For the safe and proper designing of highway, good knowledge about types of road material and related to its test is essential.

1. Types of road materials and
Tests
DIPLOMA
IN
CIVIL ENGINEERING
AKASH KUMAR -1411518002

2. 1.SOIL
2.AGGREGATE
3.BITUMEN
4.CEMENT
TYPES OF TEST ON ROAD MATERIAL
1.Test on soil sub grade- C.B.R. Test.
2.Test on Aggregate – Los Angeles abrasion,
impact test, shape test.
3.Tests on bitumen- Penetration, Ductility and
Softening point test.
4. Test on cement concrete- Workability Tests,
Air content test, Setting Time.

3. SOIL
• In the structure of highway,
embankment and subgrade are to be
constructed with soil.
• The soil is considered as one of the
principal highway materials
• Soils are mainly of mineral matter
formed by the disintegration of rocks,
by the action of water, frost,
temperature and pressure.

4. BASIC CHARACTERISTICS OF SOIL
•Soil are based on individual grain size,
gravel, sand, silt, and clay
• The characteristics of soil grains
depend upon the size, shape, texture,
chemical composition and electrical
charges on the surface of fine soil
particles.
• Moisture and dry density influence
the engineering behavior of soil mass

5. DESIRABLE PROPERTIES
If a soil is to be used as highway
material, it should possess the
following properties:
1. Stability
2. Incompressibility
3. Permanency of strength
4. Minimum changes in volume and
stability
5. Good drainage
6. Ease of compaction

6. FUNCTION OF OF SOIL AS HIGHWAY
MATERIAL
I. To act as integral part of road
pavement.
II.To provide stability and durability of
road.
III.To provide adequate support to the
road.
IV.To provide proper drainage to the rain
water.

7. CBR TEST
• The California Bearing Ratio (CBR) test
was developed by the California state
highway department to evaluate the
strength of subgrade soil, stone
aggregates and other pavement
materials
• The CBR test method also standardized
by BIS.
• CBR test results cannot be related
accurately with any fundamental
property of soil or pavement material.

8. Principle:
The basic principle is by causing penetration
with a cylindrical plunger of 50mm diameter into
the specimen of soil/ pavement material at a
rate of 1.25mm per minute.
CBR TEST (CONTD.)
• The loads required for 2.5mm and 5.0mm
penetration of the plunger into the soil tested are
recorded.
• The CBR value of the material tested is expressed
as a percentage of standard load value in a
standard material.
• The standard values given below may directly be
used to compute the CBR value of the test material.

9. Penetration (mm) Standard load (kg) Unit standard load
(kg/cm2)
2.5 1370 70
5.0 2055 105
CBR METHOD -LABORATORY
EQUIPMENT MODEL

11. APPARATUS
• Mould of 150mm diameter, with a base plate and
collar
• A loading frame with a cylindrical plunger of
50mm diameter
• Dial gauge to read deformation
• Proving ring attachment
CBR TEST PROCESS
• The specimen in the mould is compacted to
maximum dry density at the optimum moisture
content. After subjecting the specimen for soaking
of four days, the swelling and water absorption
values are noted.
• The values are noted corresponding to
penetration values of 0.0, 0.5, 1.0, 1.5, 2.0, 2.5,
3.0, 4.0, 5.0, 7.5, 10.0 and 12.5mm.

