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Laboratory Instruction Manual - Phase -1
CE 242A: Civil Engineering Materials
Jan 2016
Course Instructors
Dr. Sudhir MisraDr. Syam Nair
Department of Civil EngineeringIndian Institute of Technology Kanpur
(This manual has been prepared with the help of Staff of the Structural Engineering Laboratory and
is meant for Internal Circulation Only)
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S t r u c t u r a l E n g i n
e e r i n g L a b o r a t o r y , D e p a
r t m e n t o f C i v i l E n g i n e e r
i n g , I I T K a n p u r
C E 2 4 2 A : L a b o r a t o r y S c h e d u l e ,
2 n d S e m e s t e r , 2 0 1 5 - 1 6
P h a s e – 1
( 2 : 0 0 P M
t o 4 : 0 0 P M )
M o n d a y B a t c h
W e d n e s d a y B a t c h
G r o u p #
I & V I I
I I & V I I I
I I I &
I X
I V & X
V & X I
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J a n u a r y 4 , 2 0 1
6
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N o l a b
J a n u a r y 1 1 , 2 0
1 6
J a n u a r y 1 3 , 2 0 1 6
E x p t .
# 1
2
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J a n u a r y 1 8 , 2 0
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J a n u a r y 2 0 , 2 0 1 6
2
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1
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G r o u p s f o r p h a s e 1 w i l l h a v e 4 o r 5 s t u d e n t s i n e a c h g r o u p .
A l l e x p e r i m e n t s w i l l b e c o n d u c t e d i n t h e S t r u c t u r a l E n g i n e e r i n g L a b o r a t o
r y e x c e p t e x p e r i m e n t # 6 w h i c h w i l l b e
c o n d u c t e d i n
T r a n s p o r t a t i o n E n g i n e e r i n g L
a b o r a t o r y .
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To the students
This document has been prepared to facilitate carrying out the laboratory experiments
in this course on Civil Engineering Materials. It should be pointed out at the very outset
that this document has NOT been prepared to replace the codes and specifications that
lay down procedures for carrying out experiments or for evaluating the resultsobtained. You MUST go through those documents carefully and come appropriately
prepared to carry out the experiments in the laboratory.
Now, though certain specific procedures to be followed are laid down in the ‘methods
of test’, you are encouraged to apply your mind and try to understand the spirit behind
such procedures. You should remember that the procedures laid down serve not only
an instructional purpose, but are also used by practicing engineers and technicians at
site, or even by lawyers to resolve contractual disputes. To that extent, procedures need
to be as unambiguous as possible, and should be such that the tests may be carried out
at different places, by different people and at different times, but the results can be
compared. However, as students you should bear in mind that the procedures can and
should be changed with the passage of time, to incorporate changes in technology,
needs, and the like.
Thus, rather than thinking of codal procedures as ‘binding’ you should study them
carefully and try to grasp the spirit of a certain requirement. For example, if the code
requires that the ‘ gauging of cement should be completed within two minutes from the time the
water comes in contact with the cement’, the important thing is to appreciate that mixing
cannot be continued indefinitely. Though the limit of ‘two minutes’ should also indeedbe adhered to, but should be understood in the light that it may be different if the tests
are being carried out for special cements, or a special mixing method (than gauging by
hand) is being used.
In this document, Explanatory Notes have been given for most of the experiments to
provide the backdrop for the experiment, and facilitate your understanding of the
procedure, which is also laid down. An effort has also been made to provide Food For
Thought, at the end of each experiment. The questions included therein will perhaps
help you check your understanding of the experiment, though the answers to some of
the questions also require knowledge of the underlying theoretical principles. Some
tasks have also been included to give direction to further reading in a certain area.
Though the procedures described here are primarily based on relevant Indian codes,
you are encouraged to study other codes (e.g. British, American or Japanese) and see
how the provisions (methods of test or the specifications), compare with the
corresponding Indian documents.
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TABLE OF CONTENTS
Phase– 1
Experiment Description Page no.
1. Standard consistency and initial and final setting time of
cement
4
2. Specific gravity, fineness, soundness & compressive strength
of cement
8
3. Mechanical properties of coarse aggregates
(aggregate crushing value, impact value and abrasion value)
17
4. Physical properties of fine aggregate and coarse aggregates
(particle size distribution, fineness modulus, water
absorption, bulk density, specific gravity)
22
5. Dimensions, water absorption, compressive strength and
efflorescence of bricks
32
6. Flash point, penetration value, softening point & ductility
value of bitumen
36
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Lab Report Format
Experiment No. #
The lab report is to be neatly prepared covering the following aspects.
Objective:
Equipments & Materials:
Relevant Indian Codes:
Observation Tables:
Results & Conclusions:
Date of experiment
Room Temperature:
Student’s Name:
Group No.:
Relative Humidity:
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EXPERIMENT # 1
STANDARD CONSISTENCY AND INITIAL AND FINAL SETTING TIME OF
CEMENT
Objective
To determine the following properties of Ordinary Portland Cement (OPC):(a) Standard consistency (b) Initial setting time (c) Final setting time.
Explanatory notes
A mixture of cement and water is called cement paste, and it could vary in ‘consistency’
depending upon:
(a)
Amount of water added to the paste (as a percentage of cement), and,
(b) Properties of the cement, e.g. fineness, chemical composition etc.
Constituents of cement react chemically with water and the formation of hydration products
leads to changes in the ‘consistency’ of the cement paste. It should be borne in mind that this
reaction starts as soon as cement comes in contact with water and stiffening, setting, hardening
and strength gain are some of the other terms used extensively in studies related to hydration of
cement. Now, in the absence of methods to measure consistency, an indirect method based on
penetration resistance is used. Generally the Vicat apparatus is used.
Standard consistency and initial and final setting times are routinely used as a measure of quality
control and better understanding of the properties of the cement being used for a concrete
construction project. They can be briefly described as follows:
(a) Standard consistency: A paste is said to have ‘standard consistency’ if the Vicat plunger
penetrates to a point 5-7 mm from the bottom of the Vicat mould. Usually the amount ofwater required to prepare such a paste is referred to as standard consistency of the cement
sample. It generally varies between 26 ~ 30% for OPC.
