LABORATORY MANUAL

CIV336

TRANSPORTATION ENGINEERING-I LABORATORY

(For private circulation only)

Name of student: ……………………………………….

Registration/ Roll No: ………………………………….
Section and group: ………………………………………

School of Civil Engineering

1
 TABLE OF CONTENTS

Page No.
S. No. Title of Experiment

1 Determination of specific gravity and water absorption of coarse 3-5

aggregates.

2 Determination of the fineness modulus and gradation of aggregates by Sieve. 6-9

Analysis of Aggregates. ( (IS: 2386 (Part I) )

3 To determine the combined Flakiness and Elongation Index of Coarse Aggregates. 10-13

4 To determine the crushing value of coarse aggregates as per IS: 2386 (Part IV) - 14-16
1963

5 To determine the impact value of coarse aggregates for the given aggregate sample. 17-20

6 To determine the Los Angeles abrasion value for the given aggregate sample. 21-26

7 To determine the penetration value and softening point of a given sample of 27-32
bitumen by using penetrometer and ring and ball apparatus.

8 To determine the ductility of a given sample of bitumen. 33-36

9 To determine the inflammability of a given sample of bitumen. 37-39

10 Determine the CBR value of sub grade soil to evaluate its load bearing capacity. 40-46

2
 Experiment No. 1

Experiment: Determination of specific gravity and water absorption of coarse

aggregate. (BIS 2386-3 (1963), ASTM-C127 – 12)

Apparatus Required: Balance, wire basket, 4.75mm IS sieve.

Material Required: Sand, Water.

Learning Objective: Students will learn how to find specific gravity and water
absorption of coarse aggregate and check the results with prescribed limits.

Theory:-The specific gravity of an aggregate is defined as the ratio of the mass of a

given volume of sample to the mass of an equal amount of water at the sample
temperature.

Absorption influences the behavior of aggregate in concrete in several important

aspects. A highly absorptive aggregate, if used in dry condition, will reduce effective
water cement ratio to an appreciable extent and may even make the concrete
unworkable unless a suitable allowance is made. Hence determination of absorption
of aggregate is necessary to determine the net water content.

Limits:
The specific gravity of aggregates ranges from 2.5 to 3.0
The water absorption of aggregates ranges from 0.1 to 2.0 %

Outline of Procedure:

1. Take about 5 Kg of aggregate by method of quartering; rejecting all material

passing the 10mm IS sieve.

2. Wash thoroughly to remove dust etc. from the surface of the particles. Dry to
constant mass at temperature of 105 C.

3. Immerse the sample in water at 22 – 32 C for a period of 24 hours.

3
 4. Remove the aggregate from the water and roll the same in a large piece of
cloth until all visible films of the water removed, although the surface of the
particles will still appear to the damp.

5. Now weigh 3 kg of the sample in the saturated surface dry condition and note
down the mass as W1, gram.

6. Place the weighted aggregate immediately in the wire basket and dip it in the
water. Weigh this basket with aggregate, while keeping it in water with the
help of the balance; note its mass as W3, grams.

7. Dry the sample to the constant weight at the temperature of 100 – 110 C for
24 hours.

Suggested reading for students:

S.K KHANA (Traffic and transportation)

Web links: https://www.youtube.com/watch?v=U7xJrhJsOMI

Precaution:
1. The mass of the sample should be accurate at all stages
2. The sample should be free from the foreign material.
3. The large fragments should be wiped individually.
4. Avoid evaporation during surface drying operation.

Observation Tables:
Observation Reading

4
 Calculations:

Specific gravity = W4 / [W4 – (W3 – W2)]

Water absorption = mass of moisture / mass of oven dry sample * 100

Result and Discussion

Learning Outcomes (what I have learnt): to be written by the students in 50-70

words

To be filled in by Faculty

Sr. No. Range (Scale from 1-10, 1 for very poor Marks Max. Marks
and 10 excellent)
obtained
1 Response of the students 20

2 Information regarding conclusion 20

3 Submission of experiment, Cleanliness 10

and discipline
Faculty’s signature Overall marks
obtained

5
 Experiment No. 2

Experiment: Determination of the fineness modulus and gradation of

aggregates by Sieve. Analysis of Aggregates

Apparatus: 1.Sieves of different sizes – 80mm, 63mm, 50mm,

40mm,31.5mm, 25mm, 20mm, 16mm, 12.5mm, 10mm, 6.3mm,4.75mm,
3.35mm, 2.36mm, 1.18mm, 600μm, 300μm,150μm and75μm.
2. A weighing balance is required which should have a least count of 0.1% of
the weight of sample to be tested. The sample to be tested should not weight
less that as described beneath:-

3. The sample to be taken for testing should be taken out from a bigger sample
and randomly should be chosen from the heap.

