradation affects the performance of HMA.
The present study was taken up with the objective of evaluating the properties of HMA mixtures designed using bituminous
concrete (BC)-I gradation and compared with conventional method of gradation used in the field or batch mix plant. For the
preparation of bituminous mixes, five types of aggregate gradation (upper limit, mid-point range, fuller-thompson maximum
density gradation, HMA plant mix gradation and lower limit aggregate gradation) were used as per the specification of Ministry
of Road Transport and Highways (Fifth revision)-2013 and mix design evaluation is done by using Marshall method. By
evaluating the volumetric and Marshall properties of the bituminous mixes with five different gradations, results indicate that the
performance of mixes made with mid-point of gradation range shows higher stability value than other mixes and the optimum
binder content increases form coarser gradation to finer gradation. Finally, a parameter called Gradation ratio (GR) is also
evaluated to indicate the type of aggregate grading and to correlate it with various mix design parameters with the variations in
aggregate grading.
Key Words: Hot Mix Asphalt, Aggregate gradation, Marshall properties, Gradation ratio.
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1. INTRODUCTION
Highway network is one of the most significant
achievements in the history of the civil engineering field and
since last decade highway construction activities have taken
a big leap in various countries. In India, the road transport
sector has expanded rapidly in the last fifty years after
independence, both in terms of total road length and
capacity. Today, India is having the second largest road
network in the world with over 4.69 million Km [1],
carrying almost 80 percent of the passenger traffic and 65
percent of its freight [2], where majority of roads are paved
with bituminous surface. Bituminous surface is mainly
composed of approximately 90-95% by weight and 75-85%
by volume of mineral aggregates [3] and hot bitumen to
produce the Hot Mix Asphalt (HMA), which was used as
base and wearing courses in a pavement structure to
distribute stresses caused by loading and to protect
underlying unbound layers from the effects of water [4].
But, from the technological point of view, high traffic
intensity in terms of commercial vehicles, overloading of
trucks and significant variation in daily and seasonal
temperature of the pavement have been responsible for early
development of distress like raveling, undulations, rutting,
cracking, bleeding, shoving and potholing of bituminous
surfaces.
Various studies have been conducted on the properties of
HMA using minor changes on the ingredients of the
mixture. In general, the main purpose of the studies was to
understand in a better way the characteristics of bituminous
mixtures and to evaluate the effects of constituent
ingredients and aggregate gradation on the performance.
Gradation affects almost all the vital properties of HMA,
including stiffness, stability, durability, permeability,
workability, fatigue resistance and resistance to moisture
damage [5]. Yet the mixture volumetric properties including
mix density, asphalt content, air void, voids in mineral
aggregate (VMA) and voids filled with asphalt (VFA) have
been identified as important parameters for durability and

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performance. Highly permeable mix causes embrittlement of
the bituminous binder due to oxidation, causing the asphalt
concrete pavement to crack and high permeability to water
encourages stripping of the bitumen from the aggregate
particles, further leading to endangering the subgrade layer
and as well as the base course. Low void content, caused by
overfilling the voids between the mineral aggregates
particles with bitumen, is one of the main factors in causing
rutting of pavements, while on the other hand; low bitumen
content causes pavements to ravel under the action of traffic.
Likewise, VMA is used in the mix design specifications to
achieve an adequate film thickness and to eliminate the use
of potentially poor-performing mixtures [6] and VFA is
used to ensure that the effective asphalt part of the VMA in
a mix is not too little (dry, poor durability) or too great [3].
However, designing a bituminous mix to meet the
requirements of a particular paving project requires careful
selection of the compatible aggregate source, aggregate
gradation and bitumen grade. Therefore, it is significant to
understand how the variation in aggregate gradation within
the specified limits (Ministry of Road Transport and
Highways (MoRTH) Fifth revision, 2013) [7] can affect the
essential properties of bituminous mixture.