(b) Initial and final setting time: ‘Setting’ refers to the process of solidification of cement as
more hydration products are formed. The test for initial and final setting is, in principle,
based on penetration resistance (as more solidification occur the penetration resistance
increases).
Initial setting time (IST) is said to have reached when the paste (prepared in a specified
manner) does not allow the (standard) IST needle to penetrate beyond 5+0.5 mm measured
from the bottom of the mould.
Final setting time (FST) is said to have reached when the (standard) FST needle makes an
impression upon applying gently to the surface of the test block while the annular attachmentfails to do so.
Equipment and Materials
Appropriate weighing machine with corresponding accuracy. (the code lays down
minimum standards for machines of different capacities)
Vicat apparatus
Consistency plunger and setting times needles
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Gauging trowel
At least 3 kg of Portland cement
Potable water
Relevant Indian codes
IS 3535: 1986 Methods of sampling hydraulic cements
IS 269 : 1989 Specification ordinary Portland cement, 33 grade.IS 8112 : 1989 Specification for 43 grade ordinary Portland cement.
IS 12269 : 1987 Specification for 53 grade ordinary Portland cement.
IS 4031 (part 4) : 1988 Methods of physical tests for hydraulic cement : Part 4
- Determination of consistency of standard cement paste
IS 4031(Part 5) : 1988 Methods of physical tests for hydraulic cement : Part 5
- Determination of initial and final setting times.
IS 4845 : 1968 Definitions and terminology relating to hydraulic cement.
Test Procedure
Step Description Comments
Standard consistency
1. Weigh 400g of cement from the provided sample.
Prepare a paste using this (400 g of cement) with an
accurately weighed quantity of potable water, say, 28%
(112 g). The paste should be prepared by ‘gauging’
using a gauging trowel to a mix of uniform colour. The
gauging process should be completed within 3-5
minutes.
An initial value 28% is
suggested only as a guideline.
Upper bound is given on the
time to ensure that the “setting”
process does not interfere with
the readings taken. For
subsequent pastes the proportion
of water should be adjusted
depending upon the consistency
obtained in the initial paste.
2. Immediately fill the Vicat mould with the pastecompletely, with the mould resting on a non-porous
surface. Smooth the surface of the paste making it level
with the top of the mould. Shake it slightly to expel the
air. The cement block thus prepared in the mould is
referred to as a test block .
3. Place the test block (immediately after preparing it)
under the rod bearing the Vicat plunger and lower the
plunger gently to touch the surface of the test block.
Quickly release the rod allowing it to sink into the paste
and measure the penetration of the plunger.
4. Depending upon the penetration of the Vicat plunger
alter the amount of water added to the paste, and repeat
steps 1 to 3. The exercise ends when the bottom end of
the plunger stops 5-7 mm above the bottom of the
mould. Note down the percentage of water added, and
we call this percentage as standard consistency (P).
If the penetration of plunger is
too little, increase the percentage
of water and if it is too much,
decrease the percentage.
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EXPERIMENT # 2
SPECIFIC GRAVITY, FINENESS, SOUNDNESS AND
COMPRESSIVE STRENGTH OF CEMENT
Objective
To determine the following properties of Ordinary Portland Cement (OPC):(a) Specific gravity (b) Fineness (c) Soundness (d) Compressive strength.
Explanatory notes
It is important that the properties of cement are properly determined and understood before the
material is actually used in construction.
In this context, it may be pointed out that fineness of the cement plays an important role in
determining the rate of hydration and strength development (in concrete). Unsoundness
(deleterious expansion) is caused by the presence of harmful levels of magnesium oxides (these
are usually present in small quantities) in the raw materials used in the manufacture of cement.
Further, since cement is, in principle, the only binding material used in concrete, their
classification is often based on the compressive strength developed using standard mortar
specimens. Also, the specific gravity of cement could affect the proportioning of concrete mixes,
and could be also indicative of presence of other mineral admixtures. It should be borne in mind
that admixtures such as fly ash and blast furnace slag are indeed marginally lighter than OPC.
The clinker obtained from the fusion and cooling of the ingredients is ground in ball mills during
the manufacture, and depending upon the efficiency of the grinding process, cement could be
ground to varying degrees of fineness. Cement particles are thus irregular in shape and could
vary between about 10m and about 75m in size. It has been agreed that cement particles
larger than about 45m may be difficult to hydrate and those larger than 75m may never really
completely hydrate. Given the fine nature of cement particles, the fineness is often expressed interms of surface area (finer particles have a higher surface area). This measurement could be
based on adsorption (directly related to the surface area of the sample), or, could be carried out
through an estimation of the permeability characteristics of a bed made with the material.
Fineness of cement is often measured by the Blaine’s apparatus, which is based on the latter
principle.
As far as testing the cement for soundness is concerned, since it may take a very long time for
the symptoms of unsoundness (cracking, etc.) to appear, the tests in the laboratory are usually
carried out using accelerated methods. The hydration process is accelerated by curing the sample
prepared at high temperature, and observing any potential expansion.
The strength (rate of development and also the final strength) is closely related to factors such asthe properties of ingredients (including sand) and proportion (of ingredients) of the mortar used,
the conditions of curing (temperature and pressure), age of testing and conditions of the test (e.g.
specimen size and rate of loading). Thus, when the determination of strength of a cement is
carried out as part of a quality control exercise (or to compare different cements), it is important
that care is taken NOT to disturb the other factors. Attention is thus drawn to the following:
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1. Due to the fact that paste is hardly ever used as a construction material, and displays
excessive drying shrinkage, mortar is used to prepare samples for the purpose of
characterization of the cement.
2.
Given the fact that the ability to compact the sample could be affected by the consistency of
the mortar, an effort is made to relate the amount of water used to prepare the mortar to the
standard consistency of the cement. Also, since the properties of the sand used in the
preparation of the mortar also affect the consistency of the mortar, and may contribute to
absorption of the water mixed in the mortar, the sand used for the purpose is alsostandardized.
3. In an effort to standardize the proportion of the ingredients, the cement - sand ratio of the
mortar is fixed at 1:3 in Indian standards. As far as the amount of water to be added is
concerned, it is prescribed as [0.25P + 3] % of the total weight of cement and sand.
