Transportation Engineering Laboratory Manual

TY BTech Civil Engg. A.Y. 2019-2020
1 SVKM’s IOT, Dhule
a) Tests on Aggregates
Aggregate plays an important role in pavement construction.
Aggregates influence, to a great extent, the load transfer capability of
pavements. Hence it is essential that they should be thoroughly tested before
using for construction.
Not only that aggregates should be strong and durable, they should also
possess proper shape and size to make the pavement act monolithically.
Aggregates are tested for strength, toughness, hardness, shape, and water
absorption.
In order to decide the suitability of the aggregate for use in pavement
construction, following tests are carried out:
1) Shape Test
2) Specific Gravity and Water Absorption Test
3) Stripping Value Test
4) Soundness Test
5) CBR Test on Soil and Aggregates.

Aim: Shape test on aggregates.
Shape tests on coarse aggregates such as flakiness index and elongation Index, its
importance in concrete construction, methods of determination are discussed.
Apparatus:
 A standard thickness gauge
 A standard length gauge
 IS sieves of sizes 63, 50 40, 31.5, 25, 20, 16, 12.5,10 and 6.3mm
 A balance of capacity 5 kg, readable and accurate up to 1 gm.
Theory:
The particle shape of aggregates is determined by the percentages of flaky and
elongated particles contained in it. For base course and construction of bituminous
and cement concrete types, the presence of flaky and elongated particle is considered
undesirable as these cause inherent weakness with possibilities of breaking down
under heavy loads.
Thus, evaluation of shape of the particles, particularly with reference to flakiness
and elongation is necessary.
The Flakiness index of aggregates is the percentage by weight of particles whose
least dimension (thickness) is less than three- fifths (0.6times) of their mean
dimension. This test is not applicable to sizes smaller than 6.3 mm.
The Elongation index of an aggregate is the percentage by weight of particles whose
greatest dimension (length) is greater than nine-fifths (1.8 times) their mean
dimension. This test is not applicable for sizes smaller than 6.3mm.
Practical No. 1

Procedure:
 Sieve the sample through the IS sieves (as specified in the table).
 Take a minimum of 200 pieces of each fraction to be tested and weigh them.
 To separate the flaky materials, gauge each fraction for thickness on a
thickness gauge. The width of the slot used should be of the dimensions
specified in column (4) of the table for the appropriate size of the material.
 Weigh the flaky material passing the gauge to an accuracy of at least 0.1 per
cent of the test sample.
 To separate the elongated materials, gauge each fraction for length on a length
gauge. The width of the slot used should be of the dimensions specified in
column (6) of the table for the appropriate size of the material.
 Weigh the elongated material retained on the gauge to an accuracy of at least
0.1 per cent of the test sample.
Size of aggregates
Weight of
fraction
consisting of
at least 200
pieces,
W= gms.
Thickness
gauge size,
mm
Weight of
aggregates in
each fraction
passing
thickness
gauge,
mm
Length
gauge
size,
mm
Weight of
aggregates in
each fraction
retained on
length gauge,
mm
Passing
through
IS Sieve,
mm
Retained
on IS
Sieve,
mm
1 2 3 4 5 6 7

Total W = X = Y =
Record:
Flakiness Index = (X1+ X2+…..) / (W1 + W2 + ….) X 100
Elongation Index = (Y1 + Y2 + …) / (W1 + W2 + ….) X 100
Results:
Flakiness Index =
Elongation Index =
Discussions:

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Recommended Values:
The shape tests give only a rough idea of the relative shapes of aggregates. Flaky
and elongated particles should be avoided in pavement construction, particularly in
surface course.
If such particles are present in appreciable proportions, the strength of pavement
layer would be adversely affected due to possibility of breaking under loads.
Workability is reduced for cement concrete. IRC recommendations for maximum
limits of flakiness index are as given.
Sl
No:
Type of pavement
Maximum limits of flakiness
index, %
1 Bituminous carpet 30
2 (i) Bituminous / Asphaltic concrete
25
(ii) Bituminous Penetration macadam
(iii)
Bituminous surface dressing (single coat, two
coats & precoated)
(iv) Built up spray grout
3 (i) Bituminous macadam
15
(ii) WBM base course and surface course