2. OBJECTIVES OF THE PRESENT STUDY
Today, engineers design asphalt mixtures as a function of
safety, cost and performance. But, basically asphalt-
aggregate mix and compaction methods are designed on the
basis of the influence of mix components on the
performance characteristics and properties of paving mix.
Therefore, the present paper aims to highlight this variability
involved in the aggregate gradation of laboratory and field
produced mixes. The primary purposes of the research are
the following:
(i) To determine the Optimum Binder Content (OBC)
of bituminous mixes for the various aggregate
gradations by using Marshall Method of mix design.
(ii) To evaluate Marshall Stability, Marshall Flow and
Volumetric properties of different bituminous mix.
(iii) To establish the relationship of these mix design
parameters with the gradation ratio of the selected
aggregate gradations.
3. EXPERIMENTAL DETAILS
In this research the properties of five aggregate gradations
(upper limit, mid-point range, fuller-thompson maximum
density gradation, HMA plant mix gradation and lower limit
aggregate gradation) of Bituminous Concrete (BC) Grading-
I (recommended by Ministry of Road Transport and
Highways (MoRTH) Fifth revision, 2013) [7] mixes were
studied with Viscosity Grading (VG) 30 binder to
understand the effect of variation in aggregate gradation on
the performance of bituminous mixes using standard
Marshall Method of mix design. Verification of aggregate
and binder specification is done according to MORTH-2013
and IS: 73-2006 [8].
3.1 MATERIALS CHARACTERIZATION
3.1.1 Aggregates
Crushed coarse aggregate, fine aggregate and mineral filler
were procured from Pachami stone quarry near Mohammad
Bazar at Birbhum district in the state of West Bengal to
prepare the bituminous mixture specimens. Generally, the
properties of aggregates and the way of aggregate packing
have important influence on the performance of HMA
mixtures. Hence, the physical properties of aggregates were
evaluated and verified according to MoRTH-2013 and are
shown in Table 1. From the test results, it was found that the
properties of aggregates are within the specified limits.
Table 1: Physical requirements for coarse aggregate for
Bituminous Concrete and their results (MoRTH, 2013)
Property Test
Specifica
tion
Result
(%)
Test
Method
[9,10,11,12]
Cleanliness
Grain Size
Analysis
Max. 5%
passing
0.075mm
sieve
1.14
IS 2386
Part 1
Particle
Shape
Flakiness
and
Elongation
Index
Max.
35%
(Combin
ed)
24.67
IS 2386
Part 1
Strength
Los
Angeles
Abrasion
Max.
30%
19.34
IS 2386
Part 4
Aggregate
Impact
Value
Max.
24%
12.28
IS 2386
Part 4
Water
Absorption
(W.A)
W.A of
Coarse
Aggregate
Max. 2%
0.55
IS 2386
Part 3W.A of
Fine
Aggregate
1.61
Stripping
Stripping
Test
Retained
Coating
95%
>95 IS 6241
Five aggregate gradations used in this research are
designated and described in Table 2 and 3 respectively.
Table 4 shows the combined obtained gradation for BC
Grade-1 using Trial and Error procedure during plant mix
for overlaying of 4-lane N.H near Palsit (West Bengal)
under Emas Expressway Pvt. Ltd. And Figure 1 shows the
aggregate size distribution of the five gradations used in the
present study.
Table-2: Aggregate Gradation Specifications and
Designation Employed for Investigation
Sl.No.