4. Thus, it is clear that the water-cement ratio, has not been fixed in the experiments [See (2)
above also]. For example, for 200g of cement, 600g of sand needs to be taken, and if the
standard consistency is 28%, the water to be added is 80g [0.25 x 28 + 3 = 10% (of 800, i.e.
80)] which gives a water-cement ratio of 40% [80/200], which changes to 42% if the
standard consistency for the cement is 30%. This factor should always be kept in mind when
comparing the strength characteristics of different cements.
5. The size of the specimen, curing conditions, age at the time of testing, and parameters such
as the rate of loading, etc. are also laid down in standards, so as to enable a fair estimation ofthe strength development characteristics of the cement being used.
Equipment and Materials
1. Specific gravity
Standard Le Chatelier flask
Heavy rubber pad about 30 cm x 30 cm
Lead-ring weight to fit around stem of the flask
Funnel
Balance
Thermometer
Kerosene
2. Fineness
Blaine air permeability apparatus
90 micron IS Sieve
Balance
Timer accurate to 0.5 sec.
Standard Reference Material No. SRM-1001 (Standard cement sample with
known fineness) of NCCBM
3. Soundness
Standard mould (small split cylinder of 0.5 mm thickness, 30 mm internal
diameter and 30 mm height)
Tray, heater, balance
Two glass sheets 5 cm x 5 cm
Autoclave
Moulds 25 x 25 x 250 mm size
Scale to measure length (Should we not be using Vernier Calipers)
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6. Compute the density of the OPC using the following
relationship:
Density, = mass of cement (g)/displaced volume
(cc)
Conduct the density determination on two samples of
cement. If the results do not differ by more than 0.03g/cm3, the average of the two results may be taken.
Otherwise, additional determinations should be
carried out until a pair of values is obtained within
0.03 g/cm3. The density (g/cc) should be expressed as
specific gravity without any units.
Fineness of cement
1. Calibration of the apparatus is made by determining
the bulk volume of the compacted bed of the
Standard Reference Material No. 1001 of NCCBM.
Press down two filter paper disks in the permeability
cell on the perforated metal disk with a slightly
smaller diameter rod and fill the cell with mercury.
Use tongs when handling the cell and remove any air
bubbles adhering to the sides of the cell. Level the
mercury to the top of the cell with a glass plate and
remove the mercury from the cell and weigh it, WA.
Remove the top filter paper from the permeability
cell and compress a trial quantity of 2.80 grams of
the Portland cement into the space above the filter
paper to the gauge line (height of 15 1.0 mm) in the
cell. It should be ensured that the cement bed is firm.
If it cannot be compressed to the desired volume,
adjust the quantity of cement and place the otherfilter paper above the cement bed. Fill the remaining
space in the cell above the filter paper with mercury,
remove entrapped air in the mercury column, again
use tongs when holding the cell and remove any air
bubbles adhering to the sides of the cell. Level the
mercury to the top of the cell with a glass plate and
remove the mercury from the cell and weigh it, WB.
Compute the volume occupied by the cement bed in
the cell from the following equation: V = (WA –
WB)/D.
If the results do not differ by more than 0.005 cm3
,the average of the two results may be taken.
Otherwise, additional determinations should be
carried out until a pair of values is obtained within
that limit.
D is the density of mercury which
can be assumed as 13.54 g/cm3 at
room temperatures between 18 to
28oC.
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3. After this, the mould is again submerged in water and
the water is brought to boiling in 25 to 30 minutes,
with the mould kept submerged. The water is kept
boiling for 3 hours. The mould is now removed from
the water, is allowed to cool, and the distance
between the indicator points is measured. The
difference between the two measurements is reported
as the Le Chatelier expansion of the given cementsample.
4. In the Autoclave Method, specimens of 25x25x282
mm size are prepared from cement paste of standard
consistency (made from 500g cement), and their
lengths are measured after keeping for 24 hours in a
room of 90% humidity.
5. These specimens are then kept in the autoclave where
steam pressure is brought up to 2.1 MPa in about
1.25 hours. This pressure is maintained along with a
temperature of about 215.7±1.7oC for 3 hours, and
then specimens are cooled for one hour. These are
then placed in water with temperature greater than90oC, which is then cooled down to 27+2oC in 15
minutes. After keeping for 15 more minutes in the
same water, their surfaces are dried and lengths are
measured again.
Compressive strength of cement
1. For preparing one mortar cube, a mixture of 200g
cement, 600g standard sand(#), and (0.25P + 3.0)%
water is prepared on a non-porous plate. The cement
and sand are first mixed dry for about one minute and
then, with water for 3-4 minutes until the mixture
gets a uniform colour.
Since casting a cube could take
some time it may be advisable to
mix the mortar for each cube
separately.
The amount of water should be
calculated on the basis of the totalquantity of cement and sand. Thus,
if P = 28% and 200 gm and 600 gm
of cement and sand respectively is
being used, 80 gm of water should
be added .
2. The mould is treated with a thin coating of mould oil
on its interior faces while petroleum jelly is used to
stop the escape of water through the joints of the
mould halves during vibrations. The assembled
mould is placed on the table of the vibration machine
and is firmly held in position by means of a suitable
clamp. To facilitate filling, a hopper is kept attachedat the top of the mould until the end of vibrations.
3. The mortar is placed in the cube mould immediately
after mixing and is prodded 20 times in about 8
seconds with the help of tamping rod.
Tamping and compaction using the
vibratory table is carried out to
eliminate any entrapped air. The
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Strength: as given in the following table.
Grade 3 days
(72+1 hours)
7 days
(168+2 hours)
28 days
(672+4 hours)
OPC 33 16 MPa 22 MPa 33 MPa
OPC 43 23 MPa 33 MPa 43 MPa
OPC 53 27 MPa 37 MPa 53 MPa
FOOD FOR THOUGHT
1.
Describe any method(s) for surface area determination based on adsorption.
2.
Can any other liquid (other than kerosene used here, say water) be used in the
determination of specific gravity of cement?
3.
Apart from the properties discussed here, what are some of the other properties that are
of interest for concrete and construction engineers?
4.
On what properties of cement, does its strength development depend?