Procedure
1. At a temperature ranging from 110 + 5°C the test sample is heated and dried
at constant weight and then weight of sample id taken. After that sample needs
to be sieved by the above mentioned set of I.S sieves.

2. When sufficient sieving is done by manual of by mechanical method, the

sample material which is retained on each sieve is weighed on the weighing
balance. Cumulative amount or weight of sample which passes through every
sieve is found out as percentage of the aggregates total weight. After doing this
fineness modules can be obtained by adding cumulative % of sample aggregates
retained on every sieve and dividing the total weight sum by 100.

6
Reporting of Results: Result need to be obtained and presented as:

1 .The weight passing from each sieve is presented as cumulative %weight of

total sample.

2. The % by weight of the whole sample of aggregates passing from one sieves
and retained on the lower sieve with smaller size, to closest upto 0.1 percent.
The output so obtained by above steps is generally plotted or represented
graphically on a semi-log graph which has particle size shown on abscissa (log
scale) and the % smaller in size as compared to the specified diameter as
ordinate.

Suggested reading for students:

S.K KHANA (Traffic and transportation)

Web links: https://www.youtube.com/watch?v=U7xJrhJsOMI

7
8
Calculations

Result and Discussion

Learning Outcomes: to be filled by the students in 50-70 words.

Sr. No. Range (Scale from 1-10, 1 for very poor Marks Max. Marks
and 10 excellent) obtained
1 Response of the students 20

2 Information regarding conclusion 20

3 Submission of experiment, Cleanliness 10

and discipline
Faculty’s signature Overall marks
obtained

9
 Experiment No.3

Experiment: To find out the combined Flakiness and Elongation Index of

Coarse Aggregates. (According to MORTH)

Apparatus required: Thickness gauge, Length gauge, Sieves of various sizes

63, 50 40, 31.5, 25, 2a 16, 12.5,10 and 6.3mm, Weighing Balance

Material required: Coarse Aggregate.

Learning objective: The students will learn how to check the quality of
aggregates at site and how to segregate them.

Theory
Aggregates which are of a particular size category may have different shapes
which can be either rounded flaky, round, angular or elongated shape of
particles. It can be simply understood that if particles are flaky and elongated
they will for sure have low strength characteristics and durability when put in
context with cubical, rounded or angular particles of the particularly one stone.
That is why particles which are either too flaky or much elongated need not to
be used for construction of roads pavements if possible. The definition of shape
of the aggregates is specified in terms of flakiness and elongation index and
angularity number. Workability of particles decreases if the particles are
elongated and flaky and they can be easily crushed under very low load value as
compared to the aggregates which are round or cubical. This test covers the
procedure for determining the flakiness index and elongation index

The Flakiness index can be expressed as the % by wt. of particles of aggregates

whose minimum dimensional measurement (thickness) is less than three- fifths
(0.6times) of the mean dimension of the whole sample. This test cannot be
performed on size of particles less than 6.3mm.The Elongation index of an
aggregate is the percentage by weight of particles whose greatest dimension
(length) is greater than nine-fifths (1.8times) their mean dimension. This test is
not applicable for sizes smaller than 6.3mm.The permissible limit of combine
flakiness and elongation index of aggregates are 30% of total weight of
aggregate

10
Procedure
1. As a first step we need to sieve the sample of aggregates through Sieves as
given in table.

2. 200 pieces of each fraction from different sizes should be taken as a

minimum for the test.

3. To get the flaky aggregates material, pass each fraction of aggregates for
thickness on a thickness gauge. The size of the slot for test should be taken with
respect to dimensions specified in column 4 of the table provided for the
accurate size of the sample material.

4. Now the particles passing the thickness gauge are weighted to an accuracy of
at least 0.1 % of the sample of aggregates.

5. In order to differentiate elongated particle, now the elongated particle is

separated from remaining non flaky material by using length gauge.

6. Separation of aggregates which are elongated- each fraction shall be checked

separately for length of particles on the length gauge provided..