Gradation Specification of
Bituminous Concrete (BC)-I Mix
Gradation
Designation
1 Lower limit BCL
2 Middle limit BCM
3
Fuller & Thompson maximum
density grading
BCFT

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4 Plant Mix grading BCPM
5 Upper limit BCU
Table-3: Different Aggregate Gradation used in this study
as per BC-I Grade (MoRTH, 2013)
Specification BCL BCM BCFT BCPM BCU
Nominal
Maximum
Aggregate
Size (mm)
19 19 19 19 13.2
IS Sieve Size
(mm)
Cumulative % by weight of total
aggregate passing
26.5 100 100 100 100 100
19 90 95 84.67 96.07 100
13.2 59 69 70.58 74.34 79
9.5 52 62 59.87 70.20 72
4.75 35 45 42.34 50.90 55
2.36 28 36 29.84 37.76 44
1.18 20 27 21.10 24.67 34
0.6 15 21 15.05 18.22 27
0.3 10 15 10.64 11.49 20
0.15 5 9 7.52 7.44 13
0.075 2 5 5.32 5.01 8
R2
0.95 0.92 0.94 0.88 0.87
Table-4: Combined obtained gradation from Trial and Error
method for BC Grade-I
IS
Sieve
Size
(mm)
24-16
mm
16-6
mm
6mm
down
Dust
Obtai
ned
Grad
ation
Specifi
ed
Limits28% 17% 53% 2%
26.5 100 100 100 100 100 100
19 85.96 100 100 100 96.07 90-100
13.2 9.68 97.81 100 100 74.34 59-79
9.5 0.82 88.06 100 100 70.20 52-72
4.75 0.00 5.58 90.48 100 50.90 35-55
2.36 0.00 1.94 66.86 100 37.76 28-44
1.18 0.00 1.35 42.33 100 24.67 20-34
0.6 0.00 1.20 30.22 100 18.22 15-27
0.3 0.00 1.00 17.58 100 11.49 10-20
0.15 0.00 0.74 10.16 96.42 7.44 5-13
0.075 0.00 0.53 5.83 91.55 5.01 2-8
Fig- 1: Five Aggregate Gradation of Bituminous Concrete
(BC) Grade-I Mix
3.1.2 Bitumen
Bitumen as a binder is also required to be tested for material
uniformity. The grade of bitumen used is of VG 30 grade
obtained from Indian Oil Corporation Ltd. through Emas
Expressway Pvt. Ltd, India. Based on the selection criteria
of climatic condition as shown in Table 5, VG 30 binder is
selected because majority of regions in India lies in the
temperature range of more than 30°C and -10°C. The
obtained results are shown in Table 6 and were verified
according to IS 73:2006: Indian Standard: Paving Bitumen
Specification. From the test results, it was found that the
properties of bitumen are within the specified limits.
TABLE-5: Selection Criteria for Viscosity Grade
Paving Bitumen Based on Climatic Condition
Lowest Daily
Mean Air
Temp., °C
Highest Daily Mean Air Temperature
Less than
20°C
20-30°C
More than
30°C
More than -10°C VG 10 VG 20 VG 30
-10°C or Lower VG 10 VG 10 VG 30
Table 6: Test Results and Specifications on VG 30
Property
Specific
ation
Result
Method of
Test[13,14,15,16]
Penetration at 25°C.
0.1 mm, 100g, 5 Sec.
50-70 57 IS 1203
Softening Point,
(R&B),°C
Min. 47 50.5 IS 1205
Ductility at 27°C, cm Min. 40 >100 IS 1208
Flash Point, °C Min.220 320 IS 1209
3.1.2 Material Specific Gravities
Determination of specific gravity by means of expressing
the weight-volume characteristics of material are essentially
important in manufacturing pavement mixtures because the
aggregate and asphalt in a bituminous mix are proportioned
by weight. However, in a bituminous mix, specific gravity
values of aggregate and bitumen is an essential information
for calculating effective specific gravity, maximum specific
gravity of mix, percentage air voids, bitumen absorption in
percentage by weight of aggregate, voids in mineral
aggregate and voids filled with bitumen. Bulk specific
gravity and apparent specific gravity of coarse aggregate,
fine aggregate, filler were conducted as per IS: 2386 (Part 3)
and specific gravity of bitumen is conducted as per IS: 1202
[17]. The obtained results are given in Table 7.