Observation Tables (a) Specific gravity of cement
Description 1 2 3 4
Initial bath temperature, oC
Initial reading, ml
Final reading, ml
Displaced volume, cm3
Final bath temperature, oC
Density of cement = 64 grams/displaced volume,cm3
Average specific gravity of accepted specimen results =
(b) Fineness of cement
Weight in grams: WA = , WB =
Determination of V in cm3: V = ,
Accepted value for V after at least two determinations =
Measured time interval for standard sample, Ts in sec.:
Accepted value. Ts, after at least three determinations =
Measured time interval for test sample, T in sec. =
Specific surface of cement specimen: S=Ss(T)1/2/(Ts)1/2
Ss is obtained from the data on the vial containing the standard cement sample (NCCBM
Standard Reference Material No. SRM 1001).
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(c) Soundness of cement
Le Chatelier Method: Sample 1 Sample 2
Initial distance between the indicator points (mm)
Final distance between the indicator points (mm)
Difference between final and initial measurements (mm)
Average expansion in mm
Autoclave Method: Sample 1 Sample 2
Initial length of specimen in mm (l1)
Final length of specimen in mm (l2)
Autoclave expansion = (l2-l1)/250 * 100
(d) Compressive Strength
Date of casting: Date of testing: Age:
Specimen
No.
Time of Loading
(s)
Ultimate Load
(kg)
Area of specimen
(mm2)
Compressive
Strength (MPa)
1.
2.
3.
4.
Average compressive strength
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EXPERIMENT # 3
MECHANICAL PROPERTIES OF COARSE AGGREGATES
Objective
To determine the following mechanical properties of coarse aggregates:
(a) Crushing value (b) Impact value (c) Abrasion Value
Explanatory notes
The mechanical properties of the coarse aggregates are very important in determining the
properties of hardened concrete. This is especially true in the recent years, when effort is made
to develop and use high strength concrete, where the strength of the mortar paste could be
comparable to that of the aggregate. This has implications in terms of the failure mechanism of
the concrete (traditional low to medium strength concretes, say up to M30 grade), the failure
almost always occurs because of the weakness in the transition zone (between the aggregates
and the mortar) and the mortar itself. However, in high strength concrete, the fracture could
occur because of the failure of the rock itself, and hence it is imperative that greater attention is
paid to the properties of the aggregates used.
In addition to high strength concrete, as discussed above, certain specific applications, such as
roadways and airport runways, where concrete could be subjected to abrasion, require use of
good quality (in terms of mechanical properties) aggregate in concrete.
Equipment and Materials
1. Aggregate crushing value
Aggregate Crushing value apparatus comprising 150 mm nominal diameter steel
cylinder, plunger and base plate
IS Sieves 12.5, 10, 2.36 mm
Balance of capacity 6 kg and accurate to 1 gm
Metal measure, 115 mm diameter and 180 mm depth
Steel tamping rod of 16 mm diameter and 450 – 600 mm length
2. Aggregate impact value
Aggregate impact value apparatus
Cylindrical measure 75 mm diameter and 50 mm depth
Steel tamping rod of 10 mm diameter and 230 mm length
Balance of capacity 3 kg and accurate to 1 gm
3. Aggregate abrasion value
Los Angeles Abrasion Machine, comprising a heavy steel cylinder, rotated about
its horizontal axis at 20 to 33 rpm and a removable internal shelf
Set of abrasive charges, cast iron or steel spheres of about 48 mm diameter and
weight 390-445 g each
Balance of capacity 6 kg and accurate to 1 gm
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Relevant Indian Codes
IS 383: 1970 Specification for coarse and fine aggregates from natural sources
for concrete.
IS 2386 (Part IV): 1963 Methods of test for aggregates for concrete -
Mechanical Properties
Test Procedure
Step Description Comments
Aggregate crushing value
1. Use the available aggregate sample and obtain aggregate
finer than 12.5 mm that does not pass through the 10 mm IS
sieve. Sample is surface dried before testing (lay oven-
drying at 100-110 degree centigrade for not more than four
hours) and is filled in a 15 cm diameter cylinder with
plunger and base plate to 100 mm depth.
2. Take the aggregate sample and the cylinder is filled in three
layers of approximately equal depth and each layer is
tamped 25 times with the rounded end of the tamping rod.
Take the weight (A) of the sample.
3. The aggregate is subjected to increasing compressive load of
40 T in about 10 minutes with the help of plunger inserted
into the cylinder. The ‘crushed’ material is then removed
from the cylinder and is sieved through a 2.36 mm IS sieve.
The fraction passing through the sieve is weighed (say, B).
4. The aggregate crushing value is obtained as 100 B/A % to
the first decimal place. The test is repeated from step 1 and
the mean of two results is reported to the nearest whole
number along with the size of the aggregate.
Aggregate impact value5. In this test, weight, A, is determined in the same way as in
the test for determining the crushing value of the aggregate.
However, the cylindrical measure here has 75 mm diameter
and 50 mm height.
6. The measured aggregates are placed in a cylindrical steel
cup (102 mm diameter and 50 mm height) and compacted by
a single tamping of 25 strokes of the tamping rod.
7. This test sample is then subjected to 15 blows of a 13.5-14
kg hammer freely falling by 380 mm. Each blow is delivered
at an interval of not less than one second.
8. The crushed aggregate is sieved on the 2.36 mm IS sieve and
the fraction passing the sieve (say, B) is weighed to anaccuracy of 0.1 g. The fraction retained on the sieve is also
weighed (say, C), and if B + C < A – 1 (where, A, B, and C
are in g), a fresh test is made. Aggregate Impact Value = 100
B / A %.
Aggregate abrasion value
9 In Los Angeles (abrasion testing) machine, we use cast iron
or steel spheres of about 48 mm diameter and 390-445 g
weight each (called as abrasive charge). Depending on the
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grading of the test sample from A to G, the number of these
spheres (total abrasive charge) and total weight of sample is
fixed.
10. The test sample is oven dried at 105 to 110 degree
centigrade and placed in the steel cylinder of the Los
Angeles machine along with the charge. The cylinder is then
rotated at the speed of 20-33 revolutions per minute with
uniform peripheral speed.11. The total number of revolutions is 500 and 1000 respectively
for grading zones A to C and D to F. At the end of this, the
fraction of test sample retained on 1.7 mm IS sieve is
washed; oven dried at 105 to 110 degree centigrade, and is
weighed to the nearest gram.
12. Difference between the original weight and the final weight
of the sample, expressed as a percentage of the original
weight of the test sample, is reported as Abrasion Value.