12. 𝑙𝑜𝑎𝑑 𝑎𝑡 2.5 𝑜𝑟 5.00𝑚𝑚 𝑝𝑒𝑛𝑒𝑡𝑟𝑎tion 𝑋 100
𝑠𝑡𝑎𝑛𝑑𝑎𝑟𝑑 𝑙𝑜𝑎𝑑 𝑎𝑡 𝑐𝑜𝑟𝑟𝑒𝑠𝑝𝑜𝑛𝑑𝑖𝑛𝑔 𝑝𝑒𝑛𝑒𝑡𝑟𝑎𝑡𝑖𝑜𝑛
CBR (%) =
• CBR test is an arbitrary strength test,
hence cannot be used to evaluate the soil
properties like cohesion, angle of internal
friction or shear resistance
• Presence of coarse grained particles would
result in poor reproducibility of CBR results.
Material passing 20mm sieve is only used in
the test.
https://youtu.be/fCmMW73rP64

14. AGGREGATE
Aggregate is a collective term for the miniral
material such as sand, gravel, and crushed stone
that are used with a binding medium (such as
water, bitumen, Portland cement, lime, etc.) to
form compound materials (such as bituminous
concrete and Portland cement concrete).
 It is the major component of contruction material
which is used in highway.
 It have ability to bear the stress occuring on the
road and also resist the load.
 It is used in granular bases and sub-bases,
bituminous construction and in ciment concrete.

15. Types of road aggregate
Crushed stone aggregate- This type road
aggregate is obtained by crushing of stones by
using jaw and roller crusher to the required size.
Common stones used for aggregate as basalt,
granites, limestones etc.
Gravel- These are the rounded and smooth
pebbles or rock fragments above 2mm size. Gravel
or harder rocks of 5 to 10cm in dimeter are use for
road aggregates. For e.g. Streambed gravels,
glacial gravel, beach gravel.

16. SAND- It is natural material which is gain from the
wheathring of sand stone. It consists of angural,
irregural or rounded losses grain of silica fassing
10mm IS sieve, It may be natural sand or artificial
sand e.g. River sand, sea sand, nala sand.
SALAG- It consists of a number of alumino
silicates of calcium and magnesium minerals that
are formed in some basic igneous rocks. It is
usually obtained as a byproduct from blast furnace
and it is use as road aggregate.

17. LOS ANGELES ABRASION TEST
This is very popural test for measuring the
abraision resistance of aggregate. The top layers of
a pavement get abraded due to the movements of
tyres. A material which is very abrasion resistant,
has a long life. The test has been standerdized in
India (IS-2386-PART-4)

18.  The machine consists of a circular drum of internal
diameter 700mm and length 500mm mounted on a
horizonta axis enabling it to be rotated. An abrasive charge
consisting of cast iron spherical balls of 48mm dial and
weight 390 to 450gm is placed in the cylender along with
aggregates. The weight and no. Abrasive sphere varries a/c
to the grading of sample. Fig. 4.4 shows los angeles
abrasion testing machine.
 The quantity of aggregate to be used depends upon the
gradation and is 5 to 10kg. The cylender is rotated @ of
30-33km/h for 500-1000 revolutions(depend upon the
material)
 After the specified revolutions, the material passing
through 1.7mm size sieve is separated. The weight of this
material expressed as percentage of the total weight of the
sample is known as the los angeles abrasion value.

19. PROCEDURE –
 Aggregate sample weighing 5kg or 10kg
depending on the grading is put in the machine
along with the abrasive charge.
 The machine is rotated at a speed of 33r.p.m. for
the specific number of revolutions 500 or 1000
depending on the grading of aggregate.
 Now the sample is taken out of the machine and
sieve through 1.7mm sieve and the weight of
aggregate passing through 1.7mm seieve is
determined. Let this weight be W2 kg.

20. Where W1 is the weight of sample put in the
machine.
•For cement concrete construction, abrasion value
should not be more than 16 percent
•For bituminous mixes, Los angeles abrasion value
for surface courses may be allowed upto 30
percent and
•For base courses, this value allowed upto 50% and
this test is more dependable than the other test.

