IRJET- Physical Properties of Aggregate and Tar in Designing of Elastic Highway

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 06 Issue: 07 | July 2019 www.irjet.net p-ISSN: 2395-0072
© 2019, IRJET | Impact Factor value: 7.34 | ISO 9001:2008 Certified Journal | Page 1611
Physical Properties of Aggregate and Tar in Designing of Elastic
Highway
MADEEHA QAZI 1, Er. DEEPAK KUMAR2
1M.Tech Scholar, Dept. of Civil Engineering, Desh Bhagat University, Punjab
2External Guide, Dept. of Civil Engineering, Desh Bhagat University, Punjab
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Abstract - The current plastic pavement is normally planned
and erected in, numerouslayersforeffectivestressdistribution
through pavement layers beneath the weighty traffic loads.
Interlayer bondingofthemultilayeredpavementarrangement
plays a vital role to attain long term performance of roadway.
Suitable bond between the layers must be confirmed so that
multiple layers makes as a monolithic structure. To attain
good bond strength, a tack coat is usually scattered between
the bituminous pavement layers. As a result, the applied
stresses are consistently dispersed inthepavementsystemand
reduce structural impairment to the pavements. One of the
most common sufferings due to poor bonding between
pavement layers is a Slippage failure, which naturally occurs
where weighty vehicles often hurrying, braking, or whirling.
The vehicle load generates dynamic normal and lateral
stresses in the pavement boundaries from horizontal and
vertical loads. With the vehicle load being relocated to each
underlying bituminous layer, the boundary betweenthelayers
is vital to the pavements integrity. Slippage failure changes
when the pavement layers start to slide on one another
typically with the top layer untying from the lower layer. This
is initiated by a lack of bond and a great enough horizontal
force to cause the two layers begin to separate. Other
pavement scrapes that have been related to poor bond
strength between pavement layers cover early fatigue, top
down cracking, ruts, and exterior layer delamination.
Key Words: Slippage failure, monolithic, whirling.
1. INTRODUCTION
An elastic or Tarmac roadway usually comprises of three or
four layers. For a four layer elastic pavement, there is a
surface course, base course, and sub base course fabricated
over a compacted, natural soil sub grade. When building a
three layer flexible pavement, the sub base layer is not used
and the base course is placed directly on the natural sub
grade. A flexible pavement's surface layer is fabricated of
hot-mix tarmac (HMA).Unstained masses are typically used
for the base course; however, the base course could also be
stabilized with asphalt, Foamed Bitumen, Road stone
Recycling, Portland cement, oranotherstabilizingagent. The
Sub base is generally constructed from local aggregate
material, while the superior subgrade is often soothed with
cement or lime.
With flexible pavement, the maximum stress occurs at
the surface and the stress decreases as the depth of the
pavement increases. Consequently, the highest quality
material needs to be used for thesurface,whilelowerquality
materials can be used as the depth of the pavement
increases. The term "flexible" is used because oftheasphalts
ability to bend and deform slightly, thenreturntoitsoriginal
position as each traffic load is applied and removed. It is
possible for these small deformationstobecomepermanent,
which can lead to rutting in the wheel path of an extended
time. The service life of a plastic pavement is typically
designed in the range of20to30years. Requiredthicknesses
of each layer of a flexible pavement vary widely depending
on the materials used, magnitude, and numberofrepetitions
of traffic loads, ecological conditions, and the preferred
service life of the pavement.
2. OBJECTIVES
To check Physical Properties of Aggregate using in
construction of plastic pavement. To check Physical
Properties of Bitumen using in construction of plastic
pavement.
Subsequent Tests were led to explore the properties of
the aggregate and tar.
1. Aggregate Impact Value Test
2. Flakiness & Elongation Index Test
TEST FOR BITUMEN
1. Penetration Test
2. Softening Point Test
3. Ductility Test
4. Specific Gravity Test
TEST ON AGGREGATE
Specific Gravity & Water Absorption Test.
1. About 2kg of the aggregate sample is washed
thoroughly to remove fines, drained and then placed in the
wire basket and immersed in distilledwateratatemperature

between 22 to 320C with a cover of at least 50 mm of water
above the top of the basket
2. Immediately after the immersion the entrapped air is
removed from the sample by lifting the basket containing it
25 mm above the base of the tank and allowing it to drop 25
times at the rate of about one drop per second. The basket
and the aggregate should remain completely immersed in
water for a period of 24±0.5 hours afterwards.