Specifications
The aggregate crushing value shall not exceed 45 percent for aggregate used for concrete
other than for wearing surfaces, and 30 percent for wearing surfaces, such as runways,
roads and pavements.
The aggregate impact value shall not exceed 45 percent for aggregate used for concrete
other than for wearing surfaces, and 30 percent for wearing surfaces, such as runways,
roads and pavements.
In aggregate impact value determination, if B + C < A – 1 (where, A, B, and C are in g),
a fresh test is made.
The abrasion value of aggregates when tested using Los Angeles machine, shall not
exceed the following values:
a.
For aggregates to be used in concrete for wearing surfaces - 30 percent
b.
For aggregates to be used in other concrete - 50 percent
FOOD FOR THOUGHT
1. What is the compressive strength of some of the rocks commonly used to obtain
crushed aggregates?
2. Why is the strength of rock not of major concern in most of the concrete construction?
3.
Which of the three parameters defined here are closest to the compressive strength of
the rock?
4.
Can crushed concrete be used as coarse aggregate in new concrete construction?
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Observation Tables
(a) Aggregate crushing value
Description Sample - 1 Sample - 2
Empty weight of cylindrical measure: X
Weight of cylindrical measure after filling with aggregate: Y
Weight of the material to be filled in the cylinder: A = Y - X
Weight of material passing 2.36 mm IS sieve: B
Aggregate crushing value = 100B/A
Average Aggregate crushing value =
Note: For reference, relevant pages of IS 2386 (Part IV): 1963 are added at the end of the manual.
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(b)
Aggregate impact value
Description Sample - 1 Sample - 2
Empty weight of cylindrical measure: X
Weight of cylindrical measure after filling with aggregate: Y
Weight of the material to be filled in the cylinder: A = Y - X
Weight of material passing 2.36 mm IS sieve(after impact test) :
B
Weight of material retained on 2.36 mm IS sieve: C
Aggregate impact value = 100B/A
Average Aggregate impact value =
(c) Aggregate abrasion value
Description Sample - 1 Sample - 2
Initial weight of sample placed in the steel drum of Los
Angeles Abrasion machine: A
Weight of test sample retained on 1.7 mm IS sieve after
washing and oven drying: B
Aggregate abrasion resistance value = 100(A – B)/A %
Average Aggregate abrasion value =
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EXPERIMENT # 4A
PHYSICAL PROPERTIES OF COARSE AGGREGATES
Objective
To determine the following properties of coarse aggregates:
(a)
Particle size distribution
(b)
Fineness modulus
(c) Water absorption
(d)
Bulk density
(e) Specific gravity
Explanatory notes
Though it is widely believed that coarse aggregate are inert by nature, and only act as fillers in
the concrete, it should be borne in mind that they constitute a very large percentage of the total
volume of concrete and, as such have a very important bearing on the properties of fresh and
hardened concrete.
Besides the mechanical properties of the coarse aggregate, the physical properties such as the
shape, size, water absorption etc. are also very important and should be carefully studied.
Now, coarse aggregates should, in principle, be so graded that the voids between the particles
are minimized and at the same time, all the aggregates are adequately coated with a layer of
mortar. Thus, most specifications require that the grading (fraction of particles of a certain size)
falls between prescribed limits. Fineness modulus (FM) is one of the single measures that can be
used to convey the idea of the overall particle sizes. For example, the FM of normally used 20
mm down aggregate could be between 6.5 and 7.0, whereas that for fine aggregate used in
concrete could be about 2.7. (The FM of sand used for plaster could be about 1.2.) As far as the
shape of particles is concerned, use of elongated and/or flat particles is also considered
undesirable.
The aggregates used are normally derived from rocks and have a finite (though, indeed, very
small) porosity. Now, when the aggregates are mixed with the other ingredients, they could
either take away the water from the mix, or contribute additional water to the mix, depending
upon whether they are dry or wet at that time. Both the possibilities are not desirable, and it isemphasized that aggregates used should be ‘ saturated surface dry’ . In any case, it is important
that the water absorption of the aggregates is determined, so that that can be accounted for in
case it becomes necessary to use aggregates that are not saturated surface dry. Obviously, the
absorption is related to the density (specific gravity) of the aggregates, which is related to the
type of the parent rock. The aggregate density is also related to the mineralogical composition of
the rocks. Aggregates such as limonite, magnetite, etc are heavier, whereas those such as
pumice, or expanded slate are lightweight in nature.
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Now, though it is desirable and recommended that the ingredients of concrete are proportioned
by weight, it often becomes necessary to use batching by volume. This requires an
understanding of the bulk density of the aggregates, as there is invariably a large amount of void
space that is usually (and inevitably) present when aggregates are taken in a heap.
Equipment and Materials
1. Particle size distribution and Fineness Modulus
A set of IS Sieves of aperture size 40, 25, 20, 16, 12.5, 10, 4,75 and 2.36 mm
Balance with a capacity of at least 6 kg, accurate to 1g
A wire brush
2. Water absorption and specific gravity
Balance of at least 6 kg capacity accurate to 0.1 g
Pycnometer
Electric Oven A tray
An air tight container
3. Bulk density
Cylindrical metal container of capacity 3, 15 or 30 liters depending upon the
largest size of the aggregates
Balance sensitive to 0.5% of the weight of sample
Tamping bar of 16 mm dia and 600 mm long
Relevant Indian Codes
IS 383: 1970 Specification for coarse and fine aggregates from natural
sources for concrete
IS 2386 (Parts I): 1963 Methods of test for aggregates for concrete -
Particle size and shape
IS 2386 (Parts III): 1963 Methods of test for aggregates for concrete -
Specific gravity, density, voids, absorption and bulking
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4. Empty the contents of the pycnometer into the tray. The
pycnometer should then be completely filled with
distilled water only, dried on outside and weighed in kg
( C ).
5. Place the sample in the tray in an electric oven after the
water is drained out from the sample by decantation, at
a temperature of 100 – 1100C for 24 hours. The sample
should be cooled in an air-tight container and weighedin kg (D).