21. IMPACT VALUE OF AGGREGATE
The aggregate impact value gives a relative
measure of the resistance of an aggregate to
sudden shock or impact, which in some aggregates
differs from its resistance to a slow compressive
load.
Objective
To determine the aggregate impact value in
highways against motion of vehicle.
Apparatus Required
1. weighing machine

22. 2: Sieves
3: Impact Testing machine

23. Procedure
1. The test sample shall consist of aggregate the whole of
which passes a 12.5 mm IS Sieve and is retained on a 10
mm IS Sieve. The aggregate comprising the test sample
shall be dried in an oven for a period of four hours at a
temperature of 100 to 110°C and cooled.
2. The measure shall be filled about one-third full with the
aggregate and tamped with 25 strokes of the rounded
end of the tamping rod. Further similar quantity of
aggregate shall be added and a further tamping of 25
strokes given. The measure shall finally be filled to
overflowing, tamped 25 times and the surplus aggregate
struck off, using the tamping rod as a straight edge. The
net weight of aggregate in the measure shall be
determined to the nearest gram (Weight A).

24. 3. The impact machine shall rest without wedging or
packing upon the level plate, block or floor, so that
it is rigid and the hammer guide columns are
vertical.
4. The cup shall be fixed firmly in position on the base
of the machine and the whole of the test sample
placed in it and compacted by a single tamping of
25 strokes of the tamping rod.
5. The hammer shall be raised until its lower face is
380mm above the upper surface of the aggregate in
the cup, and allowed to fall freely on to the
aggregate. The test sample shall be subjected to a
total of 15 such blows each being delivered at an
interval of not less than one second.

25. 6. The crushed aggregate shall then be removed
from the cup and the whole of it sieved on the
2.36mm IS Sieve until no further significant
amount passes in one minute. The fraction
passing the sieve shall be weighed to an
accuracy of 0.1 g (Weight. B).
7.The fraction retained on the sieve shall also be
weighed (Weight C) and, if the total weight (C+B)
is less than the initial weight (Weight A) by more
than one gram, the result shall be discarded and
afresh test made. Two tests shall be made.

26. 5. Calculation
1.The ratio of the weight of fines formed to the
total sample weight in each test shall he
expressed as an percentage, the result being
recorded to the first decimal place:
Aggregate Impact Value = (B/A) X 100
where A = weight in g of saturated surface - dry
sample,
B = weight in g of fraction passing through 2.36
mm IS Sieve

27. SHAPE TEST OF AGGREGATE
OBJECTIVE
To determine the flakiness and elongation indices of the
given aggregate sample.
INTRODUCTION
The particles shape of aggregates is determined by the
percentages of flaky and elongation particles. Flaky and
elongation particles are considered undesirable as they
cause weakness of the pavement. Rounded aggregates are
preferred in cement concrete pavements as the workability
of concrete improves. Regular shapes of particles are
desirable for granular base course due to increased stability
desired from better interlocking. When the shape of
aggregates deviates more from the spherical shape, as in
the case of angular, flaky and elongation aggregate the void
content increase and hence the grain size distribution of the
aggregates has to be suitable altered in order to obtain
minimum voids in the dry mix on the maximum density.

28. THEORY-
Flakiness index
Aggregate particles are classified as flaky when they have a
thickness (smallest dimension) of less than 0.6 of their
mean sieve size. The flakiness index of an aggregate
sample is found by separating the flaky particles and
expressing their mass as a percentage of the mass of the
sample tested. This test is not applicable to aggregate
passing 6.30mm sieve and retained as 63.0mm sieve.
Elongation index
Aggregate particles are classified as elongation when they
have a length (greatest dimension) of more than 1.8 of their
mean sieve size. The elongation index is found by
separating the elongation particles and expressing their
mess as a percentage of the mass of sample tested. The
test is not applicable to material passing 6.30 mm sieve or
retained on 50 mm sieve.

