HIGHWAY MATERIALS TESTING LABORATORY

CONTENTS

PAGE NO.

I. EXPERIMENTS ON COARSE AGGREGATE

1. AGGREGATE IMPACT TEST

2. AGGREGATE CRUSHING VALUE
3. SHAPE TEST

a. FLAKINESS INDEX
b. ELONGATION INDEX
c. ANGULARITY NUMBER

II. TESTS ON BITUMEN

1. SPECIFIC GRAVITY
2. SOFTENING POINT
3. PENETRATION
4. DUCTILITY
5. FLASH AND FIRE POINT
6. VISCOSITY

III. TEST ON SUBGRADE SOIL

CALIFORNIA BEARING RATIO ( CBR )

IV. TEST ON BITUMINOUS MIX

MARSHALL STABILITY
Experiment no. Date :

AGGREGATE IMPACT TEST

AIM: To determine the impact value of the given aggregate

APPARATUS:

Aggregate impact apparatus d. IS sieves

Cylindrical measure and cylindrical cup e. Weighing balance.
Tamping rod

THEORY

Toughness is the property of a material to resist impact. Due to traffic

loads the road stones are subjected to the pounding action or impact and there is
possibility of stones breaking into smaller pieces. The road stones should
therefore be tough enough to resist fracture under impact. A test designed to
evaluate the toughness of stones i.e. the resistance of the stones to fracture
under repeated impacts may be an impact test for road aggregate.

The aggregate impact value indicates a relative measure of the resistance

of an aggregate to a sudden shock or an impact, which in some aggregate differs
from its resistance to a slow compressive load. The method of tests specifies the
procedure for determining the aggregate impact value of coarse aggregate.

SPECIFICATIONS:

a) Cylindrical measure of diameter 75 mm and height 50 mm

b) Test cylindre of diameter of 102 mm and height 50 mm
c) Tamping rod of diameter of 10 mm and length 230 mm.
d) IS sieves 12.5 mm ,10.0 mm and 2.36 mm

PROCEDURE:

1.Take clean and dry aggregate and sieve on IS 12.5 MM and 10.00 MM sieve.
Collect the aggregate passing IS 12.5mm sieve and retained on IS 10.0 MM
sieve.

2. Find the weight of empty cylindrical measure. Let the weight be ‘a’ g.

3. Fill the aggregate in the cylindrical measure in three layers, tamping each layer
25 times with the rounded end of the tamping rod.

4. Roll the tamping rod over aggregate surface and remove excess aggregate, if
any.

5. Find the weight of the cylindrical measure with aggregate. Let the weight be
 ‘b’ g. Thus the weight of aggregate = W1 = ( b-a )

6. Transfer all the aggregate from the cylindrical measure to the test cylindre in
one layer and tamp the layer 25 times with the rounded end of the tamping
rod.

7. Fix the test cylinder firmly to the base of the impact tester.

8. Adjust the height of fall of the plunger to 380+ 5mm and set the blow counter
to zero.

9. Lift the plunger gently and allow it to drop. This is one blow. Give 15 such
blows.

10. Take out the test cylinder and sieve the crushed material on IS 2.36 mm
sieve. Find the weight of material passing the sieve. Let weight be W2 g.

11. Find the weight of aggregate retained on this sieve. Let the weight be W3 g.

Then
Aggregate impact value = W2 / W1 * 100 %

And percentage of dust = W3 / W1* 100 %

RESULT: The Impact value of given aggregate sample is = ………….. %

DISCUSSION:

PRECAUTIONS:

Weighing should be very accurate,

Sieving should be accurate
Height of fall should be exactly 380 + 5 mm
Tamping should be uniformly distributed over the surface of aggregate.
QUESTIONS:

EXPERIMENT:

Determine the impact value of the given aggregate sample. Also determine the
percentage of dust.

OR

Conduct the relevant test to determine the toughness of given aggregate sample

ORAL QUESTIONS:

1. Mention why aggregate impact test is considered one of the most important
tests for
assessing the desirable properties of aggregate?

How is aggregate impact value expressed? What are the desirable value for
some of the common construction methods?

Aggregate impact values of samples A and B are 25% and 45%. Which one is
tougher ? why?

REFERENCE:

Tests for Aggregate for concrete, IS 2386 Part-IV , 1963

OBSERVATIONS:

IS sieves used = 12.5 mm, 10.0 mm, and 2.36 mm.

Weight of empty cylindrical measure = ‘a’ g. _______

Weight of cylindrical measure + Aggregate = ‘b’ g ________

Therefore weight of aggregate = ( b – a )

= W1 g

TABULAR COLUMN

Initial weight of aggregate = W1 g

Weight of aggregate passing

IS 2.3 mm sieve after test = W2 g

Weight of aggregate retained

On IS 2.36 mm sieve after test = W3 g

Aggregate impact value = W2 / W1 *

100 %
Percentage of dust = W3 / W1* 100
%
Experiment no. Date :

AGGREGATE CRUSHING VALUE

AIM: To determine the crushing value of the given sample of aggregate.

APPARATUS:

Steel cylinder with open ends and a square plate e. Steel Tamping Rod.
Plunger with piston f. IS sieves
Cylindrical measure g. Weighing balance
Compression testing machine

THEORY:

The Principal mechanical properties required in road stones are i) Satisfactory

resistance to crushing under the roller during construction and ii] adequate
resistance to surface abrasion under traffic. Also stresses under rigid tyre rims of
heavily loaded animal drawn vehicles are high enough to consider the crushing
strength of road aggregate as an essential requirement in India.

Crushing strength of road aggregate may be determined either on

aggregate or on cylindrical specimens cut out of rocks. These two tests are quite
different is not only the approach but also is the expression of the results.

Aggregate used in road construction, should be strong enough to resist

crushing under traffic wheel loads. If the aggregate are weak, the stability of the
pavement stretches is likely to be adversely affected., The strength of coarse
aggregate is assessed by aggregate crushing test. The aggregate crushing
value provides a relative measure of resistance to crushing under gradually
applied compressive load. To achieve a high quality of pavement, aggregate
possessing low aggregate value should be preferred.

SPECIFICATIONS

a) Steel cylinder has a diameter 152 mm, and height 130-140 mm. Thickness of
its side is 16 mm. Thickness of base plates is 6.3 mm.

b) Piston has a diameter of 150 mm and a height of 100 – 115 mm

c) Cylindrical measure has a diameter 115 mm and height 180 mm

d) Steel tamping rod has a diameter 16 mm and height 450 – 600 mm

e) IS sieves used are 12.5 mm, 10.0mm & 2.36 mm

f) Compression testing machine should have a capacity of applying load of 40

tons, at a uniform rate of loading of 4 tons per min.
PROCEDURE

1. Select clean and dry aggregate passing through IS 12.5 mm and retained on
IS 10.0 mm sieve.

2. Weight the empty cylindrical measure. Let the weight be ‘a’ g

3. Fill the aggregate in the cylindrical measure in three layers , tamping each
layer 25 times with the rounded end of the tamping rod. Weigh the cylindrical
measure with aggregate. Let the weight be ‘b’ grams. Thus the weight of
aggregate = W1 g

4. Transfer the aggregate into the steel cylinder again in three layers tamping
each layer 25 times

5. Place the plunger in the steel cylinder such that the piston rests horizontally
over the aggregate surface.

6. Keep the assembly of steel cylinder with plunger in the compression testing
machine.

7. Set the pointer to read zero and apply the compressive load of 40 tonnes.

8. Stop the machine. Take out the assembly.

9. sieve the crushed material on IS 2.36 mm sieve and find he weight of material
passing this sieve. Let the weight be W2 g.