Specifications
IS sieve
size mm% passing for
single sized aggregates of nominal size
% passing for
graded aggregate of nominal size
40 mm 20 mm 12.5 mm 10 mm 40 mm 20 mm 12.5 mm
40 85-100 100 - - 95-100 100 -
20 0-20 85-100 - - 30-70 95-100 100
16 - - 100 - - - 90-100
12.5 - - 85-100 100 - - 95-100
10 0-5 0-20 0-45 85-100 10-35 25-55 40-85
4.75 - 0-5 0-10 0-20 0-5 0-10 0-10
2.36 - - - 0-5 - - -
FOOD FOR THOUGHT
1.
Codes sometimes define and specify indices such as flakiness index or elongation index.
How are these indices determined?
2. What is the approximate porosity of some of the commonly available rocks?
3.
What factors could affect the determination of bulk density of coarse aggregate, if the
procedure described above is followed?
4. It is not considered desirable to use very dry or wet aggregates in concrete construction.
Why?
5.
Define saturated surface dry aggregates.
6. Assuming aggregates to be spherical particles and in contact with one another, what are
the possible ways of close packing them and what would be the resulting void ratios?
7.
It is not desirable to use elongated or flaky particles in concrete construction. Why?8. Can crushed concrete be used as a coarse aggregate in fresh concrete construction?
9. Comment on the extent of difference observed between the bulk density and the specific
gravity.
10. Draw particle size distribution curve in a semi-log graph paper.
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Observation Tables
1. Particle size distribution and Fineness modulus20 mm aggregates
IS Sievesize (mm)
Weightretained (g)
Cumulative weightretained (g)
Cumulative weightretained (%)
% Passing
40
20
10
4.75
Fineness Modulus =
10 mm/ 12.5 mm aggregates
IS Sievesize (mm)
Weightretained (g)
Cumulative weightretained (g)
Cumulative weightretained (%)
% Passing
16
12.5
10
4.75
2.36
Fineness Modulus =
Note: For computing FM, a set of IS sieves of aperture size 150, 80, 40, 20, 10, 4.75, 2.36,
1.18, 0.6, 0.3 and 0.15 mm, should be considered.
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2. Specific gravity & Water absorption
Description Sample -1 Sample - 2
Nominal size of the aggregate sample
Weight of SSD sample in g (A)
Weight of pycnometer with SSD sample filled withwater (B)Weight of pycnometer filled with water only ( C )
Weight of oven dried sample in g (D)
Specific gravity = D / [ A – ( B – C ) ]
Apparent Specific gravity = D / [ D – ( B – C ) ]
Water absorption = 100 ( A – D ) / D
Average specific gravity =Average apparent specific gravity =Average water absorption =
3.
Bulk Density
Description Sample -1 Sample - 2
Weight of empty cylindrical measure in kg (W1)
Weight of cylindrical measure completely filled withaggregate, in kg (W2)
Bulk Density in kg/litre =(W1 – W2) / V, where V isthe volume of the cylindrical measure in litres
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Relevant Indian codes
IS 383: 1970 Specification for coarse and fine aggregates from natural
sources for concrete
IS 2386 (Parts I): 1963 Methods of test for aggregates for concrete -
Particle size and shape
IS 2386 (Parts III): 1963 Methods of test for aggregates for concrete -
Specific gravity, density, voids, absorption and bulking
Test Procedure
Step Description Comments
Particle size distribution and fineness modulus
1. Weigh 500 grams of oven dry sample of sand and transfer it
to top sieve of the standard set comprising of IS sieves 4.75
mm, 2.36 mm, 1.18 mm, 0.6 mm, 0.3 mm, 0.15 mm and pan
and place the lid on the top sieve, ie., 4.75mm sieve
2. Put the set in the mechanical sieve shaker and let it run for 15
minutes.3. Weigh the fractions of sand cumulatively starting with the
material retained on the top sieve.
4. Fineness modulus is obtained by adding the percent
cumulative weight of material retained on each of the sieves
and dividing the resulting sum by 100.
Bulk density
5. Take a standard cylindrical metal measure of 15 cm diameter
and fill it with thoroughly mixed aggregate.
6. The measure is filled with the given fine aggregate in three
equal layers, each layer tamped with 25 strokes of the
rounded end of the tamping rod. The measure thencompletely filled and surplus aggregate is struck off by using
the tamping rod as a straight edge.
7. The net weight of the aggregate in the measure is determined
and the bulk density is calculated in kg/litre to the nearest
0.01 kg.
8. To determine the exact capacity of the measure, calibration
should be done with the help of water at 27oC and by
assuming the density of water as 1 kg/litre.
The volume of the
measure given to you is
2.80 liters
Specific gravity and water absorption
9. A sample of about 1 kg of fine aggregate is placed in a tray
and covered with distilled water at a temperature of 22 to
320C. The sample shall remain immersed for 24 ± ½ hours.10. The water shall be completely drained from the sample by
decantation and the sample air-dried by exposing to a gentle
current of warm air to evaporate only the surface moisture, to
make the sample Saturated Surface Dry (SSD). Take 500 g
of this SSD sample and record this weight (A).
SSD sample is directly
provided to you after
carrying out the process
mentioned in steps 1
and 2.
11. Place this weighed aggregate sample in the pycnometer, fill it
completely with distilled water. Clean and dry outside of the
pycnometer and weigh it. (B)
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12. Empty the contents of the pycnometer into the tray. Clean the
pycnometer for any left out particles of the sample and pour it
in the tray. Now fill the pycnometer completely with distilled
water, clean and dry outside, and record its weight (C).
13. Place the tray in an electric oven after the water is drained out
completely from the sample by decantation, at a temperature
of 100 – 1100C for 24 ± ½ hours. Cool the sample in an air
tight container and record its weight (D).14. Compute specific gravity, apparent specific gravity and water
absorption.
Specifications
Grading zones for fine aggregate: As per IS 383 – 1970, fine aggregate is divided into 4
grading zones as defined below. It is further recommended that fine aggregate confirming to
Grading Zone IV should not be used in reinforced concrete.
IS sieve
size (mm)
Percentage passing for
Zone I Zone II Zone III Zone IV
10 100 100 100 100
4.75 90 – 100 90 – 100 90 – 100 95 – 100
2.36 60 – 95 75 – 100 85 – 100 95 – 100
1.18 30 – 70 55 – 90 75 – 100 90 – 100
0.6 15 – 34 35 – 59 60 – 79 80 – 100
0.3 5 – 20 8 – 30 12 – 40 15 – 50
0.15 0 – 10 0 – 10 0 – 10 0 - 15
FOOD FOR THOUGHT
1.