29. APPARATUS
1. Metal thickness gauge
2. Test sieve size 63mm, 50mm, 37.5mm, 28mm, 20mm,
14mm, 10mm, 6.3mm

30. 3. Digital balance
4. Aggregate sample

31. PROCEDURE
1.The sieve sample with sieves mentioned in Table 7.1.
Weight each of the individual size fractions retained on
these sieve, other than the 63.0 mm sieve and store them in
separate trays marked with their size.
2. Gauge each fraction from the respective slots in the
thickness gauge weigh pieces which pass through the slots.
3. Each sample is gauge in turn of thickness on metal gauge
4. The passing material of each sample is weighed

32. 100%
PASSING
100%
RETAINED
MASS
PASSING(g)
MASS
RETAINED
63mm 50mm 0 0
50mm 37.5mm 69 0
37.5mm 28mm 0 0
28mm 20mm 0 97.8
20mm 14mm 11.6 83.6
14mm 10mm 28 1465.1
10mm 6.3mm 54 281.8
NOMINAL APERTURE SIZE THICKNESS GAUGE
TOTAL WT. 114g 1928.3g
ALL TOTAL WT 2042.3g
DATA

33. CALCULATION
Flakiness index (%) =
= (114/2042.3)*100
= 5.6%
𝑀𝐴𝑆𝑆 𝑃𝐴𝑆𝑆𝐼𝑁𝐺
𝑇𝑂𝑇𝐴𝐿 𝑊𝐸𝐼𝐺𝐻𝑇
𝑋 100

34. Bituminous materials are one of the oldest and most widely
used construction materials. While their components are
obtained from finite resources, these materials have long
been known as sustainable products due to their capacity to
extend their serviceable lives through reclaim, reuse and/or
the recycling processes.
Asphalt bitumen is a binding organic material
made from the by-products of refined crude oil. It is used
in road construction because it is easy to produce, reusable,
non-toxic, and a strong binder.
BITUMINOUS-
The bitumen can be classified into the following grade
types:
1) Penetration Grade Bitumen.
2) Oxidized Bitumen Grades.
3) Cut Back Bitumen.
4) Bitumen Emulsion.
5) Polymer Modified Bitumen.

35. FUNCTION
The bitumen has a highly adhesive nature, which
keeps the materials in the road mix bind together
under strong bonds. These become stronger when
the mix is set i.e. ready for vehicle movement.
DETERMINATION OF PENETRATION
DEFINITION
Penetration of a bituminous material is the
distance in tenths of millimeter that standard
needle will penetrate vertically into a sample under
standard conditions of temperature, load and time.

36. APPARATUS
Standard Penetration apparatus
A metal or glass cylindrical flat-bottomed container
essentially with the following dimensions
Diameter 55mm
Internal depth 35mm

37. Needle shall be made up of straight, highly polished,
cylindrical, hard steel rod.
Water bath 10 liters capacity thermostatically Controlled
and maintained within the temperature of 25
Thermometer capable of reading temperature up to 250C.
PROCEDURE
Soften the material to a pouring consistency at a
temperature not more than 60C for tars and pitches and not
more than 90C for bitumen above the approximate
respective softening points.
Stir it thoroughly until it is homogeneous and free from
air bubbles and water.
Pour the melt in to the container to a depth of at least
10mm in excess of the expected penetration.

38. Protect the sample from dust and allow it to cool in
atmosphere at a temperature between 15 to 30 C for 11/2
to 2hours for 45mm deep container and 1 to 11/2 hours for
35mm deep container.
Unless otherwise specified carry out testing at a
temperature of 25 + 0.1C.
Place it along with the transfer dish in the water bath at
25 + 0.1C and allow it remain for 11/2 to 2hours for 45mm
deep container and 1 to 11/2 hours for 35mm deep
container.
Fill the transfer dish with water from the water bath to a
depth sufficient to cover the mould completely.
Remove the transfer dish along with the mould from water
bath after specified period of time and put on stand.