Questions-
Qu.1. Explain necessity of Shape test.
Ans._______________________________________________________________
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Qu.2. Draw neat labelled sketches of Gauges used in shape test.
Ans.
Sign, Date of Performance: Sign, Date of Completion:

Aim: Specific Gravity and Water Absorption Test
Specific gravity test of aggregates is done to measure the strength or quality of the
material while water absorption test determines the water holding capacity of the
coarse and fine aggregates.
Apparatus:
 A balance of capacity about 3kg, to weigh accurate 0.5g, and of such a type
and shape as to permit weighing of the sample container when suspended in
water.
 A thermostatically controlled oven to maintain temperature at 100-110° C.
 A wire basket of not more than 6.3 mm mesh or a perforated container of
convenient size with thin wire hangers for suspending it from the balance.
 A container for filling water and suspending the basket
 An air tight container of capacity similar to that of the basket
 A shallow tray and two absorbent clothes, each not less than 75x45cm.
Theory:
Specific Gravity is the ratio of the weight of a given volume of aggregate to the
weight of an equal volume of water. It is the measure of strength or quality of the
specific material. Aggregates having low specific gravity are generally weaker than
those with higher specific gravity values.
The main objective of these test is to,
 To measure the strength or quality of the material.
 To determine the water absorption of aggregates.
Practical No. 2

Procedure:
There are three methods of testing for the determination of the specific gravity of
aggregates, according to the size of the aggregates larger than 10 mm, 40 mm and
smaller than 10 mm. For Samples larger than 10 mm, 40 mm, the below given test
method is used and for samples smaller than 10 mm Pycnometer test is done.
 About 2 kg of aggregate sample is washed thoroughly to remove fines, drained
and placed in wire basket and immersed in distilled water at a temperature
between 22- 32º C and a cover of at least 5cm of water above the top of basket.
 Immediately after 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 at the rate of about one drop per second. The basket and aggregate
should remain completely immersed in water for a period of 24 hours
afterwards.
 The basket and the sample are weighed while suspended in water at a
temperature of 22° – 32°C. The weight while suspended in water is noted =
W1g.
 The basket and aggregates are removed from water and allowed to drain for a
few minutes, after which the aggregates are transferred to the dry absorbent
clothes. The empty basket is then returned to the tank of water jolted 25 times
and weighed in water= W2 g.
 The aggregates placed on the absorbent clothes are surface dried till no further
moisture could be removed by this cloth. Then the aggregates are transferred
to the second dry cloth spread in single layer and allowed to dry for at least
10 minutes until the aggregates are completely surface dry. The surface dried
aggregate is then weighed = W3 g

 The aggregate is placed in a shallow tray and kept in an oven maintained at a
temperature of 110° C for 24 hrs. It is then removed from the oven, cooled in
an air tight container and weighted=W4 g.
Observations:
 Weight of saturated aggregate suspended in water with basket = W1g
=______________
 Weight of basket suspended in water = W2 g
=______________
 Weight of saturated surface dry aggregate in air = W3g
=______________
 Weight of oven dry aggregate = W4 g
=______________
 Weight of saturated aggregate in water = W1 – W2 g
=______________
 Weight of water equal to the volume of the aggregate = W3–(W1–W2) g
=______________
Formulas:
(1) Specific gravity = W3 / (W3– (W1– W2))
=______________
=______________
(2) Apparent specific gravity = W4/ (W4– (W11– W2))
=______________
=______________
(3) Water Absorption = ((W3 – W4) / W4) X 100
=______________

** The size of the aggregate and whether it has been artificially heated should be
indicated.
** Though high specific gravity is considered as an indication of high strength, it is
not possible to judge the suitability of a sample aggregate without finding the
mechanical properties such as aggregate crushing, impact and abrasion values.
Recommended Values:
The specific gravity of aggregates normally used in road construction ranges from
about 2.5 to 3.0 with an average of about 2.68.
Water absorption shall not be more than 0.6 per unit by weight.
Questions-
Qu.1. Explain necessity of this test.
Ans._______________________________________________________________
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Qu.2. Draw neat labelled sketches of Apparatus used in this test.
Ans.