Table-7: Specific Gravity Test Results of Aggregates,
Filler and Bitumen
Specific
Gravity
Type
Coarse
Aggre
gate
Fine
Aggre
gate
Filler Bitumen
Bulk 2.86 2.44
2.47 1.02
Apparent 2.90 2.53

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3.2 MARSHALL METHOD OF MIX DESIGN FOR
THE DETERMINATION OF OPTIMUM BINDER
CONTENT (OBC)
Indian specifications recommend the use of Marshall
Method for mix design of bituminous mixtures by using
standard cylindrical test specimens of 63.5mm height and
101.6mm diameter. The procedure for Marshall Test has
been standardized by American Society for Testing and
Materials, ASTM D-1559 [18] to determine the OBC of
different mixes. The vital aim of Marshall Mix design is to
determine the design bitumen content and this process starts
with preparing atleast three samples for each binder content
in the sequence of 4.5%, 5%, 5.5% and 6.0%. The range of
binder contents taken varies by 0.5% to ensure that the
design bitumen content is lying within the range and in this
present study the selected mixing and compaction
temperatures of bituminous mixes using VG 30 were 160°C
and 140°C respectively which is in the considerable range
(mixing temperature: 150-165°C and compaction
temperature: 140°C) of bituminous mixes as per the IRC
111:2009 guidelines [19].
During the mix design process, after the batching of
aggregate as per their respective binder content, aggregates
are then placed in oven to attain the temperature of +10°C
above the mixing temperature. Then mixing is done and the
loose bituminous mix is placed in temperature controlled
oven at the compaction temperature for 2 hours as
conditioning time. After conditioning, the loose mix is
compacted in manual Marshall Compactor by applying 75
blows on either side of the specimen and then, after 24 hours
of curing, the samples are extracted from the mould and are
tested for Bulk Density (Gmb) and Air Void (Va) analysis.
After Bulk Density and Air Void analysis the samples were
tested for stability and flow as shown in Figure 2.
Fig- 2: Marshall Stability and Flow Test
3.2.1 Analysis of Mix Design Parameters
Mix design is based on the volumetric properties of a
bituminous mixes and during designing with a given
aggregate gradation, the maximum specific gravity (Gmm)
at each bitumen content is calculated to evaluate the
percentage of air voids for each bitumen content. However,
for all practical purposes the effective specific gravity (Gse)
is kept constant for a particular aggregate gradation because
the bitumen absorption does not vary appreciably with
variations in asphalt content. Basically, Gse includes all
void spaces in the aggregate particles except those that
absorb bitumen and its value for respective gradations is
shown in Table 8 and Figure 3 shown the variation of Gse
values conforming to the selected aggregate grading.
Table-8: Effective Specific Gravity (Gse) Results of
Different Aggregate Gradations
Gradation
Designation
BCL BCM BCFT BCPM BCU
Effective
Specific
Gravity
2.756 2.722 2.748 2.715 2.689
Fig- 3: Effective Specific Gravity Results of
Different Mixes
Then the analysis focuses on three very important
parameters in controlling the quality of the designed mixture
i.e air void in the sample (Va), percentage of voids in
mineral aggregate (VMA) and percentage of voids filled
with bitumen (VFB) by using the following Eq.1-3.
(1)
(2)
(3)
To decide the optimum bitumen content or the design
bitumen content, we follow the National Asphalt Pavement
Association (NAPA) method by calculating average of the
asphalt content for maximum stability, maximum bulk
density and 4.0% air voids and correspondingly, the values
of other parameters were checked if they meet the
requirements or not as shown in Table 9 and Table 10 shows
the obtained results of OBC for the five different types of
mixes.