7. Weighting of particles which are found to be elongated- the total particles

which do not pass by the length gauge need to weigh to a precision of at least
0.1 % of the weight of the total aggregates sample.

Suggested reading for students:

S.K KHANA (Traffic and transportation)

Web links
https://www.youtubbe.com/watch?v=acfJIG9o8iw

Formulas
Flakiness Index = (X1+ X2+…..) / (W1 + W2 + ….) X 100
Elongation Index = (Y1 + Y2 + …) / (W1 + W2 + ….) X 100

11
Precautions
1. Weigh aggregates carefully.

2. Sieving of aggregates needs to be done uniformly

12
Calculations

Results and Discussion

Learning outcome

Sr. No. Range (Scale from 1-10, 1 for very poor Marks Max. Marks
and 10 excellent) obtained
1 Response of the students 20

2 Information regarding conclusion 20

3 Submission of experiment, Cleanliness 10

and discipline
Faculty’s signature Overall marks
obtained

13
 Experiment No. 4

Experiment: To determine the aggregate crushing value of coarse aggregates as per IS: 2386
(Part IV) - 1963.

Apparatus

i) Cylindrical measure and plunger

ii) Compression testing machine

iii) I.S Sieves of sizes - 2.5mm, 10mm and 2.36mm.

Learning Objectives

The principal mechanical properties required in stones are :

1. Satisfactory resistance to crushing under the roller during construction

2. Adequate resistance to surface abrasion under traffic.

3. Aggregates used in road construction, should be strong enough to resist crushing

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

Procedure

1. The aggregates passing through 12.5mm and retained on 10mm IS Sieve are oven-dried
at a temperature of 100 to 110 C for 3 to 4 hrs.

2. The cylinder of the apparatus is filled in 3 layers, each layer tamped

with 25 strokes of a tamping rod.

3. The weight of aggregates is measured (Weight 'A').

14
 4. The surface of the aggregates is then levelled and the plunger inserted.

5. The apparatus is then placed in the compression testing machine and loaded at a uniform
rate so as to achieve 40T load in 10 minutes. After this, the load is released.

6. The sample is then sieved through a 2.36mm IS Sieve and the fraction passing
through the sieve is weighed (Weight 'B').

7. Two tests should be conducted.

Suggested reading for students:

S.K KHANA (Traffic and transportation)

Web link: https://www.youtube.com/watch?v=lE7LFOuG

Result

Aggregate crushing value = (B/A) x 100%

The result should be recorded to the first decimal place and the mean of the two results should
be reported.

Observation Tables

Observation A B (B/A) x 100% Aggregate

crushing value

15
Attach Graph: (if applicable)

Calculations:

Result and Discussion

The Aggregate crushing value obtained is: _______________

Limits
The aggregate crushing value for cement concrete pavement shall not exceed 30%.
The aggregate crushing value for wearing surfaces shall not exceed 45%.

Learning Outcomes (what I have learnt): to be written by the students in

50-70 words.

To be filled in by Faculty

Sr. No. Range (Scale from 1-10, 1 for very poor Marks Max. Marks
and 10 excellent)
obtained
1 Response of the students 20

2 Information regarding conclusion 20

3 Submission of experiment, Cleanliness 10

and discipline
Overall marks
Faculty’s signature obtained

16
 Experiment No. 5

Experiment: To determine the aggregate impact value of coarse aggregates as per

IS: 2386 (Part IV) - 1963.

Apparatus

(i) Impact testing machine conforming to IS: 2386 (Part IV) - 1963 (ii) IS
Sieves of sizes -12.5mm, 10mm and 2.36mm (iii) A cylindrical metal measure
of 75mm dia. and 50mm depth
(iv) A tamping rod of 10mm circular cross section and 230mm length, rounded at
one end (v) Oven

Learning Objectives

1. To determine the impact value of road aggregates with the help of impact
testing machine.
2. To define impact and toughness value.
3. To set up a weighing balance with accuracy.
4. To understand the working and use of thermostatically
controlled chamber.
5. To learn using tamping rod.
6. To analyse the result about utility of road aggregate in terms of aggregate and
impact value.