Sign, Date of Performance: Sign, Date of Completion:

Aim: Stripping Value Test
Apparatus:
 Thermostatically controlled water bath.
 Oven to heat aggregate.
 Sieves of sizes 20 mm and 12.5 mm.
 Beaker of 500 ml capacity.
 Mixer to mix aggregate and bitumen.
Theory:
The stripping value of aggregates is determined as the ratio of the uncovered area
observed visually to the total area of aggregates, expressed as a percentage. Bitumen
and tar adhere well to all normal types of aggregates provided they are dry and are
not exceptionally dusty.
This problem of stripping is experienced only with bituminous mixtures, which are
permeable to water. This test gives the procedure for determination of the stripping
value of aggregates by static immersion method, when bitumen and tar binders are
used.
Practical No. 3

Procedure:
 200 g of clean and dry aggregate passing 20 mm IS sieve and retained on 12.5
mm sieve are heated up to 150°C when these are to be mixed with bitumen.
 Bitumen binder amounting to five percent by weight of aggregate is heated to
160°C.
 The aggregate and binder are mixed thoroughly till they are completely coated
and mixture is transferred to the beaker and allowed to cool at room
temperature for about 2 hours.
 Distilled water is then added to immerse the coated aggregates.
 The beaker is covered and kept in a water bath maintained at 40°C, for 24
hours.
 After 24 hours, the beaker is taken out, cooled at room temperature and the
extent of stripping is estimated visually while the specimen is still under
water.
Observations:
The result is reported as the percentage of stone surface that remains coated after the
specified periods, the mean value of at least three visually estimated values, being
rounded off to the nearest 5 percent.
By visual estimation, stripping value of road aggregates is = _______ %
Recommended Values:
Indian Road Congress (IRC) has specified the maximum stripping value as 5 percent
for aggregates to be used in bituminous construction like surface dressing
penetration macadam, bituminous macadam and carpet.
Applications:

 Some types of aggregates have a lesser affinity with bitumen in comparison with
water and hence stripping value of the bituminous binder is done when the mix is
immersed in water.
 The problem of stripping in coated aggregate is not so amenable to theoretical
treatment.
 Thus an adhesion test such as the simple stripping test would be suitable to assess
whether the binder would adhere to the aggregate when immersed in water.
 Several anti-stripping agents are available, which when used with the bituminous
mix reduce the stripping.
Questions-
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Qu.2. Explain the feasibility of this test.
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Qu.3. Explain the limits of Stripping value test.
Ans._______________________________________________________________
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Sign, Date of Performance: Sign, Date of Completion

Aim: Soundness Test
Apparatus:
 Balance 500 g to 0.1 g
 Balance 5000 g to1 g
 Oven 105 to 1100C
 Sieves- 80 mm, 63 mm, 40 mm, 31.5 mm, 25 mm, 20 mm, 16 mm, 12.5 mm,
10 mm, 8.0 mm, 4.75 mm, 4.0 mm, 2.36 mm, 1.18 mm, 600 micron, 300
micron, 150 micron
 Wire mesh basket
 Container
 Chemical Solutions- Sodium Sulphate Solution and Magnesium Sulphate
Solution etc.
Preparation of test sample-1
[For Fine Aggregates]
 Wet sieve the sample through a nest of IS sieves, the
lower being 300 micron and the upper being 10 mm size.
 The material passing 10 mm sieve and retained on 300
micron sieve is then dried and taken for the test.
 The sample collected as above is again sieved through a
series of sieves such as 10 mm, 4.75 mm, 2.36 mm, 1.18
mm, 600 micron and 300 micron.
 The amount of sample to be taken for sieving is such that,
it will yield not less than 100 g of each of the following sizes.
Passing Retained
10 mm 4.75 mm
4.75 mm 2.36 mm
2.36 mm 1.18 mm
1.18 mm 600 micron
600 micron 300 micron
Practical No. 4