39. Adjust the needle (previously washed, cleaned well with
benzene and dried) just to make contact with the surface of
the sample.
The sum of the weights of the needle, carrier and super
imposed weights i.e. The total moving weight shall be 100
0.25grams.
Bring the pointer to zero.
Release the needle for five seconds and measure the
distance penetrated.
Make at least three determinations at points on the
surface of the sample not less than 10mm apart and not
less than 10mm from the side of the dish.

40. After each test, return the sample and transfer dish to the
water bath and wash the needle with benzene and dry.
In case of material of penetration greater than 225 make
three determinations on each of two identical test
specimens using a separate needle for each determination,
leaving the needle in the sample on completion of each
determination to avoid disturbance of the specimen.
REPORT
Express the depth of penetration of the needle in tenths
of mm.
The value of penetration reported shall be the mean of not
less than three
determinations whose values do not differ by more than the
difference given
below

41. Penetration Maximum difference
0 to 49 2
50 to 149 4
150 to 249 6
250 and above 8
PRECISION
The duplicate results should not differ by more than the
following
Penetration Repeatability Reproducibility
Below50 1 Unit 4 Units
Above50 3% of their mean 8% of their mean

42. DUCTILITY TEST OF BITUMEN
STANDARD
IS: 208-1978.
DEFINTION
The ductility of bituminous material is the distance in
centimeters to which it will elongate before breaking when a
briquette specimen of the materials is pulled at a specified
speed and at specified temperature.
APPARTUS
Testing machine
Mould made up of brass
Water bath preferably with a thermostat, 10lit capacity
and maintained with in
0.10C of the specified temperature
Thermometer 2500C capable of reading up to 0.010C.

43. PROCEDURE
Unless otherwise specified this test shall be conducted at
a temperatures of 27 +0.5C and at a rate of pull of 50 +
2.5mm /min.
Melt the bitumen to be tested to a temperature of 75 to
1000C above its approximate softening point till it becomes
fluid.
Assemble the mould on a brass plate and coated on all
the sides with a mixture glycerin and dextrin of equal parts
to avoid sticking of the material.
Fill the mould until it is more than level full.
In filling the mould, pour the material in a thin stream
back and forth from end to end of the mould.

44. Leave it to cool room temperature for 30 to 40 minutes
and than place it in water bath maintained at a specific
temperature for 30 minutes.
Cut off excess bitumen by means of hot straight edged
putty knife level full.
Place the brass plate and mould with briquette specimen,
in the water-bath and keep at the specified temperature for
about 85 to 95 minutes.
Remove the briquette from the plate, detach sidepieces
and test the briquette immediately.
While the test is being conducted, make sure that the
water in the tank of the testing machine covers the
specimen above by at least 25mm and is maintained
continuously with in +0.50C of specified temperature.

45. Attach rings at each end of the clips to the hooks in the
testing machine and pull the two clips apart horizontally at
a uniform speed as specified until the briquette ruptures.
Measure the distance in centimeters through which the
clips have been pulled to produce rupture.
At least three determinations shall be made for each test.
Ductility Test

46. REPORT
Report the average of three normal tests as ductility of the
sample, provided that, the three determinations be with in
+ 5% of their mean value.
If the value of three determinations do not lie with in + 5%
of their mean but the two higher value are with in + 5% of
their mean, then record the mean of the two higher values
as the test result.
PRECISION
The duplicate test results should not differ by more than
the values given below
Repeatability Reproducibility
10% of mean 20% of mean
PRECAUTION
In filling the mould care shall be taken to see that no air
bubbles shall be formed, and not to disarrange the parts
and thus distorting the briquette.

47. Cement
A cement is a binder, a substance used for
construction that sets, hardens, and adheres to
other materials to bind them together. Cement is
seldom used on its own, but rather to bind sand
and gravel together. Cement mixed with fine
aggregate produces mortar for masonry, or with
sand and gravel, produces concrete.
The main function of cement is
to act as hydraulic binder, which increases the
bond between fragmented particles, so it can
enable their use in different fields. The resulted
material will have different physical and
mechanical properties from the initial materials.