Preparation of Sample

i) The test sample should conform to the following grading:

Passing through 12.5mm IS
- Sieve 100 %
- Retention on 10mm IS Sieve 100 %

17
ii) The sample should be oven-dried for 4hrs. at a temperature of 100 to 110 C and
cooled.

iii) The measure should be about one-third full with the prepared aggregates and
tamped with 25 strokes of the tamping rod. A further similar quantity of
aggregates should be added and a further tamping of 25 strokes given. The
measure should finally be filled to overflow, tamped 25 times and the surplus
aggregates struck off, using a tamping rod as a straight edge. The net weight of
the aggregates in the measure should be determined to the nearest gram (Weight
'A')

Procedure
1. The cup of the impact testing machine should be fixed firmly in position on
the base of the machine and the whole of the test sample placed in it and
compacted by 25 strokes of the tamping rod.

2. The hammer should be raised to 380mm above the upper surface of the
aggregates in the cup and allowed to fall freely onto the aggregates. The test
sample should be subjected to a total of 15 such blows, each being delivered
at an interval of not less than one second.

Suggested reading for students:

S.K KHANA (Traffic and transportation)

Web link: https://www.youtube.com/watch?v=U7xJrhJsOMI

Reporting Of Results

1. The sample should be removed and sieved through a 2.36 mm IS Sieve. The
fraction passing through should be weighed (Weight 'B'). The fraction
retained on the sieve should also be weighed (Weight 'C') and if the total
weight ( B+C) is less than the initial weight (A) by more than one gram, the
result should be discarded and a fresh test done
18
 2. The ratio of the weight of the fines formed to the total sample weight should
be expressed as a percentage.

3. Aggregate impact value = (B/A) x 100%

4. Two such tests should be carried out and the mean of the results should be
reported.

Observation table

Observation A B B/A B/A*100 Impact

Value

Attach Graph:
(if applicable )

Calculations

19
Result and Discussion

The Aggregate Impact Value is : _______________

Limits: Aggregate Impact Values, (AIV's), below 10 are regarded as strong, and
AIV's above 35 would normally be regarded as too weak for use in road surfaces.

Learning Outcomes (what I have learnt): to be written by the students in 50-

70 words.

To be filled in by Faculty

Sr. No. Range (Scale from 1-10, 1 for very poor Marks Max. Marks
and 10 excellent) obtained
1 Response of the students 20

2 Information regarding conclusion 20

3 Submission of experiment, Cleanliness 10

and discipline
Overall marks
Faculty’s signature obtained

20
 Experiment No. 6

Experiment: To determine the Los Angeles abrasion value for given

aggregate sample (IS 2386 (part iv) - 1963, AASHTO T 96, ASTM C 131).

Apparatus :Los Angeles Abrasion Testing Machine, Abrasive Charge – Cast

iron or steel balls, Test sieve – 1.70 mm IS sieve, Balance of capacity 10 kg,
Oven, Tray

Learning Objective

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 reamed 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. 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. The percentage wear of the
aggregates due to rubbing with steel balls is determined and is known as Los
Angeles Abrasion Value.

Procedure

1) The test sample consists of clean aggregates dried in oven at 105 –

110°C. The sample should conform to any of the grading shown in Table

2) Select the grading to be used in the test such that it conforms to the grading
being used in the construction, to the maximum extent possible.

21
3) Take 5 kg of sample for grading A, B, C & D and 10 kg for grading E, F & G.
Choose the abrasive charge as per Table 6.2 depending on the grading of
aggregates.

4) Place the aggregates and abrasive charge in the cylinder and fix the cover.

5) Rotate the machine at a speed of 30 – 33 revolutions per minute. The number

of revolutions is 500 for grading A, B, C & D and 1000 for grading E, F & G.
The machine should be balanced and driven such that there is uniform
peripheral speed.

6) Stop the machine after desired number of revolutions and discharge material
to a tray.

7) Sieve the entire material on tray through 1.70 mm IS sieve. Weigh the
material retained on 1.70 mm IS sieve correct to one gram.

Suggested reading for students:

S.K KHANA (Traffic and transportation)

Web links : https://www.youtube.com/watch?v=k6wXH50Kwkw

Table 6.1 Grading of test sample

22
 Table 6.2: Selection of Abrasive Charge

Grading No. of Steel balls Weight of charge (g)

A 12 5000 ± 25

B 11 4584 ±25

C 8 3330 ± 20

D 6 2500 ± 15

E 12 5000 ± 25

F 12 5000 ± 25

G 12 5000 ± 25

23
 Observation Tables

Observation W1 g W2 g W1-W2 [(W1 - W2) / Abrasion Value

W1] X 100

Attach Graph: (if applicable)

Calculations

Original weight of aggregate sample = W1 g

Weight of aggregate sample retained = W2 g

Weight passing 1.7mm IS sieve = W1 - W2 g

Los Angeles Abrasion Value = (W1 - W2) / W1 X 100

Result and Discussion

The Los Angeles Abrasion Value is : _______________

24
Recommended value

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:

Learning Outcomes (what I have learnt): to be written by the students in

50-70 words.