 Weigh 100 g of sample from each of the separated fraction and place it in
separate containers for the test.
Note- Fine aggregates sticking in the meshes of the sieves is not used in preparing
the sample.
[For Coarse Aggregates]
 Wash the coarse aggregate through 4.75 mm IS sieve and dry the material
retained on the sieve in an
oven maintained at a temp of
105 to 1100C, till it attains a
constant mass.
 Sieve the dried sample to
separate it into different size
fractions using sieves of
sizes 80 mm, 63 mm, 40
mm, 20 mm, 10 mm, 4.75
mm.
 The sample should be of
such an amount that it will
yield not less than the following amount of the different sizes, which shall be
available in amounts of 5 percent or more.
 Take proper weight of sample from each fraction and place it in separate
containers for the test.
Procedure:
 Take individual samples in a wire mesh basket and immerse it in the solution
of sodium sulphate or magnesium sulphate for not less than 16 hours nor more
Size Yield
10 mm to 4.75
mm
300 g
20 mm to 10
mm
1000 g (consisting of 12.5 mm to 10
mm = 33% and 20 mm to 12.5 mm =
67%)
40 mm to 20
mm
1500 g (consisting of 25 mm to 20 mm
= 33% and 40 mm to 25 mm = 67%)
63 mm to 40
mm
3000 g (consisting of 50 mm to 40 mm
= 50% and 63 mm to 50 mm = 50%)
80 mm and
larger
3000 g

than 18 hours, in such a manner that the solution covers them to a depth of at
least 15 mm.
 After completion of the immersion period, remove the samples from solution
and allow it to drain for 15 minutes and place it in drying oven.
 Dry the sample until it attains a constant mass and then remove it from oven
and cool it to room temperature.
 After cooling again immerse it in the solution as described in step-1.
 The process of alternate immersion and drying is repeated until the specified
number of cycles as agreed between the purchaser and the vendor is obtained.
 After completion of the final cycle and after the sample has been cooled, wash
it to free from sodium sulphate or magnesium sulphate solution. This may be
determined when there is no reaction of the wash water with barium chloride.
 Then dry each fraction of the sample to constant temp of 105 to 1100C and
weigh it.
 Sieve the fine aggregates over the
same sieve on which it was retained
before test.
 Sieve the coarse aggregate over the
sieve shown below for the appropriate
size of particles.
Report:
The result should be reported giving the following particulars-
 Type of solution used for the test
 Weight of each fraction of sample before the test.
Size of Aggregate Sieve used to
determine loss
63 mm to 40 mm 31.5 mm
40 mm to 20 mm 16.0 mm
20 mm to 10 mm 8.0 mm
10 mm to 4.75 mm 4.0 mm

 Material from each fraction of the sample passing through the specified IS
sieve, expressed as a percentage by weight of the fraction.
 In the case of particles coarser than 20 mm size before the test, the number of
particles in each fraction before the test and the number of particles affected
classified as to the number disintegrating, splitting, crumbling , cracking,
flaking etc.
Observations:
Recommended Values:
Questions-
Ans._______________________________________________________________
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Aim: CBR Test on Soil and Aggregates
Apparatus:
 Loading machine-any compression machine can operate at constant rate of
1.25mm per minute can be used.
 Cylindrical moulds- moulds of 150mm diameter and 175mm height provided
with a collar of about 50mm length and detachable perforated base.
 Compaction rammer,
 Surcharge weight-annular weights each of 2.5kg and 147mm diameter.
 IS sieve 20mm,
 Coarse filter paper,
 Balance etc.
Theory:
The California Bearing Ratio (CBR) test is a measure of resistance of a
material to penetration of standard plunger under controlled density and moisture
conditions. It was developed by the California Division of Highways as a method of
classifying and evaluating soil- subgrade and base course materials for flexible
pavements.
CBR test may be conducted in remoulded or undisturbed sample. Test consists of
causing a cylindrical plunger of 50mm diameter to penetrate a pavement component
material at 1.25mm/minute. The loads for 2.5mm and 5mm are recorded. This load
is expressed as a percentage of standard load value at a respective deformation level
to obtain CBR value.
Practical No. 5

Procedure:
 Sieve the sample through 20mm IS sieve. Take 5 kg of the sample of soil
specimen. Add water to the soil in the quantity such that optimum moisture
content or field moisture content is reached.
 Then soil and water are mixed thoroughly. Spacer disc is placed over the base
plate at the bottom of mould and a coarse filter paper is placed over the spacer
disc.
 The prepared soil water mix is divided into five. The mould is cleaned and oil
is applied. Then fill one fifth of the mould with the prepared soil. That layer
is compacted by giving 56 evenly distributed blows using a hammer of weight
4.89kg.
 The top layer of the compacted soil is scratched. Again second layer is filled
and process is repeated. After 3rd layer, collar is also attached to the mould
and process is continued.
 After fifth layer collar is removed and excess soil is struck off. Remove base
plate and invert the mould. Then it is clamped to baseplate.
 Surcharge weights of 2.5kg is placed on top surface of soil. Mould containing
specimen is placed in position on the testing machine.
 The penetration plunger is brought in contact with the soil and a load of 4kg
(seating load) is applied so that contact between soil and plunger is
established. Then dial readings are adjusted to zero.
 Load is applied such that penetration rate is 1.25mm per minute. Load at
penetration of 0.5, 1, 1.5, 2, 2.5, 3, 4, 5, 7.5, 10 and 12.5mm are noted.