10. Then Aggregate crushing value=W2 / W1*100 %

RESULT:

The aggregate crushing value of the given aggregate Sample is = -----------

PRECAUTIONS:

1) Weighing and sieving should be accurate

2) Tamping should be uniform over the surface of aggregate

3) The piston should rest horizontally over the aggregate surface

4) Load should be applied at a uniform rate of 4 tons per minute

DISCUSSION
QUESTIONS:

EXPERIMENT:

Determine the crushing value of the given aggregate sample

OR

Conduct the relevant test to determine the strength of given aggregate sample

ORAL QUESTIONS

1) How is aggregate crushing value expressed?

What is the value you expect for strong aggregate for pavement
surface coarse construction

2) The aggregate crushing value of sample A is 25% and that of B is 45

% which one is better? Give reason?

REFERENCE:

Tests for aggregate for concrete, IS 2386 part IV, 1963

OBSERVATIONS:

IS sieves used = 12.5 mm, 10.0 mm and 2.36 mm

Weight of empty cylindrical measure = ‘a’ g = ______

Weight of cylindrical measure with aggregate = ‘b’ g = _______

Weight of aggregate = ( b-a ) = W1 g = _________

TABULAR COLUMN:

Weight of aggregate taken

In the cylinder before test = W1 g

Weight of crushed material

Passing IS 2.36 mm sieve = W2 g

Aggregate crushing value = W2 / W1*

100 %
Experiment no. Date :

SHAPE TEST

AIM:

To determine the Flakiness Index, Elongation Index and Angularity Number

of the given sample of aggregate.

THEORY:

The particle shape of aggregate is determined by percentages of flaky and

elongated particles contained in it. In case of gravel it is determined by its
angularity number. For base course and construction of bituminous and cement
concrete types, the presence of flaky and elongated particles are considered
undesirable as they may cause inherent weakness with possibilities of breaking
down under heavy loads. Rounded aggregate are preferred in cement concrete
road construction as the workability of concrete improves. Angular shape of
particles are desirable for granular base course due to increased stability derived
from the better interlocking. Thus evaluation of shape of the particles,
particularly with reference to flakiness, elongation and angularity is necessary.

1.FLAKINESS INDEX:

The Flakiness index of aggregate is the percentage by weight of particles

whose least dimension {thickness] is less than three- fifths [0.6] times of their
mean dimension. The test is not applicable to aggregate size smaller than 6.3
mm

APPARATUS:

a. Thickness gauge
b. Weighing balance
c. IS Sieves of sizes –
63 mm, 50 mm, 40 mm, 31.5 mm,25 mm,20 mm, 16 mm, 12.5 mm, 10 mm
and 6.3 mm

PROCEDURE

1. The sieves are arranged such that the largest size sieve ( 63 mm) is at the
top and the smallest size sieve ( 6.3 mm ) is at the bottom.

2. The given aggregate are sieved. A minimum of 200 pieces of each fraction to
be tested are taken and weighed = W1 g.

3. In order to separate flaky aggregate , each fraction is then gauged for

thickness through the respective opening on the thickness gauge. For
example, if the aggregate is from 50 – 40 fraction, it is gauged through the
opening of 27.00 mm on the thickness gauge.
4. The flaky aggregate passing the respective openings are collected and
accurately weighed = w1 g.

5. The procedure is repeated for other fractions having weights W2,W3, etc. and
the flaky aggregate in them having weights w2,w3 respectively are weighed.

6. Then

( w1+w2+w3+------)
Flakiness Index = ---------------------------- x 100
(W1+W2+W3+-------)

= …………….. %

RESULT:

The flakiness Index of the given sample of aggregate is __________

DISCUSSION:

2. ELONGATION INDEX

The elongation index of an aggregate is the percentage by weight of particles

whose greatest dimension (length) is greater than one and four fifth times [1 . 8]
times their mean dimension. The elongation test is not applicable to size smaller
than 6.3 mm.

APPARATUS:

a) Length gauge
b) Weighing balance
c) IS Sieve of size as in flakiness Index test.

PROCEDURE:

1. The sample is sieved through the IS sieves specified and a minimum of 200
pieces of each fraction are taken and weighed = W1 g.

2. In order to separate elongated aggregate , each fraction is then gauged

individually for length through the respective opening on the length gauge

In each fraction, the aggregate retained on the respective opening on the

length gauge is collected and weighed =X1 g.

The procedure is repeated for other fractions having weights W2,W3, etc, and
the weights of elongated aggregate in them X2, X3 etc, are found.
Then

Elongation (X1+X2+X3 +-----------------------------------)

index = x 100 %
(W1+W2+W3+---------------------------------)

X
=100 = …………… %
W

RESULT:

The elongation Index of the given sample of aggregate = __________ %

DISCUSSION:

3. ANGULARITY NUMBER

The angularity number of an aggregate is the amount by which the percentage

voids exceeds 33, after being compacted in a prescribed manner. The
angularity number is found from the expression ( 67 - 100 * W / CG , percent ).
Here the value 67 represents the percentage volume of solids of most rounded
gravel, which would have 33 percent voids

APPARATUS:

A metal cylinder closed at one end having 3 litre capacity, diameter and height
approximately equal
A metal tamping rod, 16 mm in diameter and 600 mm long.
Weighing balance
IS sieves 25, 20, 16,12.5, 10, 6.3 and 4.75 mm
PROCEDURE:

The sieves for each fraction ( as specified ) are arranged such as 25 - 20 mm ,

etc.

The given sample of aggregate is sieved so that sufficient pieces are obtained in
each fraction.

The empty cylinder is accurately weighed = ‘ a’ g

Each aggregate fraction is separately filled in the cylinder in 3 (three) layers

tamping each layer 100 (hundred) times with the rounded end of tamping rod.
The excess aggregate are removed.

The cylinder along with aggregate is weights = ‘b’ g

The aggregate are removed from the cylinder. The cylinder is completely filled
with water and after wiping its outer sides it is weighed with water = ‘d’ g

Then Angularity number may be calculated from the expression,

Angularity number = 67 - 100 W / CG

Where W= mean weight of aggregate in the cylinder

C = Weight of water required to fill the cylinder

G= Average Specific gravity of aggregate.

RESULT:

The angularity number of the given sample of aggregate = ………….%

DISCUSSION:

PRECAUTIONS:

1. In all the three cases, sieving and weighing should be accurate.

2. In flakiness Index and elongation Index test , the aggregate should be

passed through their respective openings on the respective gauge.

3. In angularity number test, the cylinder with water should be weighed only
after wiping the sides of cylinder with a cloth
4. The tamping should be uniform and even

REFERENCE: IS 2386 , part 1, 1963

QUESTIONS

EXPERIMENT:

Determine the Flakiness Index, Elongation Index and Angularity Number for
the given sample of aggregate.

OR

Determine the shape factors of given coarse aggregate sample

ORAL QUESTIONS:

1. Mention the importance of shape of aggregate in pavement construction?

2. What is the importance of Flakiness Index test? How is it expressed?

3. Briefly explain the method of conducting Flakiness Index test on aggregate

4. What is the importance of elongation Index test? How is elongation Index

value expressed?