25
To be filled in by Faculty

Sr. No. Range (Scale from 1-10, 1 for very poor Marks Max. Marks
and 10 excellent)
obtained
1 Response of the students 20

2 Information regarding conclusion 20

3 Submission of experiment, Cleanliness 10

and discipline
Overall
Faculty’s signature marks
obtained

26
 Experiment 7-A

Experiments: To obtain the penetration value of a sample of bitumen. (IS:

1203: 1978, ASTM D5 – 97, 1997, BS 1426: 2000,)

Apparatus
Water bath
Thermometer – Scale 0 to 44°C, Least scale 0.2°C
Standard Penetrometer

Learning objectives

This test is performed to obtain that how much penetration is caused by a needle
weighting 100gm in a bitumen sample according to IS: 1203 – 1978.The
working principle of the experiment is that the penetration of a needle of
standard weight in the sample of bitumen is depth defined in 10 ths of a
millimeter, which is recoded as the penetration value in accordance to standard
conditions of temperature, load and time

Procedure

1. Bitumen is heated to soften it between the ranges of 75 to 100 °C.

2. Stir the softened sample thoroughly so that dissolved air and water gets
removed.

3. The bitumen sample should be in appropriate quantity so that it fills the

cylindrical mould to a height minimum of 15mm more than the penetration that
can be caused by standard needle used for the test.

4. To let the sample cool and come to room temperature leave it for 1.5 hours in
the atmospheric temperature of 15 to 30 °C.

5. Now place the sample in water bath for 1.5 hours at a temperature of 25 + 0.1
°C.

6. After this when the sample has been cooled to a temperature of 25°C bring it
and keep it on the apparatus. Place the needle of the apparatus in such a way
that the needle just comes in contact with the top of the sample without making
any penetration.

7. The dial gauge reading is to be adjusted to 0.

27
8. The needle assembly is released for 5 second. Note down the reading on the
dial gauge shown in 10ths of a millimeter.

9. Repeat the steps given above thrice and then average the values of
penetration to get the final result.

Suggested reading for students:

S.K KHANA (Traffic and transportation)

Web address for experiment: https://www.youtube.com/watch?v=hqXFPq676iM

Observation table:

Sr. No. Dial Gauge readings Penetration value

1
2
3

Calculations:

Result and Discussion

The mean value is not less than three consistent penetration measurements
(which do not differ by more than the values specified below) is reported as
penetration value.

28
 Penetration value of sample (Range) Max. deviation

0-49 2
50-149 4
150-249 6

Final penetration value (mm):

Learning Outcomes: to be filled by the students in 50-70 words.

Sr. No. Range (Scale from 1-10, 1 for very Marks Max.
poor and 10 excellent) obtained Marks
1 Response of the students 20

2 Information regarding conclusion 20

3 Submission of experiment, Cleanliness 10

and discipline
Faculty’s signature Overall marks
obtained

29
 Experiment 7-B

Experiment: To determine the softening point of a given bitumen sample (IS:

1205, BS200058, ASTM D36-95, 1995, AASHTOT53-06, 2006)

Apparatus
Ring and ball apparatus
Thermometer -Low Range: -2 to 80°C, Graduation
0.2°C High Range: 30 to 200°C, Graduation 0.5°C

Learning Objectives
This test is done to determine the softening point of asphaltic bitumen
and fluxed native asphalt, road tar, coal tar pitch and blown type bitumen as
per IS: 1205 – 1978. The principle behind this test is that softening point
is the temperature at which the substance attains a particular degree of
softening under specified condition of the test

Procedure

Preparation of sample

1. Fill the ring with the sample. Cut off the excess sample by a knife.
2. Heat the material between 75 and 100°C. Remove air bubbles and water by
stirring it and then, filter it through IS Sieve 30, if necessary.
3. Heat the rings and apply glycerin.