Standard Values:
Penetration(mm) Standard Load(kg) Unit Standard Load(kg/cm2
)
2.5 1370 70
5 2055 105
7.5 2630 134
10.0 3180 162
12.5 3600 183
Observations:
Weight of soil taken =
Weight of surcharge =
Area of plunger, A =
Proving Ring Calibration Factor =
Formulas:
S.
No.
Penetration(mm) Proving dial
reading
Load on
plunger(kg)
Corrected
load
Unit
Load

Results:
California Bearing Ratio at 2.5mm penetration =
California Bearing Ratio at 5.0mm penetration =
California Bearing Ratio of subgrade soil =
Questions-
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Qu.2. Draw neat labelled sketches of Apparatus used in this test.
Ans.

b) Tests on bitumen
Bitumen is a complex material with a complex response to stress. All
bitumens show a more or less pronounced viscoelastic behavior. Their resistance
to deformation being dependent on both the temperature and time during which
a force is applied. Only under extreme conditions can a bitumen behave either as
a typical elastic solid (low temperature very short loading time) or as a viscous
liquid (high temperature, long loading time). Under normal temperature
conditions, both viscous and elastic behavior play their part.
Since both temperature and loading time are variable under the conditions
of practice. The temperature and time susceptibilities of bitumen are important
performance factors. In order to characterize the numerous bitumen grades a
number of test methods have been developed. Initially, these tests aimed at
measuring an arbitrary mechanical property which made it possible to
discriminate between various bitumens. The limits between which such
properties had to be well known from practical experience.
In order to decide the suitability of the bitumen for use in pavement
construction, following tests (any SIX) are carried out:
1) Penetration Test
2) Softening Point Test
3) Flash and Fire Point Test
4) Ductility Test
5) Viscosity Test
6) Specific Gravity Test
7) Demonstration of Marshall Test

Aim: Penetration Test.
Apparatus:
1) Container
2) Needle
3) Water bath
4) Tray
5) Penetration apparatus
6) Thermometer
7) Stop watch
Theory: Penetration is measurement for hardness & consistency of bituminous
material. It is Vertical distance transverse & penetrated by point of std. needle into
bituminous material. Under specific conditions of loads time & temperature. It is
measured one length of this Test is used for evaluation consistency of bituminous
material.
Practical No. 6

Procedure:
1) Preparation of test specimen:
Softer material pouring consistency at temperature not more than 60ºc for
the bituminous above the aperture softening point & stir it thoroughly until
it is homogeneous & free for air bubbles & water pour the melt into the
container to depth at least in excess of expected penetration project sample
for dust & called it to cool in atmosphere at temperature between 15-16ºc &
allow it to remain for 1-1/2 hrs test is carried out at 25ºc (+/-)1ºc.
2) Fill triangular dish water for both to depth sufficient to cover container
completely
3) Clean needle with balance dry it & load with weight total moving load
required is 100+_ 0.25 including weight of needle corner & superimposed
load.
4) Make pointer of dial to read zero or initial dial reading.
5) Make needle exactly for 5 sec.
6) Adjust penetration machine to measure distance penetrated.
7) Adjust needle to make contact with surface of sample this may be done by
placing needle in contact with its stage reflected by surface of bitumen.
8) Make at least 3 reading at point on surface of sample of not less than 10mm
apart & not less than 10mm for side. Turn sample & transfer dish to water
bath & wash needle.
9) Clean the needle with benzene on sample on completion of each deformation
to avoid distribution of specimen.
Standard Values:

Penetration test is a commonly adopted test on bitumen to grade the material in terms
of its hardness. A 80/100 grade bitumen indicates that its penetration value lies
between 80 & 100.
Grading of bitumen helps to assess its suitability in different climatic conditions and
types of construction. For bituminous macadam and penetration macadam, IRC
suggests bitumen grades 30/40, 60/70, 80/100.
Observations:
Penetration dial reading 1 2 3
Initial reading
Final reading
penetration value
Results:
Penetration value of bitumen is between __________
Hence grade of bitumen is __________grade.
Questions-
Qu.1. State the utility of this test.
Ans._______________________________________________________________
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Aim: Softening Point Test.
Apparatus:
1. Ring & ball apparatus consist of
◦ Steel ball
◦ Brass ring
◦ Ball guides
◦ Supports
2. Thermometer
3. Bath
4. Stirrer
Theory: The softening point of bitumen is temperature at which sub-attain a
particular degree of Bitumen soft. As per IS 334-1982. It is the temperature in mould
& falls through a height of 25cm when needed under water of specified the
application in road uses. The determination of softening point is determined by ring
& ball temp.
Procedure:
1. Preparation of test sample, heat material at the temperature between 75ºc –
100ºc above in softening point stir until it’s comply fluid or free from air
bubbles and water if necessary filter through IS sieve previously related to
temperature that of assembles the apparatus with rings, thermometer & ball
guides in position.
Practical No. 7

2. Fill a bath with distilled water to height of 50mm above the upper surface of
ring. The starting temperature should be 5ºc.
3. Apply heat to the bath & stir the liquid so that the temperature rises at uniform
rate of 5+_ 0.5ºc /min.
4. As the temperature increases the bituminous material softness & ball sinks
through rings carrying position of material.
5. Note down the temperature with any of the ball with bitumen waiting touches
the bottom plates.
6. Record the temperature when second ball also touches bottom is reputed as
softening point.
Standard Values:
The hardest grade of bitumen in India is 30/40 having softening point 50-55ºc. The
Softest having bitumen grade 180/200 grade having softening of 30-40ºc.
Observations:
Temperature when ball touches bottom = _________
Temperature when ball touches bottom = _________
Average softening point of bitumen = _________

Results:
Softening point of bitumen = _________
Questions-
Qu.1. State the function of softening of the bitumen in road structure.
Ans._______________________________________________________________
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Aim: Flash and Fire Point
Test.
Apparatus:
The apparatus as per IS 290-
1978 consists of -
A. Pen Sky: Marton’s closed
tester containing fall
major parts
1. Cup
2. Lid
3. Flame
B. Stove
C. Thermometer
Theory:
The flash is the lowest temperature at which the application of test flame
causes the vapour for the material momentarily catch the fire in the form of flash
under specified conditioned & test. The fire point is the highest temperature at which
the application of test flame causes the material to ignite & burn at least for 5 sec
under specified conditioned of test.
Procedure:
For bitumen other than cut back bitumen
 Clean & dry all parts of cup 7 its accessories through.
 Fill the cup with material to be rested up to level indicated by filling material.
Practical No. 8

 Place the tip on the cup & set later on the store.
 Insert thermometer.
 Light and adjust the test flame so that it is of size of end of 4mm diameter
Apply heat in such a way that the temperature rises at the rate of 5ºc – 6ºc per
min.
 Apply the attempt 17ºc below expected flash point.
 Note down the flash point the temperature at which the flame application
causes a distinct flash in interior of cup.
Standard Values:
Minimum Flash point value should be = 175o
C
Minimum Fire point value should be = 175o
C + 5o
C.
Observations:
Property 1 2 3 Mean
Flash
Fire point
Results:
The given sample does satisfy / does not satisfy the IS requirement.
Questions-
Qu.1. State the utility of Flash and Fire Point of the bitumen in road structure.
Ans._______________________________________________________________
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Qu.2. How the Flash and Fire Point Exactly Occurs in a test? Explain with neat
sketch.
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Aim: Ductility Test.
Apparatus:
1) Briquette method: It is made up of brass with shape diameter as shown in
figure. The ends band ‘b’ is known as clips to grip. It is of following
dimensions.
Total length = 75 +_ 0.5mm
Distance between clips = 30 +_ 0.3mm
Width of minimum c/s = 10 +_0.1mm
Thickness throughout = 10 +_0.1m
2) Water bath: A bath maintained within +_ 0.1*c of the specified test
temperature and supported on a perforated shaft not than 5 cm for bottom
of bath.
3) Testing machine: The specimen will be continuously submerged in the
water while the clips are being pulled apart at uniform speed of 50 +_
2.5mm/min.
4) Thermometer: Ranges 0-40*c and readable up to 0-2ºc.
Practical No. 9