5. Explain the significance of angularity number of aggregate?

6. Aggregate A consists of rounded river gravel, aggregate B consists of angular

and cubical and aggregate C consists of predominantly flaky and elongated
aggregate. Which aggregate will give the highest and lowest values of
angularity number? Why?
OBSERVATIONS:

Weight of empty cylinder =ag

Weight of cylinder +aggregate =bg
Weight of aggregate in the cylinder = ( b-a ) = W g
Weight of cylinder + water =dg
Weight of water in the cylinder = ( d-a ) = C g

FLAKINESS INDEX AND ELONGATION INDEX OBSERVATIONS

Weight of Thickness Weight of Length Weight of

Size of Aggregate the fraction gauge aggregate in gauge Aggregate
consisting of size each fraction In each
atleast 200 mm passing Size mm fraction
Passing pieces , g thickness gauge retained on
Through g length
IS Retained on gauge g
IS Sieve
Sieve mm
mm [1] [2] [3] [4] [5] [6] [7]

63 50 W1 = 33.00 w1 = ------ -----

50 40 W2 27.00 w2 81.0 X1 =

40 31.5 W3 19.50 w3 58.0 X2

31.5 25 W4 16.95 w4 ------ X

25 20 W5 13.50 w5 40.5 X3

20 16.0 W6 10.80 w6 32.4 X4

16 12.5 W7 8.55 w7 25.6 X5

12.5 10.0 W8 6.75 w8 20.0 X6

10.0 6.3 W9 4.89 w9 14.7 X7

Total W= w= X=
Flakiness Index = (w1+w2+w3+---------)
x 100 percent
(W1+W2+W3+---------)

Elongation Index = [X1+X2+X3 -------- ]

x 100 percent
(W1+W2+W3+---------)

Angularity
Number = 67 – 100 W/ CG

TABULAR COLUMN:

Weight of aggregate in the cylinder = W g

Weight of water in the cylinder =Cg

Angularity
Number = 67 – 100 W/ CG

Angularity number
= 67 - 100W/CG

= 67 –100X ______

____ X 2.68
Experiment no. Date :

SPECIFIC GRAVITY TEST FOR BITUMEN

(PYKNOMETER METHOD)

AIM:

To determine the specific gravity of the given sample of bitumen

APPARATUS

1) Specific gravity bottle , 50 ml capacity

2) Weighing balance
3) Electric heater

THEORY

The density of a bitumen binder is a fundamental property frequently

used as 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 the binder. Increased amounts
of aromatic type compounds cause an increase in the specific gravity. The test
procedure has been standardised by the ISI.

The specific gravity is defined by ISI as the ratio of the mass of a given
volume of the substance to the mass of an equal volume of water, the
temperature of both specified as 27º c = 0.1C

SPECIFICATIONS:

1)The specific gravity bottle is 50 ml capacity, ordinary capillary type with 6 mm.
diameter neck or wide mouthed capillary type bottle with 25 mm. diameter
neck.

PROCEDURE:

Take the clean and dry specific gravity bottle and find the empty weight = a g.

Fill the bottle completely with distilled water. Wipe its outer sides. Find the
weight of the bottle with water = b g. Remove the water.

Heat the given bitumen to a pouring consistency and carefully pour into the
bottle upto half its capacity. Cool it to a temperature of 27 º c and then weigh
=cg
4)Fill the remaining portion of the bottle with distilled water and again weigh = d g

Then,

(c-a)
Specific Gravity = --------------
(b-a)-(d-c)

RESULT:

Specific gravity of the given sample of bitumen = __________

DISCUSSION:

PRECAUTIONS:

Take the weights accurately

After the sample is poured into the bottle, take the weight only after cooling it to
27 º c.

All the weights should be taken with the stopper, if it is capillary type bottle.

QUESTIONS:

EXPERIMENT:

Determine the specific gravity of the given sample of bitumen using pyknometer
method.

ORAL QUESTIONS:

1] Mention the pyknometer method of determining the specific gravity of

bituminous materials.

2] Mention the principle of balance method of determining specific gravity of

bitumen

3] What are the applications of specific gravity test in bituminous materials?

REFERENCE:

Determination of specific gravity : IS : 1202, ISI.

OBSERVATIONS:

Weight of specific gravity bottle = a g = _____________

Weight of specific gravity bottle
With distilled water = b g =______________

Weight of bottle half filled

With bitumen = c g =______________

Weight of bottle +half filled

With bitumen +half filled
With distilled water = d g =______________

Therefore
(c-a)
Specific Gravity of bitumen = ---------------
(b-a)-(d-c)

TABULAR COLUMN:

Weight of empty specific gravity

bottle = a

Weight of bottle filled with

distilled water = b

Weight of bottle + half filled

With bitumen + half filled with
distilled
water = d

Specific gravity of bitumen

[c-a]
=
[b-a]-[d-c]
Experiment no. Date :

SOFTENING POINT TEST ON BITUMEN

AIM: To determine the softening point of the given sample of bitumen

APPARATUS:

1. A water bath
2. Brass support
3. Brass Rings
4. Steel balls
5. Thermometer ( 0 – 60 0 C )
6. Electric Heater

THEORY

Bitumen does not change from solid to liquid state, but as the
temperature increases. It gradually becomes softer until it flows readily. The
softening point is the temperature at which the substance attains particular
degree of softening under specified conditions of test. For bitumen it is
determined by ring and ball apparatus test . A brass ring containing the test
sample of bitumen is suspended in liquid like water or glycerin at a given
temperature. A steel ball is placed upon the bitumen and liquid medium is then
heated at a specified rate. The temperature at which the bitumen softened
touches the metal plate placed at a specified distance below the ring is recorded
as the softening point of a particular bitumen.

SPECIFICATIONS:

1. A heat resistant glass container of 85 mm diameter and 120 mm depth is

used.

2. The brass support is 100 mm high having a base plate, ring plate and a top
plate. The distance between top plate and ring plate is 75 mm and that
between ring plate and bottom plate is 25 mm.

3. There are two brass rings of the following dimensions.

Depth 6.4 mm , Inside diameter at top 17.5 mm
Inside diameter at bottom 15.9 mm , outside diameter 10.6 mm

Each steel ball has diameter of 9.5 mm and weight 2.5  0.05 g
PROCEDURE:

PREPARTION OF SAMPLE:

Place the rings on a metal plate. Grease the inside of the rings and the plate
Heat the sample to a pouring consistency and pour it into the ring upto the
specified mark.
Allow the sample to cool in air for about 30 minutes.
Cut off excess sample with a hot knife
Fill the water bath with ice water
Keep the balls centrally over the sample in the rings by adjusting the slots.

EXPERIMENTAL PROCEDURE:

1) Keep the rings on the ring plate of the metallic support and immerse the
assembly in ice water contained in the water bath

2) Insert the thermometer in the space provided and note the initial temperature
of water.

3) Heat the water gradually and note the average rise of temperature

4) At a certain temperature, the sample becomes soft. The balls sink down and
touch the bottom plate. The temperature on thermometer at the instant the
ball touches the bottom plate is recorded as the softening point of the sample.
The two balls may touch the bottom plate at two different temperatures. Then
the mean temperature is the softening point.

RESULT:

The softening point of the given sample of bitumen = __________

DISCUSSION
PRECAUTIONS:

1. The bitumen should be poured up to the top of the rings.

2. the initial temperature of water before heating should be less than 5º C

QUESTIONS:

EXPERIMENT:

Determine the softening point of the given sample of bitumen.

ORAL QUESTIONS:

1. What is meant by softening point of bitumen?

What is the importance of this test?

2. what are the factors which affect the results of softening point test on
bitumen?