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Table-9: Requirements for Bituminous Mix Using Viscosity
Grade Paving Bitumen
Properties
Viscosity Grading
Paving Bitumen
Compaction Level at 75 blows on each face of specimen
Marshall Stability (kN) at 60°C 9
Marshall Flow (mm) 2-4
Air Voids, % 3-5
VFA, % 65-75
% Voids in Mineral Aggregate
Nominal Maximum
Aggregate Size (mm)
Min % VMA related to
designed 4 % Air Void
13.2 14
19.0 13
Table-10: Marshall Mix Design Parameters for Different
Bituminous Mixes
Mix
ID
OBC
%
Bulk
Densi
ty
VMA
%
VFA
%
Stability
kN
Flow
mm
BCL 5.11 2.444 14.75 75 16.31 2.97
BCM 5.33 2.392 15.61 73.08 17.18 3.24
BCFT 5.19 2.430 15.09 74.71 17.79 3.16
BCPM 5.39 2.386 15.70 73.62 16.62 3.14
BCU 5.68 2.367 15.74 75 16.04 3.37
3.3 RESULTS AND DISCUSSION
The overall objective of the mix design procedure is to
determine an economical blend with best gradation of
aggregates and asphalt that yields a mix having sufficient
asphalt to ensure a durable pavement, sufficient workability
to permit efficient placement of mix without segregation,
adequate mix stability to satisfy the demands of traffic
without distortion and proper void content to allow a slight
additional compaction under traffic loading without
flushing, bleeding etc. [3]. In order to satisfy all these
criteria OBC has to be identified accurately because OBC is
mainly dependent on aggregate characteristics and bitumen
absorption. The finer the mix gradation, larger the total
surface area of aggregate and higher amount of bitumen is
required to uniformly coat the aggregate particles, while
coarser mixes have less total aggregate surface area and it
demand less amount of bitumen.
However, regarding the major parameters of mix design,
results indicate that the performance of mixes made with
mid-point gradation range shows higher stability value than
other mixes even though all the mixes are having higher
stability values than the minimum value of 9kN and the
OBC percentage increases form coarser gradation to finer
gradation for both types of grading.
Likewise the Marshall Flow value also increases from
coarser to finer gradation but for all the samples its value is
within specified range of (2-4 mm). However, the mixes that
have very low flow value and abnormal high Marshall
stability value are considered too brittle and may experience
pre mature cracking, while those mixes with high flow
values are considered as too plastic mix and will experience
permanent deformation under traffic [5].
The results of bulk density of the mix vary with aggregate
gradation and OBC value. Mainly, during evaluation of
density for individual gradation it increases as bitumen
content increases but when the density reaches a peak it
began to decrease because additional bitumen content begins
to fill the voids in mineral aggregate (VMA).
The results of VMA are above the specified limit as per
nominal maximum aggregate size (NMAS) and the value
keeps increasing from lower limit gradation to upper limit
gradation in the BC 1 mix gradation. Minimum VMA is
necessary to achieve an adequate asphalt film thickness,
which results in a durable asphalt pavement, as increasing
the density of the aggregate gradation to a point where
below minimum VMA values are obtained leads to thin film
thickness of asphalt and a low durability mix. Yet, the VMA
for any mix must be sufficiently high to ensure that there is
no room for the bitumen plus required air voids. But, in this
study the VMA values are satisfactory while, the VFB
values are in the marginal range for lower and upper limit
gradation. VFB is the amount of VMA that is filled by
bitumen. The acceptable range of VFB varies depending
upon the traffic level as higher traffic requires lower VFB
due to mixture strength and stability and lower traffic
requires higher range of VFB to increase HMA durability
[3].
Finally after satisfying all the criteria of mix design OBC is
determined and detailed representation regarding type of
mixes with OBC are shown in Figure 4.
Fig- 4: Optimum Binder Content Results of Different Mixes
3.4 EFFECT OF AGGREGRATE GRADATION
The particle size distribution of aggregates for five types of
mixes is identified by the gradation curves. From the
gradation curve there parameters that have relation with
shape of the curve are D15, D50, and D85, where Dx is the
size of sieve through which x percent of the total material
passing [20]. These sizes are used to express the Gradation
Ratio (GR) by using the following Eq. 4:
(4)
Gradation ratio (GR) indicates the type of aggregate grading
as larger the value of GR, denser will be the gradation.