3. The basket and the sample are then weighed while
suspended in water at a temperature of 22 to 320C. The
weight is noted while suspended in water (W1) g.
4. The basket and the aggregatearethenremovedfromwater
and allowed to drain for a few minutes, after which the
aggregates are transferred to one of the dry absorbent
clothes.
5. The empty basket is then returned to the tank of water,
jolted 25 times and weights in water (W2) g.
6. The aggregates placed in the dry absorbent clothes are
surface dried till no further moisture could be removed by
this clothe.
7. Then the aggregate is transferred to the second dry cloth
spread in a single layer.
Impact Value Test
It is used to estimate the robustness of nugget or the
resistance of the aggregate to rupture under repeated
impacts. The aggregates were subjected to 15 blows with a
hammer of weight 14kg and the crushed aggregates were
sieved on 2.26mm sieve. The aggregate impact value is the
percentage of fine (passingthroughthe2.36mmsievesize)to
the total weight of the sample. The aggregate impact value
should not exceed 30% for use in wearing course of
pavements. Maximum permissible values are 35% for
bituminous macadam and 40% for water bound macadam
Elongation index test.
Take the aggregate sample which contains minimum 200
pieces of any fraction. Sieve the sample through mentioned
sieves i.e., from 63mm to 6.3mm sieves. The aggregate
retained on 63mm and passed through 6.3mm should not be
considered. The aggregate passed through 63mm and
retained on 6.3mm and its above sieves is taken along with
sieves. Now we have specified size range for every particle.
Now weigh aggregate retained on different sieve and note
down the total weight as “W1”The aggregate particles from
each of the size range is taken and passed through
corresponding gauge of length gauge or elongation gauge
with its longest side. Each gauge length is 1.8 times the mean
dimension of aggregate size range. If particle retained on
10mm and passed through 16mm size istaken,thenitshould
pass through 23.4mm length gauge which is 1.8 times the
mean of 10mm and 16mm. To keep accuracy and eliminate
testing bias, the particleshouldbepassedmultipletimeswith
different facings. The particles which are not passed or
retained on the length gaugeare weighed whichis“W2”.Now
calculate the elongation index which is the ratio of weight of
particle retained on length gauge to the total weight of the
sample gauged and it is expressed in percentage
Flakiness Index Test
In order to separate flaky materials, each fraction is then
gauged independently for width on a thickness gauge. The
total amount of flaky A least of 200 pieces of each segment is
taken and weighed material passing the thickness gauge is
evaluated to an accuracy of 0.1% of the weight of taster.
Aggregate Impact Value Test
The test sample shall consistof aggregatethe whole of which
passes a 12.5 mm IS Sieve and is retained on a 10 mm IS
Sieve. The aggregate comprising the test sample shall be
dried in an oven fora period of four hoursatatemperatureof
100 to 110°C and cooled. The measure shall be filled about
one-third full with the aggregateand tamped with25strokes
of the rounded end of the tamping rod. Further similar
quantity of aggregateshall be added and a furthertampingof
25 strokes given. The measure shall finally be filled to
overflowing, tamped 25 times and the surplus aggregate
struck off, using the tamping rod as a straight edge. The net
weight of aggregatein themeasureshallbedeterminedtothe
nearest gram (Weight A).The impact machine shall rest
without wedging or packing upon the level plate, block or
floor, so that it is rigid and the hammer guide columns are
vertical. The cup shall be fixed firmly in position on the base
of the machine and the whole of the test sample placed in it
and compacted by a single tamping of 25 strokes of the
tamping rod. The hammer shall be raised until its lower face
is 380 mm above the upper surface of the aggregate in the
cup, and allowed to fall freely on to the aggregate. The test
sample shall be subjected to a total of 15 such blows each
being delivered at an interval of notlessthanonesecond.The
crushed aggregate shall then be removed from the cup and
the whole of it sieved on the 2.36 mm IS Sieve untilnofurther
significantamount passesinoneminute.Thefractionpassing
the sieve shall be weighed to an accuracy of 0.1 g (Weight.
B).The fraction retained on the sieve shall also be weighed
(Weight C) and, if the total weight (C+B)islessthantheinitial
weight (WeightA) by more than one gram, the result shallbe
discarded and a fresh test made. Two tests shall be made
Test on Bitumen
 Heat the sample until it becomes fluid.