50. INITIAL AND FINAL SETTING TIME OF
CEMENT
1. Objective
For convenience, initial setting time is regarded as
the time elapsed between the moments that the
water is added to the cement, to the time that the
paste starts losing its plasticity. The final setting
time is the time elapsed between the moment the
water is added to the cement, and the time when
the paste has completely lost its plasticity and has
attained sufficient firmness to resist certain
definite pressure. The temperature of mouldling
room, dry materials and water shall be maintained
at 27 ± 2°C. The relative humidity of the laboratory
shall be 65 ± 5 percent.

51. . Apparatus Required
1: Balance
On balance in use, the permissible variation at a load of
1000 g shall be ± 1.0 g. The permissible variation on new
balance shall be one-half of this value. The sensibility
reciprocal shall be not greater than twice the permissible
variation.

52. 2.vicats Apparatus
vicat apparatus should confirm to IS : 5513-1976. It
consists of an arrangement to hold the plunger of 10 mm
diameter and two other needles which are made to freely
fall into a mould filled with the cement paste and the
amount of penetration of the needles of plunder can be
noted using the vertical graduations from 0 mm to 50 mm.

53. 3: Stop Watch
4. Gauging Trowel
Gauging trowel conforming to IS : 10086-1982

54. 4. Procedure
Preparation of Test Block
1. Prepare a neat cement paste by gauging the cement with
0.85 times the water required to give a paste of standard
consistency. Potable or distilled water shall be used in
preparing the paste. The paste shall be gauged in the
manner and under the conditions prescribed in IS:4031
(Part 4)-1988.
2. Start a stop-watch at the instant when water is added to
the cement. Fill the vicat mould with a cement paste
gauged as above, the mould resting on a nonporous
plate. Fill the mould completely and smooth off the
surface of the paste making it level with the top of the
mould. The cement block thus prepared in the mould is
the test block.
3. Immediately after moudling, place the test block in the
moist closet or moist room and allow it to remain there
except when determinations of time of setting are being
made.

55. Determination of Initial Setting Time
1. Place the test block confined in the mould and resting on
the non-porous plate, under the rod bearing the needle (
C ); lower the needle gently until it comes in contact with
the surface of the test block and quickly release,
allowing it to penetrate into the test block. In the
beginning, the needle will completely pierce the test
block.
2. Repeat this procedure until the needle, when brought in
contact with the test block and released as described
above, fails to pierce the block beyond 5.0 ± 0.5 mm
measured from the bottom of the mould. The period
elapsing between the time when water is added to the
cement and the time at which the needle fails to pierce
the test block to a point 5.0 ± 0.5 mm measured from
the bottom of the mould shall be the initial setting time.

56. Determination of Final Setting Time
a) Replace the needle (C) of the vicat apparatus by the needle
with an annular attachment (F).
b) 2. The cement shall be considered as finally set when, upon
applying the needle gently to the surface of the test block, the
needle makes an impression thereon, while the attachment
fails to do so.
c) The period elapsing between the time when water is added to
the cement and the time at which the needle makes an
impression on the surface of test block while the attachment
fails to do so shall be the final setting time.
d) 4. In the event of a scum forming on the surface of the test
block, use the underside of the block for the determination.
5. Observation And Recording
a) Weight of given sample of cement is _ _ _ _ gms
b) Volume of water addend (0.85 times the water required to give
a paste of standard consistency) for preparation of test block _
_ _ ml
c) The normal consistency of a given sample of cement is _ _ _ _
%

57. S. No Setting Time (second) Penetration(mm)
1
2
3 Table 1 : Initial and Final Setting Time of Cement
6. Conclusion / Result
1.The initial setting time of the cement sample is
found to be ….. (shall be reported to the nearest
five minutes.)
2.The final setting time of the cement sample is
found to be ….. (shall be reported to the nearest
five minutes.)
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