Values of percent passing of particle size (D85, D50, and

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D15) and value of GR for two mixes (BC and DBM) are
given in Table 11.
Table-11: Gradation Ratio Parameters for Different Mixes
Mix ID
% Passing Parameter Gradation
Ratio (GR)D15 D50 D85
BCL 0.6 8.66 17.82 1.136
BCM 0.3 6.0 17.38 1.99
BCFT 0.6 6.5 18.69 2.066
BCPM 0.44 4.62 16.08 2.741
BCU 0.18 3.6 15.21 3.394
Although, an attempt is made to correlate the performance
properties of the bituminous mixes with aggregate gradation
parameters. Figure 5 shows the variation in GR for different
mixes considering the percentage retained values of coarse
aggregate, fine aggregate and filler. Figs. 6 to 10 shows the
effect of GR on mix design parameters of different mixes.
The correlation between GR and the performance properties
is very important and the relations are found to be of second
degree polynomial (Eq. 5).
Y = a + b x + c x2
(5)
Where, Y is the performance property of a mix, x is the
gradation parameter (GR), and a, b, c are constants.
Fig- 5: Gradation Ratio Values of Different Mixes
Fig- 6: Relation of GR with Marshall Stability
Fig- 7: Relation of GR with Marshall Stability
Fig- 8: Relation of GR with VFB
Fig- 9: Relation of GR with VFA
Fig- 10: Relation of GR with Bulk Density
Tables 12 shows the values of these coefficients for mixes
prepared with VG-30 and five aggregate gradations. The
results indicate that the parameter GR is significant to
predict the performance property through a single relation
for BC grading-I mix.

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Table-12: Relations between Marshall Mix Design
Parameters and GR for Different Bituminous Mixes
Mix
Design
Parameter
(Y)
X
Co-efficient
R2 Rating
*a b c
Stability
kN
GR 13.92 2.92 -0.684 0.93
Excelle
nt
Flow, mm GR 2.76 0.23 -0.018 0.72 Good
VMA % GR 13.57 1.24 -0.177 0.79 Good
VFB % GR 78.83 -4.47 0.9779 0.51 Fair
Bulk
Density
GR 2.48 -0.04 0.0018 0.80
V.
Good
Rating Criteria- Fair: (0.5 – 0.69), Good: (0.7 – 0.79),
Very Good: (0.80 – 0.89), Excellent: (0.9 – 1.0)
4. CONCLUSIONS
The overall objective of this research paper is to analyze that
how the variation in aggregate gradation within the specified
limits can affect the essential mix design properties of
bituminous mix and finally it gives a clear conception
regarding selection of optimum binder content. The
laboratory developed mixture design forms the basis for
field mix i.e incorporating job mix formulae and this
comparative analysis provides an idea that if the aggregate
gradation in the field varies within the upper and lower
gradation range with respect to mid-range gradation what
changes can possibly occur in the mix and what should be
the expected OBC for any mix. Data evaluated in this work
strongly suggest to follow the gradation closer to mid-range
gradation but there was no definitive relationship between
VFB and aggregate gradation based on the gradations,
aggregate source and binder type evaluated in this study.
This could indicate that VMB in may be more dependent on
aggregate and binder type than gradation. However, the
gradation used in batch mix plant of Emas Expressway Pvt.
Ltd for the construction of 4-lane N.H near Palsit (West
Bengal) shows comparatively good performance by
satisfying all the possible criteria.
The performance parameters are correlated with gradation
parameter like GR and fair to excellent relations are
obtained for different parameters of the mix. These relations
are extremely useful when different mixes are compared for
their performance in the field. Even this comparative
performance can also be predicted from aggregate gradation
data alone without actually performing tests for different
gradations under bituminous concrete grade-I in the
laboratory.