 Pour it in a container to a depth such that when
cooled, the depth of sample is at least10mmgreater
than the expected penetration.
 Allow it to cool in an atmospheric temperature.

 Clean the needle and place a weight above the
needle.
 Use the water bath to maintain the temperature of
specimen.
 Mount the needle on bitumen, such that it should
just touch the surface of bitumen.
 Take at least three reading
Softening Point Test
Taster glycerin and dextrin. After chilling the rings in air
for 30 minutes, the excess taris trimmedandringsareplaced
in the support.At this timethe temperatureof purifiedwater
is kept at 5°C. This temperature IS maintainedfor15minutes
after which the ballsare placed in position material is heated
to a temperature between 75° and 100°C above the
approximatesoftening pointuntil it is completely fluidandis
poured in heated rings placed on the metal plate. To avoid
sticking of the bitumen to metal plate, coating is done to this
with a solution of. For material whose softening point is
above 80°C, glycerin is used for heating medium and the
starting temperature is 35°C instead of 5°C.
Ductility Test
Melt the bituminous test material completely at a
temperature of 75°C to 100° C above the approximate
softening point until it becomes thoroughly fluid. Strain the
fluid through IS sieve 30. After stirring the fluid, pour it in
the mould assembly and place it on a brass plate. In order to
prevent the material under test from sticking, coat the
surface of the plate and interior surfaces of the sides of the
mould with mercury or by a mixture of equal parts of
glycerin and dextrin. After about 30-40 minutes, keep the
plate assembly along with the sample in a water bath.
Maintain the temperature of the water bath at 27° C for half
an hour. Remove the sample and mould assembly from the
water bath and trim the specimen by levelling the surface
using a hot knife. Replace the mould assembly in water bath
for 80 to 90 minutes. Remove the sides of the mould. Hook
the clips carefully on the machine withoutcausinganyinitial
strain. Adjust the pointer to read zero. Start themachineand
pull clips horizontally at a speed of 50 mm per minute. Note
the distance at which the bitumenthreadofspecimenbreaks
is filled up to the half taking care to prevent entry of air
bubbles. To permit an escape of air bubbles, the sample
bottle is allowed to stand for half an hour at suitable
temperature cooled to 270C and then weighed. The
remaining space in the specific gravity bottle is filled with
distilled water at 270C , stopper placed and is placed in
water The bottle containing bituminous material and
containing water is removed, cleaned from outside and is
again weighed. From the weights taken, the specific gravity
of bitumen can be found out.
Specific Gravity Test
The specific gravity bottle is cleaned, dried and weighed
along with the stopper. It is filled with fresh distilled water,
stopper placed and the same is kept in water containerfor at
least half an hour at temperature 270C.The bottle is then
removed and cleaned from outside. The specific gravity
bottle containing distilled water is now weighed. The
bituminous material is heated to a pouring temperatureand
is poured in the above empty bottle taking all the
precautions that it is clean and dry before filling sample
materials. The material is filled up to the half taking care to
prevent entry of air bubbles. To permit an escape of air
bubbles, the sample bottle is allowed to stand for half an
hour at suitable temperature cooled to 270C and then
weighed. The remaining space in thespecificgravitybottle is
filled with distilled water at 270C , stopper placed and is
placed in water The bottle containing bituminous material
and containing water is removed, cleaned from outside and
is again weighed. From the weights taken, the specific
gravity of bitumen can be found out. The density of a
bitumen binder isa fundamental propertyfrequentlyusedas
an aid in classifying the binders for use in paving jobs. In
most applications, the bitumen is weighed, but finally in use
with aggregate system, the bitumen content is converted on
volume basis. Thus an accurate density value is required for
conversion of weight to volume. The specific gravity is
greatly influenced by the chemical composition of binder.