REFERENCE:

Determination of softening point, IS:1205, ISI

OBSERVATIONS:

Temperature of water before start of test =_________

Temperature at which the specimen touches the bottom plate = ------------
Time taken = ………….. minutes
Average rate of heating = _________

TABULAR COLUMN:

Ball No. 1 Ball No . 2 Mean Temperature /

Softening point,
Temperature at Degree centigrade
which Sample
touches bottom
plate [º C]
Experiment no. Date :

PENETRATION TEST ON BITUMEN

AIM:

To determine the penetration value of the given bitumen sample

APPARATUS:

a) Penetrometer
b) Sample cup
c) Specified needle
d) Stop watch etc.

THEORY:

Various types and grades of bituminous materials are available in

variety of types and grades. The penetration test determines the hardness of
these materials by measuring the depth in tenth of a millimeter to which a
standard needle will penetrate vertically under specified conditions of standard
load, time and temperature. The sample is maintained at the standard
temperature of 25 ºc. The total load on needle is 100 g. The softer the bitumen,
the greater will be its number of penetration units. ISI has standardised the
equipment and test procedure vide IS:1203 – 1958. Penetration test is widely
used world over for classifying the bituminous materials into different grades.
Even though it is recognised recently that the empirical tests like penetration,
softening point etc. are incompetent to qualify the paving binder for its
temperature susceptibility characteristics, the quickness and simplicity of
operations cannot be ignored. Correlations are also established between
penetration test and absolute viscosity test values.

SPECIFICATIONS:

1) A metallic container 55 mm in diameter and 35 mm height is used.

2) The needle has the dimension as indicated in the figure
3) The total weight on the needle is 100 g

PREPARATION OF SAMPLE:

The bitumen is heated to a pouring consistency and poured in the container to a

height atleast 15 mm more than the expected penetration.

The sample is cooled in air for one hour at a temperature not lower than13º C.
It is then immersed in water maintained at 25º C for one hour.

EXPERIMENTAL PROCEDURE:
Keep the container under the needle in the penetrometer.
Bring the tip of the needle just in contact with the surface of sample
Note the initial reading on the penetrometer dial.
Press the knob and allow the needle to penetrate into the sample for exactly 5
five] seconds.
Disengage the needle, wipe it with benzene and again repeat the procedure at
another point on the sample atleast 10 mm away from the first point.
Repeat the procedure for the third point.
After 5 seconds of penetration in each case, note the final reading on the
penetrometer dial.

RESULT:

The penetration value of the given sample of bitumen is ___________________

units.

DISCUSSION:

PRECAUTIONS:

1. The sample before test should be first cooled in air at room temperature
for one hour and then in water at 25 º C for one hour

2. The total weight of needle and shaft should not be more than 100 grams

3. For every trial, the needle should be wiped with benzene.

QUESTIONS:

EXPERIMENT:

Determine the penetration value of the given sample of bitumen and

comment on your result.
OR

Classify the given bitumen with respect to its grade

ORAL QUESTIONS :

1. What is the principle of penetration test on bitumen?

2. What are the practical applications of penetration test on bitumen? Can this
test be conducted on cutback and tar?

3. What is the standard temperature of conducting penetration test on bitumen?

Why should there be a standard temperature?

4. What are the factors which influence the accuracy of penetration test results
of bitumen?

REFERENCE:

Determination of penetration, vide IS 1203 – 1958 ISI

OBSERVATIONS:

1) Grade of bitumen =
2) Pouring temperature =
3) Period of cooling in =
air , minutes
4) Room temperature º C =
5) Period of cooling in water bath , minutes =
6) Actual test temperature º C =

TABULAR COLUMN:

Readings Test 1 Test 2 Test 3 Mean

value

(i) Initial reading

(ii) Final reading

Penetration value

Mean penetration value = …………… units

Experiment no. Date:

DUCTILITY TEST ON BITUMEN

AIM:

To determine the ductility value of the given sample of bitumen

APPARATUS:

a) Ductility machine
b) Briquette mould
c) Knife
d) Electric heater
e) Glass plate

THEORY

In the flexible pavement construction where bitumen binders are used, it is of

significant importance that the binders form ductile film around the aggregate.
This serves as a satisfactory binder in improving the physical interlocking of the
aggregate. The binder material which does not possess sufficient ductility would
crack and thus provide pervious pavement surface. This inturn results in
damaging effect to the pavement structure. It has been stated by some agencies
that the penetration and ductility properties go together, but depending upon the
chemical composition and the type of crude sources of the bitumen , Sometimes,
it has been observed that the above statement is incorrect. It may hence be
mentioned that the bitumen may satisfy the penetration value, but may fail to
satisfy the ductility requirements. Penetration or ductility cannot in any case
replace each other. The ductility is expressed as the distance in centimeters to
which a standard briquette of bitumen can be stretched before the thread breaks.
The test is conducted at 27 º C = 0.5 º C at a rate of pull of 50 = 2.5 mm per
minute. The test has been standardised by the ISI.

SPECIFICATIONS:

a) The Briquette mould has the specifications as shown in figure.

b) The ductility machine acts as a constant temperature water bath
PROCEDURE

PREPARATION OF SAMPLE:

1. Apply grease on the glass plate.

3. Arrange the end pieces and side pieces of the briquette mould on a glass
plate. Apply grease on the inside of the sides pieces.
2. Heat the given bitumen sample to a pouring consistency and carefully pour
into the mould.
3. Allow it to cool in air for about 30-40 minutes.
4. Immerse the mould with the plate in a water bath maintained at 27º C for 30
minutes
5. Take out the mould and cut off excess bitumen, if any, with a sharp hot knife
6. Replace the mould back in water for 85 to 90 minutes, at 27º C

EXPERIMENTAL PROCEDURE:

1. With the help of hot knife, remove the side pieces of the mould and separate
the sample from the plate
2. Carefully place the sample in the ductility machine on the plate provided. Fix
the ends of the mould to the plate.
3. Note the temperature of water in the ductility machine. It should be 27º C
4. Note the initial reading on the scale provided on the machine. It should be 0
(zero)
5. Start the machine. The sample stretches and a thread is formed in the
middle. The sample stretches at a uniform rate of 50  2.5mm per minute.
6. The thread formed at the middle breaks at a certain distance. The distance
up to which the sample stretches before the thread breaks, is recorded as the
ductility value.
RESULT:

The ductility value of the given sample of bitumen = _________ cm.

Discussions:
PRECAUTIONS:

1. The sample should not be poured above the mould level

2. While fixing the sample in the machine, the length of the mould should not be
altered

3. The test temperature of 27º C should be maintained throughout.

QUESTIONS:

EXPERIMENT:

Determine the ductility value of the bitumen sample supplied to you.

ORAL QUESTIONS :

1] What is the principle of conducting ductility test on bitumen?

2] what is the practical significance and applications of ductility test on bitumen?
3] What are the precautions to be taken while conducting ductility test on
bitumen so as to get correct results?
4] What is the standard temperature of ductility test on bitumen? What are the
effects if different temperature is maintained during the test?

REFERENCE:

Determination of ductility, IS: 120, ISI

OBSERVATIONS:

1) Grade of bitumen =
2) Pouring temperature ºC =
3) Test temperature ºC =
4) Periods of cooling, minutes
a] in air =
b] in water bath before trimming =
c] in water bath after trimming =

Briquette Number Mean value

Test property

(i) (ii) (iii)

Ductility

Therefore Ductility value = ______________ Cm

Experiment no. Date :

FLASH AND FIRE POINT TEST ON BITUMEN

AIM:

To determine the flash and fire point of the given sample of bitumen

APPARATUS:

a) Pensky- Marten’s closed cup tester,

b) thermometer
c) Electric heater,
d) Arrangement for test flame

THEORY:

Bituminous materials leave out volatiles at high temperatures depending

upon their grade. These volatiles catch fire causing a flash. This condition is
very hazardous and it is therefore essential to qualify this temperature for each
bitumen grade, so that paving engineers may restrict the mixing or application
temperatures within the limits. ISI vide specifications IS: 1209 – 1958 gives the
following definitions.