What is the fineness modulus of the sand on the banks of the river Ganga likely to be.
2. Why is bulking of sand only of marginal significance when concrete is to be batched by
weight.
3.
Can crushed concrete be used as a (partial) replacement for fine aggregate in new
concrete construction.
4.
Compare the particle size distributions of the fine aggregate used with that of standard
sand, used in the testing of cement for its compressive strength. 5. Draw particle size distribution curve in a semi-log graph paper.
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6.
Observation Tables
(a) Particle size distribution and Fineness modulus
IS Sieve sizeCumulative Weight
Retained (g)
% Cumulative
Weight Retained% Passing
4.75 mm
2.36 mm
1.18 mm
0.6 mm
0.3 mm
0.15 mm
Pan
Fineness Modulus = Note: For computing FM, a set of IS sieves of aperture size 150, 80, 40, 20, 10, 4.75, 2.36, 1.18, 0.6,
0.3 and 0.15 mm, should be considered.
(b) Specific gravity and water absorption
Description Sample -1 Sample - 2
Weight of SSD sample of fine aggregate in g (A)
Weight of pycnometer with SSD sample and filled with
water, in g ( B )
Weight of pycnometer filled completely with water
only, in g ( C )
Weight of oven dried sample in g ( D )
Specific gravity = D / [ A – ( B – C ) ]
Apparent specific gravity = D / [ D – ( B – C ) ]
Water absorption = 100 ( A – D ) / D
Average specific gravity =
Average apparent specific gravity =
Average water absorption =
(c) Bulk density
Description Sample -1 Sample - 2
Weight of empty cylindrical measure: ( W1 kg )
Weight of cylindrical measure after filling with aggregate: ( W2 kg)
Net weight of aggregate in the measure: (W2 – W1) kg
Volume of measure ( V litres )
Bulk density: ( W2 – W1 ) / V kg / litre
Average bulk density =
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EXPERIMENT # 5
DIMENSIONS, WATER ABSORPTION, COMPRESSIVE STRENGTH
AND EFFLORESCENCE OF BRICKS
Objective
To determine the dimensions, water absorption, extent of efflorescence, and compressivestrength of bricks.
Equipment and Materials
1. Dimensions or tolerances
Suitable measuring tape
A set of 20 bricks
2. Water absorption
Balance with an accuracy of 0.1 % of the mass of the specimen.
Ventilated oven
A set of 5 bricks
3. Compressive strength
Suitable, graduated metal scale 30 cm in length accurate to 1 mm, to measure
brick dimensions
Two 3-ply plywood sheets each of 3 mm thickness
Compression testing machine
A set of 5 bricks
4. Efflorescence
A shallow flat bottom tray / dish
Distilled water
A set of 5 bricks
Relevant Indian codes
IS 1077: 1992 Common burnt clay building bricks - Specifications
IS 3495 (Parts I to IV): 1992 Method of tests of burnt clay building bricks
IS 5454: 1978 Methods for sampling of clay building bricks
IS 2180: 1988 Specifications for heavy duty burnt clay building bricks
IS 2222: 1991 Specifications for burnt clay perforated building bricks
IS 2691: 1988 Specifications for burnt clay facing bricks
IS 3583: 1988 Specifications for burnt clay paving bricks
IS 4885: 1988 Specifications for sewer bricks
IS 5779: 1986 Specifications for burnt clay soling bricks
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Test Procedure
Step Description Comments
Dimensions and tolerances
1. Select twenty (or more according to the size of stack) whole
bricks at random from the sample.
20 common burnt clay
building bricks shall be
provided to you.2. Remove all blisters, loose particles of clay and small projections
from the surfaces of all the bricks. Arrange upon a level surface
in a straight line to measure their overall length, width and
height.
3. Interchange the positions of some bricks and again take the
overall dimensions.
4. Take 5 readings to get an average of the dimensions of the brick
and compute variations in dimensions.
Water absorption
5. Dry five whole bricks in an electric oven for 24 hours at 105 to
1150C.
6. Cool the samples to room temperature and obtain its weight
(W1). Before weighing, remove all loose particles/dust etc. with
the help of a brush.
7. Immerse the specimens in clear water for 24 hours at a
temperature of 27±2°C.
8. Remove these from water, and weigh (W2) the specimens after
wiping out traces of water with damp cloth.
9. Water absorption = 100 ( W2 – W1 ) / W1 %
Efflorescence
10. Place the end of 5 bricks in a shallow flat bottom tray, the depth
of immersion in the distilled water being 25 mm.11. Let the tray remain in a warm (20 to 300C) well-ventilated room
until the specimens absorb all the water and the surplus water
evaporates. Cover the tray containing the brick with suitable
glass cylinder so that excessive evaporation from the dish may
not occur.
12. When the water has been absorbed and the bricks appear to be
dry, place a similar quantity of water again in the tray and allow
it to evaporate as before.
13. Examine the bricks for efflorescence after the second
evaporation and report the rating of efflorescence according to
the area of white patches and general appearance of the bricks.
Compressive strength of bricks
14. Take a sample of at least 5 bricks, remove unevenness if
observed in the bed faces by grinding, if necessary, to get two
smooth and parallel faces.
15. After immersion in water for 24 hours and draining out any
surplus moisture, fill the frog and all voids in the bed face flush
with cement mortar (1 cement, 1 clean coarse sand of grade
3mm and down).
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16. Store under damp jute bags for 24 hours followed by immersion
in clean water for 72 hours.
17. Remove the bricks; wipe out any traces of water and note down
the dimensions (length and width) of each brick to get the
surface area (cm2).
18. Then place the specimen with flat faces horizontal, and mortar
filled face facing upwards between two 3-ply plywood sheets
each of 3 mm thickness, between the platens of the compressivetesting machine.
19. Apply the load axially at a uniform rate of 140 kg/cm2/minute
till failure occurs and note the maximum load at failure.
Compressive strength = Maximum load taken (kg) / Average
area of the bed faces (cm2)
The load at failure shall
be the maximum load at
which the specimen
fails to produce any
further increase in the
indicator reading in the
testing machine.