4. Now fill the material in rings and cool it for 30 minutes.

5. Use a warmed, sharp knife to remove the excess material.

For Materials of softening point below 80°C

1. Assemble the apparatus with the rings, thermometer and ball guides in
position.

2. Fill the beaker with boiled distilled water at a temperature 5.0 ± 0.5 °C per
minute.

30
3. With the help of a stirrer, stir the liquid and apply heat to the beaker at a
temperature of 5.0 ± 0.5 °C per minute.

4. Apply heat until the material softens and allow the ball to pass through the
ring.

5. Record the temperature at which the ball touches the bottom, which is nothing
but the softening point of that material.

For Materials of softening point above 80 °C

The procedure is the same as described above. The only difference is that
instead of water, glycerin is used and the starting temperature of the test is 35
°C.

Suggested reading for students:

S.K KHANA (Traffic and transportation)

Web links : https://www.youtube.com/watch?v=-yBXl4z70mI

Results
Softening point (°C) = the temperature at which the ball touches the bottom =

Result and Discussion

31
As per BIS the requirements of softening point for paving bitumen are as
follows:

Paving Grades

Property
VG10 VG20 VG30 VG40

Softening point
°C, Min 40 45 47 50

Learning Outcomes (what I have learnt): to be written by the students in

50-70 words.

To be filled in by Faculty:

Sr. No. Range (Scale from 1-10, 1 for very poor Marks Max. Marks
and 10 excellent) obtained
1 Response of the students 20

2 Information regarding conclusion 20

3 Submission of experiment, Cleanliness 10

and discipline
Faculty’s signature Overall marks
obtained

32
 Experiment No. 8

Experiment: To determine the ductility of a given sample of bitumen (IS: 1208 –

1978; ASTM D113-07, 2007; AASHTO T51-08, 2008)

Apparatus
Standard briquette mould Water bath
Testing machine
Thermometer – Range 0 to 44°C, Graduation 0.2°C

Learning Objectives:
This test is done to determine the ductility of distillation residue of cutback
bitumen, blown type bitumen and other bituminous products as per IS: 1208 –
1978.
The principle is : The ductility of a bituminous material is measured by the
distance in cm to which it will elongate before breaking when a standard
briquette specimen of the material is pulled apart at a specified speed and a
specified temperature.

Procedure
1. Heat the bituminous material to be tested to a temperature of 75 to
100°C above the approximate softening point until it becomes thoroughly
fluid.

2. Assemble the mould on a brass plate (Figure 9.2).

3. Thoroughly coat the surface of the plate and the interior surfaces of the
sides of the mould with a mixture of equal parts of glycerin and dextrin to
prevent the material under test from sticking to the surface.

4. Pour the material in a thin stream back and forth from end to end of the
mould until it is more than level full.

5. Leave it to cool at room temperature for 30 to 40 minutes and then place

it in a water bath maintained at the specified temperature for 30 minutes.

6. Now, remove the excess bitumen by means of a hot, straight-edged

putty knife or spatula to make the mould just level full.

33
 7. Place the brass plate and mould with briquette specimen in the water
bath at the specified temperature for about 85 to 95 minutes.

8. Remove the briquette from the plate; detach the side pieces and
the briquette immediately.

9. Attach the rings at each end of the two clips to the pins or hooks in the
testing machine and pull the two clips apart horizontally at a uniform
speed, as specified, until the briquette ruptures.

10. Measure the distance in cm at which the rupture occurs.

Note: While the test is being done, make sure that the water in the tank of the
testing machine covers the specimen both above and below by at least
25mm and the temperature is maintained continuously within ± 0.5°C of
the specified temperature.

Suggested reading for students:

S.K KHANA (Traffic and transportation)
Web link: https://www.youtube.com/watch?v=hqXFPq676iM

Observation Tables

Grade of bitumen
No. Ductility

34
Calculations

Result and Discussion:

Requirements as per BIS for paving bitumen

Property VG10 VG20 VG30 VG40

Ductility at 75 50 40 25
25oC, cm min.
after thin film
oven test

Note: A normal test is one in which the material between the two clips pulls
out to a point or to a thread and rupture occurs where the cross-sectional
area is minimum. Report the average of three normal tests as the ductility of
the sample, provided the three determinations are within ± 0.5 percent of their
mean value.

If the values of the three determinations do not lie within ± 0.5 percent of
their mean, but the two higher values are within ± 0.5 percent of their mean,
then record the mean of the two higher values as the test result.