FLASH POINT:

“ The Flash point of a material is the lowest temperature at which the vapour of
substance momentarily takes fire in the form of a flash under specified condition
of test “

FIRE POINT:

“ The fire point is the lowest temperature at which the material gets ignited
and burns under specified test conditions ”

SPECIFICATIONS:

a] A thermometer of range 0-400 º C is used

b] The rate of heating is 5º to 6º C per minute
c] The rate of stirring is about 60 revolutions per minute.
PROCEDURE:

1. Clean all parts of the cup

2. Heat the given bitumen to a pouring consistency and fill in the cup to the
specified mark
3. Place the lid to close the cup in a closed system.
4. Place the thermometer in the space provided
5. Heat the sample gradually at the rate of 5º to 6º C per minute and
simultaneously stir with the stirring arrangement
6. Meanwhile open the cup by operating the spindle and apply a test flame (or
lighted match stick near the exposed sample. The first application of flame
should be made atleast 17ºc before the expected flash point and thereafter
every 1º to 3º C. The stirring is discontinued during the application of flame.
7. At a ascertain temperature, the sample will try to catch fire exerting a flash.
The corresponding temperature is noted as the flash point.
8. At a still higher temperature, the sample will catch fire and burn continuously.
The corresponding temperature is noted as fire point.

RESULT:

Flash point of the given sample =

Fire point of the given sample =

DISCUSSION:

PRECAUTIONS:

1. The heating and stirring should be done simultaneously

2. First application of flame should be made at least 17º C before the expected
flash point.

3. The flame should not have a bead of more than 4 mm diameter

QUESTIONS:

EXPERIMENT:

Determine the flash and fire point of the sample of bitumen and comment on
the results.

ORAL QUESTIONS :

1. What is the principle of flash and fire point test?

2. What is the practical significance of determining the flash and fire point tests
of bituminous materials.

REFERENCE:

Determination of flash point and fire point: IS 1209, ISI.

OBSERVATIONS:

1] Bitumen grade: =

2] Type of equipment : Closed cup / open cup

Rate of heating

Time, Minutes

Temperature º C

TABULAR COLUMN

Test No. mber

Mean value
Test property

(i) (ii) (iii)

1. Flash point

2. Fire point

Flash point =

Fire point =
Experiment no. Date :

VISCOSITY TEST

AIM: To determine the viscosity of the given sample of cut-back bitumen.

APPARATUS:

a) 4 mm orifice viscometer,
b) Receiver
c) Stop watch
d) Electric heater

THEORY:

Viscosity is defined as inverse of fluidity. Viscosity thus defines the fluid

property of bituminous material. The degree of fluidity at the application
temperature greatly influences the strength characteristics of the resulting paving
mixes, At high fluidity or low viscosity, the bituminous binder simply “lubricates”
the aggregate particles instead of providing an uniform film thickness for binding
action. Similarly low resulting mix is heterogeneous in character exhibiting low
stability values. One of the methods of determining the viscosity is by
determining the time taken by 50 cc of the material to flow from a cup through
specified orifice at a given temperature.

The cutback bitumen is defined as the bitumen , the viscosity of which has been
reduced by a volatile diluent. The most commonly used diluent in the laboratory
is kerosene.

SPECIFICATIONS:

1. The viscometer consists of a 4 mm orifice sample cup, a water bath , two

stirrers, 100 ml capacity receivers, sleeves, a temperature maintaining device
and a thermometer.

2. The diameter of the ball of the stirrer is more than that of the orifice and when
kept over it, closes the orifice.

PROCEDURE

PREPARATION OF SAMPLE:

1. Take 60% bitumen and 40% diluent (Kerosene)

2. Heat the bitumen to a temperature about 75ºc more than the softening
point

3. Gradually pour the kerosene into it and stir the bitumen thoroughly.
 4. Allow it to cool in atmosphere for about one hour. The resulting product is
cutback bitumen.

EXPERIMENTAL PROCEDURE:

1. Place one stirrer in the cup such that the ball closes the orifice of the cup.

2. Pour the cutback into the sample cup up to the specified mark

3. Set the knob of temperature maintaining device to the specified temperature

at which the viscosity is required

4. Insert the thermometer into the socket provided

5. Heat the sample to the specified temperature and simultaneously stir it with
the second stirrer

6. When the specified temperature is attained, Keep a graduated glass

receiver(Which is greased inside) under the orifice.

7. Release the orifice and simultaneously start a stop watch.

8. The sample flows down and collects in the receiver. Note the time taken for
collecting 50ml of sample in the receiver, which is the viscosity of the sample
at the specified temperature in seconds.

RESULT:

The viscosity of the given cutback bitumen sample at ________º c

temperature = ______
Seconds

DISCUSSION:

PRECAUTIONS:

1] While preparing cutback take specified percentage of bitumen and kerosene

2] Before pouring cutback in the cup ensure that orifice is closed

3] Stirring should be continued till the specified temperature is reached.

4] Ensure that exactly 50 of the sample flows in the receiver, for which the time
is recorded.
QUESTIONS:

EXPERIMENT:

1. Determine the viscosity of the given sample at ________º c

OR
2. Determine the viscosity of the cutback bitumen at ________º c

ORAL QUESTIONS:

1] What is the principle of conducting viscosity test on tar and cutback bitumen
using tar viscometer.?

2] What are the working ranges of 10 mm and 4 mm orifices of the orifice

viscometer?

3] What are the types of cutback bitumens ? How are they classified ?

REFERENCE:

Determination of viscosity , IS 1206, ISI.

 OBSERVATIONS:

1. Material :
2. Grade :

3. Specified test temperature :

4. Size of orifice , mm :
5. Actual test temperature º C :

TABULAR COLUMN:

Test No. Mean value

Test property

(i) (ii) (iii)

Viscosity

Viscosity = _____________ seconds

Experiment no. Date:

CALIFORNIA BEARING RATIO TEST (CBR)

AIM:

To determine the C.B.R. value of the given sample of soil at the given moisture
content by static compaction method.

APPARATUS:

a) Loading Machine e) Spacer disc with handle

b) Cylindrical mould f) Surcharge weights
c) Collar g) Dial gauge
d) Compaction Rammer h) Weighing balance.

THEORY

The C.B.R. test was developed by California division of Highway as a method

for classifying and evaluating soil sub-grade and base course materials for
flexible pavements.

The C.B.R is a measure of shearing resistance of the material under controlled

density and moisture conditions. The C.B.R test is conducted on the moulded
specimens in the laboratory. U.S. Corps of Engineers have also recommended a
test procedure for in-situ test.

Briefly the test consists of causing a cylindrical plunger of 50 mm diameter to

penetrate a pavement component material at 1.25 mm/minute. The loads for 2.5
mm and 5.0 mm are recorded. This load is expressed as a percentage of
standard load value at a respective deformation level to obtain C.B.R. value. The
standard values for standard crushed stones are given below.