Increased amount of aromatic type compounds cause an
increase in the specific gravity.Thespecificgravityisdefined
by ISI as the ratio of the mass of a given volume of the
bituminous material to the mass of an equal volume of
water, the temperature of both being specified at
27ºC±0.1ºC.The code of practice used to determine the
specific gravity is IS: 1202.Procedure The clean, dried
specific gravity bottle is weighed let that be W1 g. Then it is
filled with fresh distilled water and then kept in water bath
for at least half an hour at temperature 27ºC±0.1ºC. The
bottle is then removed and cleaned from outside. The
specific gravity bottle containing distilled water is now
weighed. Let this be W2 g. Then the specific gravity bottle is
emptied and cleaned. The bituminous material is heatedtoa
pouring temperature and the material is poured half the
bottle, by taking care to prevent entry of air bubbles. Then it
is weighed. Let this be W3 g. The remaining space in specific
gravity bottle is filled with distilled water at 27ºC and is
weighed. Let this be W4 g. Then specific gravity of
bituminous material is given by
formula, specific gravity= (W3-W1)/(W2-W1)-(W4-W3)

3. EXPERIMENT RESULTS
Summary of test results of Aggregate
Summary of test results of Bitumen
4. CONCLUSIONS
 Flakiness index of aggregate was 22.95 % which
is less than 30% and elongation index of aggregate is
16.75% which is less than 30%.All the results are
satisfactory as per Indian standard . Specific Gravity of
the aggregate was 2.65 which is between 2 to 3 as per
Indian standard .Aggregate Impact value was 10.06%
which is less than 30% this shows that the toughness of
the aggregate to face the impacts. Water absorption of
aggregates 1.01 % which is less than 2 %. Crushing
value of aggregates 11.36 % which is satisfactory as per
Indian standard
 The specific gravity of bitumen is 1.02 % whichis
nearly to 2 % so it is satisfactory result; the penetration
value of bitumen was 92.1 mm which is between is 90 –
100. It indicate the grade of bitumen, softening point of
bitumen is 45.3 degree which is between 50 to 60, the
ductility of bitumen is 76 cm. All the results are
satisfactory as per IndianStandard.
REFERENCES
[1] Annette R. Hill, Andrew R. Dawson, Michael
Mundy.,(2001),“Utilizationofaggregatematerialsinroad
construction and bulk fill”, Resources, Conservation and
Recycling, Vol. 32, School of Civil Engineering, University
ofNottingham
[2] Vasudevan R., Nigam S. K., Velkennedy R., A.
Ramalinga Chandra Sekar and B.Sundarakannan,
Utilization of waste polymers for flexible pavement and
easy disposal of waste polymers, In : Proc. Intern. Conf.
Sustainable Solid Waste Manage.Chennai,India,105-111,
(2007)
[3] IS Indian standard paving bitumen specification, 2nd
Rev., New Delhi, India,BureauofIndianStandards,73,
(1992)
[4] IS 2386 Part I (1963), Determination of Flakinessand
Elongation Index
[5] IS 2386 Part III (1963), Determination of specific
gravity and water absorption of aggregate
[6] IS 2386 Part IV (1963), Determination of aggregate
impact value test
[7] IS 73 – 2013 Paving Bitumen Specification
[8] IS: 1202 – 1978Methods for testing tar and
bituminous materials: Determination of specific
gravity (firstrevision)
[9] IS: 1203 – 1978, Methods of testing tar and
bituminous materials: Determination of penetration
(first revision)
[10] IS: 1208 - 1978, Methods for testing tar and
bituminous materials: Determination of ductility
(firstrevision)
[11] IS: 1205 – 1978 Methods for testing tar.
Properties Normal
Aggregate
IS CODE Specification
Requirement
Remarks
Flakiness Index 22.95 % IS 2386 part 1 1963 40 % max Satisfactory
Elongation Index 16.75% IS 2386 part 1 1963 30 % max Satisfactory
Specific Gravity 2.65% IS 2386 part 3 1963 2-3 Satisfactory
Impact value test 10.06% Is 2386 part 4 1963 30 % max Satisfactory
Water Absorption 1.01% IS 2386 part 1 1963 2 % max Satisfactory
Crushing strength 11.36 % Is 2386 part 4 1963 30 % max Satisfactory
Properties Results IS Code Specification Requirement Remarks
Specific Gravity 1.02 % IS :1202 - 1978 2% Satisfactory
Penetration Test 92.1mm IS: 1203 - 1978 90 to 100 Satisfactory
Ductility Test 70 cm IS: 1208 - 1978 76 cm Satisfactory
Softening Test IS: 1205 - 1978 50 to 60 Satisfactory

IRJET- Physical Properties of Aggregate and Tar in Designing of Elastic Highway

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IRJET- Physical Properties of Aggregate and Tar in Designing of Elastic Highway