35
Ductility (cm) (Average of the three readings) =

Learning Outcomes (what I have learnt): to be written by the students in

50-70 words.

To be filled in by Faculty:

Sr. No. Range (Scale from 1-10, 1 for very poor Marks Max. Marks
and 10 excellent)
obtained
1 Response of the students 20

2 Information regarding conclusion 20

3 Submission of experiment, Cleanliness 10

and discipline
Overall marks
Faculty’s signature obtained

36
 Experiment 9

Experiment: To determine the inflammability of particular bitumen.

(IS: 1209-1978, BS2000-58, 1958, ASTM D36-95, 1995, AASHTO T53-
06, 2006)

Apparatus
Cleveland apparatus
Thermometer: at the lower end -7 to 110o C, gradation 0.5o C

-at the higher end: 90 to 370o C, gradation 2o C

Theory
The test was conducted to determine the flash point and the focal point of
a particular sample of asphalt bitumen. The principle used for this test is
as follows:

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Burning Point: The flashpoint of a substance is defined as the minimum
temperature at which the orientation of practical flames produce the
fumes from the substance randomly catch flames in the form of a flash
under mentioned conditions of practical.

Fire Point: The fire stage is the minimum temperature at which

orientation of the test flame produces substance to burn at minimum for
5seconds under proper test state.

Procedure

Ignition Point
1) Heat the asphalt b/w 75 and 100º C & eliminate air bubbles and
water by rousing the sample.
2) Fill the jar with the asphalt to be verified up to the spot & place the
jar on bath. Fix open clip, insert the thermometer of high or little range as
per obligation and also the stirrer, to stir the sample.

3) Bright the test flare and source heat at such a rate that the
temperature intensification, documented using a thermometer is neither
less than 5ºC nor more than 6ºC per miniature.
4) Memo the temp. at which first flash appears when test blaze is
bought close to the surface of the substantial. This temp. is recorded as
flashy point temp.

Fire Point
5) After flashy point is obtained, heating system must be continual at
such a rate that the rise in temp. documented by thermometer is b/w 5
ºC to 6 ºC neither less nor greater than the respective values.
6) Bright a test flame and adjust it. Adjust it in such a way that it is of the
size of a drip 4 mm in thicknesses.
7) At last record that thermometer at which the claim of test flame causes
the substance to burn and burn for at minimum 5 seconds. This
temperature is noted as Burning point temperature.

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Optional analysis for scholars:
Khanna.S.K. (Traffic and transportation)

Safety measures
1) The test-flame will neither be greater than specified nor will it be
practical more recurrently than quantified as the superficial layer is
liable to be above heated to normal.

Result and Discussion

Flashy point temperature (ºC) =

Burning point temperature (ºC) =
Flashy theme less than 23ºC is hazardous and highly combustible. The
safe value is bigger than 60ºC.

Learning outcome (what I have learnt): to be inscribed by the pupils

in 50-70 words.

To be filled in by Faculty:

Sr. No. Range (Scale from 1-10, 1 for very poor Marks Max.
and 10 excellent) obtained Marks

1 Response of the students 20

2 Information regarding conclusion 20

3 Submission of experiment, Cleanliness 10

and discipline
Overall marks
Faculty’s signature obtained

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 Experimentation No. 10

Experiment: Determine the CBR value of sub grade soil to evaluate its load bearing
capacity

Apparatus:-

1. Cylindrical mould of dia. 150mm & length of 175 mm, provided with a removable
postponement collar 50mm long/tall & a removable perforated baseplate 10 mm
thick.
2. Piece disc of dimensions as 148mm dia. and 47.7mm in height with the handle.
3. Metal rammers weighing 4.89 kg with a maximum drop of 450mm.
4. One annular metal weight and several other slotted weights of about 2.5kg each,
147mm dia. with mid hole 53mm dia.
5. Loading Machine of capacity of minimum 5000kg along with a movable head or
base that moves at a uniform_ rate of 1.25mm/min.
6. Penetration plunger of 50mm dia. & minimum of 100mm in length & 2 dial-gauges
reading to 0.01mm.
7. Miscellaneous apparatus like mixing bowl, scales soaking tank, drying oven, filter
paper, containers, etc.

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 Figure 2: Setup for CBR test.