Penetration, mm standard load Kg, unit standard load Kg / cm2

2.5 1370 70

5.0 2055 105

7.5 2630 134

10.0 3180 162

12.5 3600 183

SPECIFICATIONS:

a) The loading machine is a compression machine which operates at the rate of

1.25 mm / minute. If such a machine is not available then a calibrated
hydraulic press with proving ring to measure load can be used. (See figure) .
The capacity of the proving ring is 1000Kg. Its plunger has a diameter of 50
mm

b) The cylindrical mould has 150 mm diameter and 175 mm height and a
detachable perforated base.

c) The collar has 150 mm diameter and 50 mm height

d) The Compaction Rammer has 2.6 Kg weight and fall of 310 mm

e) The spacer disc has 14 mm diameter and 47.7 mm thickness

f) The annular weight has 5 Kg weight and slotted weight has 2.5 Kg weight.

PROCEDURE:

1. Take 5 Kg of clean and dry soil and add the water equal to given moisture
content. Mix it thoroughly either with hands or a towel and separate the
sample into three parts.

2. Grease all the internal parts of the base, cylindrical mould, collar and
spacer disc. Keep the spacer disc on base so that its hole is at bottom.
Then fix the cylindrical mould and collar to the stand.

3. Put the soil sample into the cylindrical mould in three[3] layers compacting
each layer 56 times with the light compaction rammer.

4. Remove the collar, cut off excess soil above the level of cylindrical mould
with a sharp cutting edge.

5. Reverse the mould, Take out the spacer disc. To simulate the field
condition of the over lying pavement, keep the annular weights of 5 Kg as
surcharge weight at the top of the sample.

6. Soak the specimen in water for four days.

7. After the soaking period , keep the mould with sample and weights on the
machine.

8. Bring the plunger to be in contact with the surface of soil and apply a
seating load of 4 Kg

9. Set the providing ring to zero. Fix a dial gauge to measure the penetration
and set it to zero.
 10. Now allow the plunger to penetrate the specimen, record the proving ring
readings for 0.5, 1.0,1.5 ------------ ----12.5 mm penetration in the dial
gauge.

11. Convert the proving ring readings into unit pressure from the given C.B.R
chart
OR
Multiply the proving ring division by the proving ring constant to get the load
in kg. Divide this load by the area of the plunger in Sq. Cm to get the unit
pressure in Kg / Sq. Cm

Then Load carried by soil sample at defined

Penetration level
C.B.R. percent = X 100
Load carried by standard crushed
Stones at the same penetration level

RESULT:

The C.B.R value of the given soil sample at the given moisture content is
__________ %

DISCUSSION

PRECAUTIONS:

1. If the moisture content is not given, it should be first determined

2. the mixing of sample should be uniform

3. the compaction should be as specified and uniform

4. The proving ring should be turned back to zero after giving the seating load
QUESTIONS:

EXPERIMENT:

Determine the C.B.R value of the soil sample supplied to you at 10 % moisture
content.

ORAL QUESTIONS:

1. What are the practical applications of C.B.R test on soils and other pavement
materials?

2. In Laboratory C.B.R test, the specimen is generally soaked for a period of 4

days why? How is the expansion ratio determined?

3. What is the significance of surcharge load while soaking the CBR. Specimen
and While conducting test.

4. CBR value of soil A is 4 % and B is 9 % which is better soil? Why?

4. Under what circumstances there is need to correct CBR. Curves? What are
the causes for initial concavity of CBR, curves?

REFERENCE:

Laboratory determination of C.B.R., IS 2720, ISI.9

Observations
1. Compaction moisture content =
2. Condition of test specimen : Soaked / Unsoaked =
3. Proving ring calibration factor = Total No. of divisions/Capacity of proving ring
i.e. (K)=
Surcharge weight =
TABULAR COLUMN:

Penetration Proving ring Equivalent

mm Readings , Load , kg
Division

Major minor

0.00

0.50

1.00

1.50

2.00

2.50

3.00

4.00

5.00

7.50

10.00

12.50

Load at 2.5 mm Penetration ( from graph ) =

Load at 5.0 mm Penetration ( from graph ) =
C.B.R (2.5 mm) =
C.B.R (5.0 mm) =
Therefore C.B.R. of the given sample =
Experiment no. Date :

MARSHALL STABILITY TEST

AIM :

To determine the Marshall stability and Optimum bitumen content of the given
mix.

APPARATUS :

1. Mould assembly 5. Breaking head

2. Sample extractor 6. Loading machine
3. Compaction pedestal and hammer 7. Flow meter ( dial gauge )
4. Proving ring

THEORY :

In the Marshall test the resistance to plastic deformation of cylindrical specimen

of bituminous mixture is measured . This test procedure is used in designing and
evaluating bituminous mixes. There two major features of the Marshall method of
designing the mixes namely ,
i. density – voids analysis
ii. stability – flow tests

The Marshall stability of the mix is defined as the maximum load carried by a
compacted specimen at a standard test temperature of 60 0 C. The flow is the
deformation the specimen undergoes during the loading , upto the maximum
load . In this test an attempt is made to obtain optimum bitumen content for the
type of aggregate mix and traffic intensity.

PROCEDURE :

1. Select the aggregate gradation from the specified ranges in the table. (
IRC or MOST )

2. Take approximately 1200g 0f aggregate and filler , if any , and heat to a

temperature of 175 to 190 o C.

3. Heat the compaction mould assembly and the rammer to a temperature of

100 to 1400 C.

4. Heat the given bitumen to a temperature of 121 to 138 0 C.

5. Add the required quantity of trial bitumen content ( say 3.5 % by weight of
mineral aggregate ) and thoroughly mix using a trowel , maintaining a
mixing temperature of 154 o C.

6. Keep the pre-heated mould and collar on the compaction pedestal.

7. Transfer the mix in the pre- heated mould and compact it 75 times using
the specified rammer.
8. Invert the specimen and again compact 75 times.

9. Repeat the procedure with specimens having other trial bitumen contents.

10. Allow the specimens to cool in air for a few hours.

11. Now extract the specimens from the moulds using the sample extractor.

12. Measure the mean diameter and height of the specimens.

13. Find the weight of specimens in air and then in water.

14. Keep the specimens in a water bath maintained at a temperature of 60 0

C for about 40 minutes.

15. Keep the specimen in the breaking head assembly in the Marshall
apparatus.

16. Set the proving ring dial and flow dial to zero.

17. Load the specimen until it fails and record the load applied and flow
readings at failure.

18. Repeat the process for other specimens.

RESULTS :

Marshall stability of given mix at bitumen content -------- % = --------------

Optimum bitumen content for the given mix = --------------- %

DISCUSSION :
PRECAUTIONS :

1. The heating , mixing and compaction temperatures should be maintained as

specified.
2. The weights should be accurately noted.

QUESTIONS :

Determine the stability of the mix by preparing the specimens at the given
gradation.
OR
Determine the OBC of the mix by preparing the specimens at the given
gradation.

REFERENCE : ASTM D - 1559

OBSERVATIONS :

1. Theoritical specific gravity of the compacted specimen

100
Gt = -----------------------------------------------------
W1/G1 + W2/G2 + W3/G3 + W4/G4

Where W1 = percent by weight of coarse aggregate

W2 = percent by weight of fine aggregate
W3 = percent by weight of filler
W4 = percent by weight of bitumen in total mix

G1,G2,G3---- are specific gravity values of coarse , fine aggregate , filler

and bitumen.