Theory:
The ductility test gives a measure of adhesive property of bitumen and its
ability to stretch. In flexible pavement design, it is necessary that binder should form
a thin ductile film around aggregates so that physical interlocking of the aggregates
is improved.
Binder material having insufficient ductility gets cracked when subjected to
repeat traffic loads and it provides pervious pavement surface.
Ductility of a bituminous material is measured by the distance in centimeters
to which it will elongate before breaking when two ends of standard briquette
specimen of material are pulled apart at a specified speed and specified temperature.
Procedure:
1) Melt the bituminous material at a temperature of 75ºc –100ºc above the
approx. softening point until it becomes thoroughly fluid.
2) Strain the fluid through IS sieve no.30.
3) After straining the fluid pour in mould assembly and place it on metal plate.
4) In order to present the material under test for sticking.
5) Remove the sample and mould for water bath maintained at 27ºc for 30-90
minutes.

6) Remove the slides of mould.
7) Start the machine & pull clips non-constantly up to speed of 50mm/min.
8) Note the distance at which the bitumen threads of specimen breaking.
Standard Values:
Suitability of bitumen is judged depending on its type and proposed use. Bitumen
with low ductility value may get cracked especially in cold weather. Minimum
values of ductility specified by ISI for various grades are as follows.
Source of paving bitumen and penetration grade
Min ductility value
(cms)
Assam Petroleum A25 5
A35 10
A45 12
A65, A90 and A200 15
Bitumen from sources other than Assam Petroleum
S35
50
S45, S65 and S90 75
Observations:
1) Bitumen grade =
2) Pouring temperature =

3) Test temperature =
4) Period of cooling:
a) In air =
b) In water bath before priming =
c) In water bath after priming =
Briquette A B C
Initial reading
Final reading
Ductility (b-a) cm
Ductility value
Results:
The suitability of the bitumen is judged depending upon its type & proper use.
Bitumen with low ductility value may be getting cracked especially cold water.
Specified full value of minimum ductility for various grades of bitumen.
Conclusion:
The ductility value of given sample is _________and satisfies for IS
requirements.
Questions-
Qu.1. How the Ductility test exactly results with the bituminous road?
Ans._______________________________________________________________
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Qu.2. Draw the sketch of briquette used in Ductility test? State the detailed steps
used in this test as precautions.
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Aim: Viscosity Test.
Apparatus:
 Tar viscometer
 Receiver
 Thermometer
 Stopwatch
Theory:
Viscosity of fluid is a property by virtue of which is offers resist to flow. Higher the
viscosity slower will be the movement of liquid the viscosity affects the ability of
binders to spread more into & fill up the voids completely. The viscosity of the
bituminous binder fall very rapidly as the temperature rises since binder exhibits
viscosity is over wide range.
Procedure:
 Adjust the viscometer so that the top of the tar cup is leveled select the
temperature for the table is required.
 Clean the tar cup orifice of viscometer with suitable solvent & dry
suitability.
 Warm & stir the material under examination to 20.
 When the temperature falls slightly above the specific temperature focus the
tar in the cup until leveling on the valve rod is just immersed.
 Pour into graduated receive 20ml of mineral oil of 1 % by weight of solution
of soft soap place it under the tar cup.
Practical No. 10

 Place the other thermometer in the tar & stir it until temperature has been
reached. Suspend the thermometer co-axially with cup & with its bulbs
approx at the geometric enter the cap.
 Allow the assembled apparatus to stand for 5 minute during which period
thermometer reading should remain
with 0.05 cm to specify temperature.
 Start the stopwatch when the reading
cylinder is 25 ml & stop it when it is
75 ml. note the time.
 Report the viscosity as the time taken
in seconds by 50 ml of tar to flow out
a temperature specified for test.
Standard Values:
Observations:
Cutback bitumen SC,MC,RC of grades 0 1 2 3 4 5
Orifice size (mm) 4.0 4.0 10.0 10.0 10.0 10.0
Test Temperatures(°C) 25 25 25 25 40 40
Viscosity Ranges 25-75 30-250 10-20 25-75 14-45 60-140
Particulars / Sr no. 1 2
Test temperature
Time taken to flow by 50cc of binder
viscosity