PREPARATION OF TEST SAMPLE

3.1 Preparation of Remolded Sample

Prepare the remolded sample at Proctor’s maximum field density. Maintain the sample at
an optimum moisture content required. The material to be used should pass through 20mm
I.S. sieve but it should retain on 4.75mm I.S. Sieve. Prepare the sample by active
compaction.

3.2 Dynamically Compacted Sample

1. Take 5 kg of the sample in a mingling pan. Mix water to the earth in the amount such
that the moisture amount of the sample is either equal to field moisture content or
optimal moisture content as wanted. Mix the earth and water equally.
2. Clamp the mould along with allowance collar to the baseplate. Keep the coarse filter
paper on top of spacer disc. Drop the soil-water mix in mould as such that amount
that after compaction about 1/5 of the mould is packed.
3. Give 56 blows with the rammer considering 4.89kg tumbling through 450mm in five
layers evenly spread on the surface.
4. Eliminate the collar and trim off excess soil with the help of a conventional edge.
Eradicate sordid plate, spacer disc and filter paper and note down the weight of
mould and compacted specimen.

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 5. Take coarse filter paper on the punched base plate and invert the specimen mould
encompassing compacted soil and clamp it to base_ plate.

PROCEDURE

1. Keep the mould with base plate in place on the testing machine. Extra weights,
adequate to produce concentration of loading equal to weight of the base substantial
and pavement shall be placed on the sample.

2. 2.5kg annular bulk shall be placed on soil top prior to seating the penetration plunger
to prevent disorder of soil into the hole of the extra weights.

3. Carry the penetration plunger in exchange with soil and apply a seating load of 4kg
so that full contact b/w soil and plunger is established. Take this as zero load.

4. Arrange the weight and distortion gauges to zero.

5. Apply load so that dissemination rate is 1.25mm/minute. Record load at penetration

of 0, 0.5, 1, 1.5, 2, 2.5, 4, 5, 7.5, 10 and 12.5mm. The maximum load has to be
recorded if it occurs at less than 12.5 mm.

CALCULATION OF TEST CONSEQUENCES

1. The weight penetration curve shall be plotted. This curve is usually convex above
although the opening portion of the curve may be convex downhill due to surface
loopholes. A correction shall then be applied by sketch a tangent to the point of
greatest slope and then rearranging the axis of the load so that zero penetration is
taken as the point where the tangent cuts the alliance of penetration. The modified
load penetration curve would then contain of the tangent from the new source to
the point of tangency on the recited curve and then the arc itself.
2. Calculate CBR value as below:
CBR = (Pt / Ps) X 100

Where,
Pt = corrected unit (or total) test load corresponding to the chosen penetration
from the load penetration curve, and
Ps = unit (or total) standard load for the same depth of penetration as for P t taken
from the Table 1.

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Mostly, the CBR value at 2.5 mm saturation will be greater than that at 5 mm penetration
and in such a case; the former shall be taken as the CBR value for design purposes. If the
CBR value corresponding to a penetration of 5 mm exceeds that for 2.5 mm, the test shall
be repeated. If identical results follow, the CBR conforming to 5 mm penetration shall be
taken for design.

43
Recommended analysis for pupils:

S.K KHANA (Traffic and transportation)

Web links: https://www.youtube.com/watch?v=8mdSmB3CtZM

OBSERVATION AND CALCULATION

Type of Sample = Remolded

Condition of specimen = Dynamic Period of soaking = Unsoaked

Specimen Data

i. Weight of Dry Soil

Wt. of Mould + Wet Soil
ii. Wt of Empty Mould
iii. Average water content
iv. Dry Density

Penetration Data
a) Surcharge wt. used = 2.5 kg
b) Seating Load = 4.0 kg

44
Sr No Penetration, mm Reading of Load Load, N
Measuring Device
1 0
2 0.5
3 1.0
4 1.5
5 2.0
6 2.5
7 4.0
8 5.0
9 7.5
10 10.0
11 12.5

45
Load corresponding to 2.5 mm penetration = -- N
Load corresponding to 5 mm penetration = -- N
CBR value at 2.5 mm penetration = -- %
CBR value at 5 mm penetration = --%
So, the CBR value for a given sample of soil = --%

Learning Outcome

To be filled in by Faculty

Sr.No. Range (Scale from 1-10, 1 for very poor Marks Max.
and 10 excellent) obtained Marks
1 Response of the students 20

2 Information regarding conclusion 20

3 Submission of experiment, Cleanliness and 10

discipline

Faculty’s signature Overall marks

obtained

46