( weight of specimen in air )

2. Bulk density of specimen Gb = ---------------------------------------------
( Weight in air – weight in water )

( Gt – Gb )
3. Percent air voids V v = -------------------- X 100
Gt

% of bitumen
4. Volume of bitumen Vb = Gb X ----------------------------
Sp. Gr. Of bitumen

5. Percent of voids in mineral aggregate 100 X percentage of aggregate

VMA = ------------------------------------------
Bulk Sp. Gr. of aggregate

VMA – V v
6. Voids filled with bitumen VFB = --------------- X 100
VMA

NOTE : To obtain OBC , plot the graphs as shown and find the bitumen
content at which there is maximum stability , maximum bulk density and 5
% voids. Take the average of these three bitumen contents as OBC.
AGGREGATE IMPACT TEST

PROCEDURE:

1.Take clean and dry aggregate and sieve on IS 12.5 MM and 10.00 MM sieve.
Collect the aggregate passing IS 12.5mm sieve and retained on IS 10.0 MM
sieve.

2. Find the weight of empty cylindrical measure. Let the weight be ‘a’ g.

3. Fill the aggregate in the cylindrical measure in three layers, tamping each layer
25 times with the rounded end of the tamping rod.

4. Roll the tamping rod over aggregate surface and remove excess aggregate, if
any.

5. Find the weight of the cylindrical measure with aggregate. Let the weight be
‘b’ g. Thus the weight of aggregate = W1 = ( b-a )

6. Transfer all the aggregate from the cylindrical measure to the test cylindre in
one layer and tamp the layer 25 times with the rounded end of the tamping
rod.

7. Fix the test cylinder firmly to the base of the impact tester.

8. Adjust the height of fall of the plunger to 380+ 5mm and set the blow counter
to zero.

9. Lift the plunger gently and allow it to drop. This is one blow. Give 15 such
blows.

10. Take out the test cylinder and sieve the crushed material on IS 2.36 mm
sieve. Find the weight of material passing the sieve. Let weight be W2 g.

11. Find the weight of aggregate retained on this sieve. Let the weight be W3 g.

Then
Aggregate impact value = W2 / W1 * 100 %

And percentage of dust = W3 / W1* 100 %

RESULT: The Impact value of given aggregate sample is = ………….. %

AGGREGATE CRUSHING VALUE

PROCEDURE

1. Select clean and dry aggregate passing through IS 12.5 mm and retained on
IS 10.0 mm sieve.

2. Weight the empty cylindrical measure. Let the weight be ‘a’ g

3. Fill the aggregate in the cylindrical measure in three layers , tamping each
layer 25 times with the rounded end of the tamping rod. Weigh the cylindrical
measure with aggregate. Let the weight be ‘b’ grams. Thus the weight of
aggregate = W1 g

4. Transfer the aggregate into the steel cylinder again in three layers tamping
each layer 25 times

5. Place the plunger in the steel cylinder such that the piston rests horizontally
over the aggregate surface.

6. Keep the assembly of steel cylinder with plunger in the compression testing
machine.

7. Set the pointer to read zero and apply the compressive load of 40 tonnes.

8. Stop the machine. Take out the assembly.

9. sieve the crushed material on IS 2.36 mm sieve and find he weight of material
passing this sieve. Let the weight be W2 g.

10. Then Aggregate crushing value=W2 / W1*100 %

RESULT:

The aggregate crushing value of the given aggregate Sample is = -----------

TEST PROCEDURES

SHAPE TEST

FLAKINESS INDEX

PROCEDURE

1. The sieves are arranged such that the largest size sieve ( 63 mm) is at the
top and the smallest size sieve ( 6.3 mm ) is at the bottom.

2. The given aggregate are sieved. A minimum of 200 pieces of each fraction to
be tested are taken and weighed = W1 g.

3. In order to separate flaky aggregate , each fraction is then gauged for

thickness through the respective opening on the thickness gauge. For
example, if the aggregate is from 50 – 40 fraction, it is gauged through the
opening of 27.00 mm on the thickness gauge.

4. The flaky aggregate passing the respective openings are collected and
accurately weighed = w1 g.

5. The procedure is repeated for other fractions having weights W2,W3, etc. and
the flaky aggregate in them having weights w2,w3 respectively are weighed.

6. Then
( w1+w2+w3+------)
Flakiness Index = ---------------------------- x 100
(W1+W2+W3+-------)

= …………….. %

RESULT:

The flakiness Index of the given sample of aggregate is __________

ELONGATION INDEX

PROCEDURE:

1. The sample is sieved through the IS sieves specified and a minimum of 200
pieces of each fraction are taken and weighed = W1 g.

2. In order to separate elongated aggregate , each fraction is then gauged

individually for length through the respective opening on the length gauge

3. In each fraction, the aggregate retained on the respective opening on the

length gauge is collected and weighed =X1 g.

4. The procedure is repeated for other fractions having weights W2,W3, etc, and
the weights of elongated aggregate in them X2, X3 etc, are found.
Then

Elongation (X1+X2+X3 +-----------------------------------)

index = x 100 %
(W1+W2+W3+---------------------------------)

X
=100 = …………… %
W

RESULT:

The elongation Index of the given sample of aggregate = __________ %

ANGULARITY NUMBER

PROCEDURE:

1. The sieves for each fraction ( as specified ) are arranged such as 25 - 20 mm

, etc.

2. The given sample of aggregate is sieved so that sufficient pieces are obtained
in each fraction.

3. The empty cylinder is accurately weighed = ‘ a’ g

4. Each aggregate fraction is separately filled in the cylinder in 3 (three) layers

tamping each layer 100 (hundred) times with the rounded end of tamping rod.
The excess aggregate are removed.

5. The cylinder along with aggregate is weights = ‘b’ g

6. The aggregate are removed from the cylinder. The cylinder is completely
filled with water and after wiping its outer sides it is weighed with water = ‘d’ g

7. Then Angularity number may be calculated from the expression,

Angularity number = 67 - 100 W / CG

Where W= mean weight of aggregate in the cylinder

C = Weight of water required to fill the cylinder

G= Average Specific gravity of aggregate.

RESULT:

The angularity number of the given sample of aggregate = ………….%

 SPECIFIC GRAVITY TEST FOR BITUMEN

PROCEDURE:

1. Take the clean and dry specific gravity bottle and find the empty weight = a g.

2. Fill the bottle completely with distilled water. Wipe its outer sides. Find the
weight of the bottle with water = b g. Remove the water.

3. Heat the given bitumen to a pouring consistency and carefully pour into the
bottle upto half its capacity. Cool it to a temperature of 27 º c and then weigh
=cg

4.Fill the remaining portion of the bottle with distilled water and again weigh = d g

Then,

(c-a)
Specific Gravity = --------------
(b-a)-(d-c)

RESULT:

Specific gravity of the given sample of bitumen = __________

SOFTENING POINT TEST ON BITUMEN

PROCEDURE:

PREPARTION OF SAMPLE:

1. Place the rings on a metal plate. Grease the inside of the rings and the plate
2. Heat the sample to a pouring consistency and pour it into the ring upto the
specified mark.
3. Allow the sample to cool in air for about 30 minutes.
4. Cut off excess sample with a hot knife
5. Fill the water bath with ice water
6. Keep the balls centrally over the sample in the rings by adjusting the slots.

EXPERIMENTAL PROCEDURE:

1. Keep the rings on the ring plate of the metallic support and immerse the
assembly in ice water contained in the water bath

2. Insert the thermometer in the space provided and note the initial temperature
of water.

3. Heat the water gradually and note the average rise of temperature

4. At a certain temperature, the sample becomes soft. The balls sink down and
touch the bottom plate. The temperature on thermometer at the instant the
ball touches the bottom plate is recorded as the softening point of the sample.
The two balls may touch the bottom plate at two different temperatures. Then
the mean temperature is the softening point.