Viscosity of given sample is_______________________________
Results:
Viscosity of the binder is
Questions-
Qu.1. Draw the sketch of internal cross section of the test apparatus? State the
detailed steps used in this test as precautions.
Ans._______________________________________________________________
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Road fell type Rt-1 Rt-2 Rt-3 Rt-4 Rt-5
Orifice size in mm 10 10 10 10 10
Test temperature in *c 35 45 45 55 65
Viscosity 30-55 30-55 35-60 35-70 35-70

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Aim: Determination of Los Angeles Abrasion Value.
 To determine the Los Angeles abrasion value.
 To find the suitability of aggregates for use in road construction.
Apparatus:
The apparatus as per IS: 2386 (Part IV) – 1963 consists of:
1. Los Angeles Machine
2. Abrasive charge: Cast iron or steel balls, approximately 48mm in diameter
and each weighing between 390 to 445 g; six to twelve balls are required.
3. Sieve: 1.70, 2.36, 4.75, 6.3, 10, 12.5, 20, 25, 40, 50, 63, 80 mm IS Sieves.
4. Balance of capacity 5 kg or 10 kg
5. Drying oven
6. Miscellaneous like tray
Theory:
The aggregate used in surface course of the highway pavements are subjected to
wearing due to movement of traffic.
When vehicles move on the road, the soil particles present between the pneumatic
tyres and road surface cause abrasion of road aggregates. The steel rimmed wheels
of animal driven vehicles also cause considerable abrasion of the road surface.
Therefore, the road aggregates should be hard enough to resist abrasion. Resistance
to abrasion of aggregate is determined in laboratory by Los Angeles test machine.
Practical No. 11

The principle of Los Angeles abrasion test is to produce abrasive action by use of
standard steel balls which when mixed with aggregates and rotated in a drum for
specific number of revolutions also causes impact on aggregates.
Procedure:
The test sample consists of clean aggregates dried in oven at 105° – 110°C. The
sample should conform to any of the gradings shown in table.
1. Select the grading to be used in the test such that it conforms to the grading to
be used in construction, to the maximum extent possible.
2. Take 5 kg of sample for gradings A, B, C & D and 10 kg for gradings E, F &
G.
3. Choose the abrasive charge as per Table depending on grading of aggregates.
4. Place the aggregates and abrasive charge on the cylinder and fix the cover.
5. Rotate the machine at a speed of 30 to 33 revolutions per minute. The number
of revolutions is 500 for gradings A, B, C & D and 1000 for gradings E, F &
G. The machine should be balanced and driven such that there is uniform
peripheral speed.
6. The machine is stopped after the desired number of revolutions and material
is discharged to a tray.
7. The entire stone dust is sieved on 1.70 mm IS sieve.
8. The material coarser than 1.7mm size is weighed correct to one gram.
Standard Values:
Los Angeles test is commonly used to evaluate the hardness of aggregates. The test
has more acceptability because the resistance to abrasion and impact is determined
simultaneously.

Depending upon the value, the suitability of aggregates for different road
constructions can be judged as per IRC specifications as given:
Sl.
No.
Type of Pavement
Max. permissible abrasion
value in %
1 Water bound macadam sub base course 60
2
WBM base course with bituminous
surfacing
50
3 Bituminous bound macadam 50
4 WBM surfacing course 40
5 Bituminous penetration macadam 40
6
Bituminous surface dressing, cement
concrete surface course
35
7 Bituminous concrete surface course 30
Observations:
Original weight of aggregate sample = W1 g =
Weight of aggregate sample retained = W2 g =
Weight passing 1.7mm IS sieve = W1 – W2 g =
Abrasion Value = (W1 – W2) / W1 X 100 =

Results:
Los Angeles Abrasion Value =
Questions-
Qu.1. State the detailed steps used in this test as precautions.
Ans._______________________________________________________________
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Qu.2. Draw a neat labelled sketch of the Los Angeles Abrasion test set-up.
Ans.

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Demonstration of Marshal Test

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Sketch of Set-Up

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Visit Report

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Photos of site-
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