ACKNOWLEDGEMENT
The authors gratefully acknowledge the support by the
Department of Civil Engineering, Dr. B. C. Roy
Engineering College, Durgapur for providing the laboratory
and necessary equipment’s for our experiments. Special
thanks goes to Mr. Utpal Samanta (Sr. Material Engineer),
Emas Expressway Pvt. Ltd who shared the gradation data
for the verification of this study and helps in providing us
the bitumen necessary for this work.
REFERENCES
[1]. Indian Infrastructure: Roads and Bridges: Directory and
Year Book. (2013). NewDelhi: Indian Infrastructure
Publishing.
[2]. Indian Road Network. (2014, September 8). Retrieved
from National Highways Authority of India: http://www.
nhai .org/roadnetwork.htm.
[3]. Construction of Hot Mix Asphalt Pavements. Manual
Series No. 22 (MS-22), Second Edition, The Asphalt
Institute, Lexington, KY.
[4]. Baha V.K. and Necati K., (2007), “The Effects of
Different Binders on Mechanical Properties of Hot Mix
Asphalt”, International Journal of Science and Technology,
Volume 2, No. 1, pp. 41-48.
[5]. Roberts, F. L., Kandhal, P. S., Brown, E. R., Lee, D.,
and Kennedy, T., (1996), “Hot Mix Asphalt Materials,
Mixtures Design, and Construction” NAPA Education
Foundation, Lanham, Maryland. First Edition, pp. 241-250.
[6]. Prowell, B. D., Zhang, J., & Brown, E. R. (2005).
Aggregate properties and the performance of superpave-
designed hot mix asphalt (No. 539). Transportation
Research Board.
[7]. Specifications for Road and Bridge Works, Fifth
Edition, Ministry of Road Transport & Highway, Indian
Road Congress, 2013.
[8]. Indian Standard, “Paving Bitumen- Specification”, IS
73-06, Bureau of Indian Standards, New Delhi (2006).
[9]. Indian Standard, “Methods of Test for Aggregates for
Concrete”, IS 2386 (Part 1)-1963, Bureau of Indian
Standards, New Delhi (2007).
[12]. Indian Standard, “Method of Test for Determination of
Stripping Value of Road Aggregates”, IS 6241-1971,
Bureau of Indian Standards, New Delhi (2003).
[13]. Indian Standard, “Method for Testing Tar and
Bituminous Materials: Determination of Penetration”, IS
1203-1978, Bureau of Indian Standards, New Delhi.
Bituminous Materials: Determination of Softening Point”,
IS 1205-1978, Bureau of Indian Standards, New Delhi.
Bituminous Materials: Determination of Ductility”, IS 1208-
1978, Bureau of Indian Standards, New Delhi.
Bituminous Materials: Determination of Flash and Fire
Point”, IS 1209-1978, Bureau of Indian Standards, New
Delhi.
Bituminous Materials: Specific Gravity of Bitumen”, IS
1202-1971, Bureau of Indian Standards, New Delhi

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[18]. ASTM D 1559, (1995), “Resistance of Plastic Flow of
Bituminous Mixtures Using Marshall Apparatus”, American
Society for Testing and Materials.
[19]. IRC 111: 2009, “Specifications for Dense Graded
Bituminous Mixes”, Indian Road Congress.
[20]. Aodah, H. H., Kareem, Y. N., & Chandra, S. (2012).
Performance of Bituminous Mixes with Different Aggregate
Gradations and Binders. International Journal of
Engineering and Technology, 2(11).
BIOGRAPHIES
Arijit Kumar Banerji is an Assistant
Professor in the Department of
Civil Engineering., Dr. B. C. Roy
Engineering College, Durgapur
(W.B), India. His research interests
include Pavement Design and
Traffic Engineering.
Antu Das is a B.Tech Final Year
Student in Department of Civil
Engineering, Dr. B. C. Roy
include Bituminous Mix Design.
Arobinda Mondal is a B.Tech Final
Year Student in the Department of
Civil Engineering, Dr. B. C. Roy
Rahul Biswas is a B.Tech Final
Md. Obaidullah is a B.Tech Final

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