RESULT:

The softening point of the given sample of bitumen = __________

PENETRATION TEST ON BITUMEN

PREPARATION OF SAMPLE:

1. The bitumen is heated to a pouring consistency and poured in the container

to a height atleast 15 mm more than the expected penetration.

2. The sample is cooled in air for one hour at a temperature not lower than13º C.

3. It is then immersed in water maintained at 25º C for one hour.

EXPERIMENTAL PROCEDURE:
1. Keep the container under the needle in the penetrometer.
2. Bring the tip of the needle just in contact with the surface of sample
3. Note the initial reading on the penetrometer dial.
4. Press the knob and allow the needle to penetrate into the sample for exactly 5
five] seconds.
5. Disengage the needle, wipe it with benzene and again repeat the procedure
at another point on the sample atleast 10 mm away from the first point.
6. Repeat the procedure for the third point.
7. After 5 seconds of penetration in each case, note the final reading on the
penetrometer dial.

RESULT:

The penetration value of the given sample of bitumen is ___________________

units.
DUCTILITY TEST ON BITUMEN

PROCEDURE

PREPARATION OF SAMPLE:

1. Apply grease on the glass plate.

2. Arrange the end pieces and side pieces of the briquette mould on a glass
plate. Apply grease on the inside of the sides pieces.
3. Heat the given bitumen sample to a pouring consistency and carefully pour
into the mould.
4. Allow it to cool in air for about 30-40 minutes.
5. Immerse the mould with the plate in a water bath maintained at 27º C for 30
minutes
6. Take out the mould and cut off excess bitumen, if any, with a sharp hot knife
7. Replace the mould back in water for 85 to 90 minutes, at 27º C

EXPERIMENTAL PROCEDURE:

1. With the help of hot knife, remove the side pieces of the mould and separate
the sample from the plate
2. Carefully place the sample in the ductility machine on the plate provided. Fix
the ends of the mould to the plate.
3. Note the temperature of water in the ductility machine. It should be 27º C
4. Note the initial reading on the scale provided on the machine. It should be 0
(zero)
5. Start the machine. The sample stretches and a thread is formed in the
middle. The sample stretches at a uniform rate of 50  2.5mm per minute.
6. The thread formed at the middle breaks at a certain distance. The distance
up to which the sample stretches before the thread breaks, is recorded as the
ductility value.

RESULT:

The ductility value of the given sample of bitumen = _________ cm.

FLASH AND FIRE POINT TEST ON BITUMEN

PROCEDURE:

1. Clean all parts of the cup

2. Heat the given bitumen to a pouring consistency and fill in the cup to the
specified mark
3. Place the lid to close the cup in a closed system.
4. Place the thermometer in the space provided
5. Heat the sample gradually at the rate of 5º to 6º C per minute and
simultaneously stir with the stirring arrangement
6. Meanwhile open the cup by operating the spindle and apply a test flame (or
lighted match stick near the exposed sample. The first application of flame
should be made atleast 17ºc before the expected flash point and thereafter
every 1º to 3º C. The stirring is discontinued during the application of flame.
7. At a ascertain temperature, the sample will try to catch fire exerting a flash.
The corresponding temperature is noted as the flash point.
8. At a still higher temperature, the sample will catch fire and burn continuously.
The corresponding temperature is noted as fire point.

RESULT:

Flash point of the given sample =

Fire point of the given sample =

VISCOSITY TEST

EXPERIMENTAL PROCEDURE:

1. Place one stirrer in the cup such that the ball closes the orifice of the cup.

2. Pour the cutback into the sample cup up to the specified mark

3. Set the knob of temperature maintaining device to the specified temperature

at which the viscosity is required

4. Insert the thermometer into the socket provided

5. Heat the sample to the specified temperature and simultaneously stir it with
the second stirrer

6. When the specified temperature is attained, Keep a graduated glass

receiver(Which is greased inside) under the orifice.

7. Release the orifice and simultaneously start a stop watch.

8. The sample flows down and collects in the receiver. Note the time taken for
collecting 50ml of sample in the receiver, which is the viscosity of the sample
at the specified temperature in seconds.

RESULT:

The viscosity of the given cutback bitumen sample at ________º c

temperature = ______
Seconds
CALIFORNIA BEARING RATIO TEST ( CBR )

PROCEDURE:
1. Take 5 Kg of clean and dry soil and add the water equal to given moisture
content. Mix it thoroughly either with hands or a towel and separate the
sample into three parts.

2. Grease all the internal parts of the base, cylindrical mould, collar and
spacer disc. Keep the spacer disc on base so that its hole is at bottom.
Then fix the cylindrical mould and collar to the stand.

3. Put the soil sample into the cylindrical mould in three[3] layers compacting
each layer 56 times with the light compaction rammer.

4. Remove the collar, cut off excess soil above the level of cylindrical mould
with a sharp cutting edge.

5. Reverse the mould, Take out the spacer disc. To simulate the field
condition of the over lying pavement, keep the annular weights of 5 Kg as
surcharge weight at the top of the sample.
c
6. Soak the specimen in water for four days.

7. After the soaking period , keep the mould with sample and weights on the
machine.

8. Bring the plunger to be in contact with the surface of soil and apply a
seating load of 4 Kg

9. Set the providing ring to zero. Fix a dial gauge to measure the penetration
and set it to zero.

10. Now allow the plunger to penetrate the specimen, record the proving ring
readings for 0.5, 1.0,1.5 ------------ ----12.5 mm penetration in the dial
gauge.

11. Convert the proving ring readings into unit pressure from the given C.B.R
chart
OR
Multiply the proving ring division by the proving ring constant to get the load
in kg. Divide this load by the area of the plunger in Sq. Cm to get the unit
pressure in Kg / Sq. Cm

Then Load carried by soil sample at defined

Penetration level
C.B.R. percent = X 100
Load carried by standard crushed
Stones at the same penetration level
RESULT:
The C.B.R value of the given soil sample at the given moisture content is
_________ %
MARSHALL STABILITY TEST

PROCEDURE :
1. Select the aggregate gradation from the specified ranges in the table.
( IRC or MOST )

2. Take approximately 1200g 0f aggregate and filler , if any , and heat to a

temperature of 175 to 190 o C.

3. Heat the compaction mould assembly and the rammer to a temperature of

100 to 1400 C.

4. Heat the given bitumen to a temperature of 121 to 138 0 C.

5. Add the required quantity of trial bitumen content ( say 3.5 % by weight of
mineral aggregate ) and thoroughly mix using a trowel , maintaining a mixing
temperature of 154 o C.

6. Keep the pre-heated mould and collar on the compaction pedestal.

7. Transfer the mix in the pre- heated mould and compact it 75 times using the
specified rammer.
8. Invert the specimen and again compact 75 times.

9. Repeat the procedure with specimens having other trial bitumen contents.

10. Allow the specimens to cool in air for a few hours.

11. Now extract the specimens from the moulds using the sample extractor.

12. Measure the mean diameter and height of the specimens.

13. Find the weight of specimens in air and then in water.

14. Keep the specimens in a water bath maintained at a temperature of 60 0 C for

about 40 minutes.

15. Keep the specimen in the breaking head assembly in the Marshall apparatus.

16. Set the proving ring dial and flow dial to zero.

17. Load the specimen until it fails and record the load applied and flow readings
at failure.

18. Repeat the process for other specimens.

RESULTS :

Marshall stability of given mix at bitumen content -------- % = --------------

Optimum bitumen content for the given mix = --------------- %