20. Express the compressive strength of all 5 bricks in MPa and
classify the bricks as to which class the whole lot of bricks
conform, depending upon the least compressive strength of the
five bricks.
The classification of
bricks based on their
strength: classes 5, 7.5,
10, 12.5, 15, 20, 25 etc.
Class 15 means that the
least compressive
strength of any brick in
the sample of 5 bricks is
not less than 15 MPa
and not more than 20
MPa, and so on.
Specifications
Dimensions: Depending upon the type of the brick, different specifications are applicable asindicated in the following table.
Sl.
No.Physical property
Heavy duty
IS 2180
Perforated
IS 2222
Facing
IS 2691
Paving
IS 3583
Sewer
IS 4885
Soling
IS 5779
1.
Tolerances in dimensions (mm)
a) Length + 6 + 7 + 3 + 80 (for 20 bricks)
b) Width + 3 + 4 + 2 + 40 (for 20 bricks)
c) Height + 3 + 4 + 2 + 40 (for 20 bricks)
2.Averagecompressive
strength (kg/cm2)
not less than
400 70 100 160 175 100
3.
Average water
absorption (%) not
more than10 20 15 5 10 20
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Efflorescence: The rating of efflorescence shall be reported as ‘nil’, ‘slight’, ‘moderate’,
‘heavy’ or ‘serious’ in accordance with the following definitions:
Nil – when there is no perceptible deposit of efflorescence.
Slight – when not more than 10 percent of the exposed area of the brick is covered with a
thin deposit of salts.
Moderate – when there is a heavier deposit than under ‘slight’ and covering up to 50
percent of the exposed area of the brick surface but unaccompanied by powdering or
flaking of the surface. Heavy – when there is a heavy deposit of salts covering 50 percent or more of the
exposed area of the brick surface but unaccompanied by powdering or flaking of the
surface.
Serious – when there is a heavy deposit of salts accompanied by powdering and/or
flaking of the exposed surface.
The efflorescence rating shall be not more than ‘moderate’ for bricks up to class 12.5 and
‘slight’ for higher classes.
Observation Tables
(a) Size of bricks
Dimensions of
20 bricks
Reading -1 Reading -2 Reading -3 Reading -4 Reading -5
Length (mm)
Width (mm)
Height (mm)
Average Length of one brick =
Average width of one brick =
Average height of one brick =
(b) Water absorption
Sample No. 1 2 3 4 5Weight of oven dry bricks: W1 (kg)
Weight after immersing in water: (W2 (kg)
% Water absorption = 1001
12
W
W W
Average water absorption (%) =
(c) Compressive strength of bricks
Sl. No. Length
(cm)
Width
(cm)
Area
(cm2)
Weight
(kg)
Ultimate
load (kg)
Compressive
Strength (MPa)
1.
2.
3.
4.
5.
Average compressive strength in MPa =
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EXPERIMENT # 6A
DETERMINATION OF FLASH POINT OF BITUMEN
Objective
To determine the flash point of bitumen.
Definition
The flash point of a bituminous material is the lowest temperature at which the application of
the test flame causes the vapour from the material to catch fire momentarily in the form of a
flash under specified conditions of test.
Equipments & Materials
Heater (attached with temperature control device)
Bitumen cup
Thermometer (Range 90°C to 370°C, graduation 2°C
Bitumen
Relevant Indian codes
IS: 1209-1978
Test Procedure
1.
Clean the cup and dry it thoroughly before the test.
2. Fill bitumen in the cup up to a depth of approximately 1 cm from top.
3.
Insert the thermometer into the material so that the tip penetrates at least 1cm. Ensure the tip
not to touch the bottom of the cup.
4. Heat the bitumen sample. Stir the bitumen in the cup at approximately 60 revolutions per
minute.
5.
Apply the flame at 100°C and at every 5°C rise initially up to 150°C and at 1°C risesubsequently till the first bright flash occurs. Discontinue the stirring during the application
of test flame.
6. Report the temperature at which flash occurred as flash point of the bitumen.
Observation Table
Bitumen grade :
Closed or open cup :
Test name No. of tests Flash point value, ºC
Reading Mean
Flash point
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EXPERIMENT # 6B
DETERMINATION OF PENETRATION VALUE OF BITUMEN
Objective
To determine the consistency of bitumen for classifying bitumen sample into different
grades.
Definition
The penetration of a bituminous material is the distance in tenths of a millimeter that a
standard needle will penetrate vertically into a sample of the material under standard
conditions of temperature, load and time.
Equipments & Materials
Universal Penetrometer
Penetration needle
Container
Water bath (Thermostat maintained at 25.0°C 0.1°C)
Time device (graduated 0.1 s or less and accuracy within 0.1 s for a 60s interval)
Thermometer (Range 0°C to 44°C)
Bitumen, Benzene, & Water
Relevant Indian codes
IS:1203-1978
Test Procedure
1. Connect the penetrometer to the timer and the timer to the external power source. Set the
timer to 5 Sec.
2.
Place the bitumen sample cup on the stand of the penetration apparatus.
3.
Clean the needle with benzene and fix it to the penetrometer. Adjust the needle assembly so
that the tip of the needle just touches the top surface of the bitumen.
4.
Take the initial reading on graduated disk say, A.
5. Trigger the timer to release the needle for 5 sec.
6.
Take the final reading, say B. Report (B-A) as penetration value.
7.
Make at least three determinations, at points on the surface of the sample not less than 10
mm apart and not less than 10 mm from side of the dish. After each test clean the needle
with benzene.
Observation Table
Test name No. of testsInitial reading
(A)
Final reading
(B)
Penetration
(B-A)Mean value
Penetration
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EXPERIMENT # 6C
DETERMINATION OF DUCTILITY VALUE OF BITUMEN
Objective
To determine the ductility of given bitumen sample.
Definition
The ductility of a bituminous material is measured by the distance in centimeters to which it
will elongate before breaking when the specimen of a specified form is pulled apart at a
specified speed and at a specified temperature.
Equipments & Materials
Two ductility moulds
Thermostat maintained water bath
Pulling machine attached with scale
Thermometer (Range 0°C to 44°C)
Bitumen
Water
Methyl alcohol or sodium chloride (To adjust the specific gravity of water if required)
Relevant Indian codes
IS: 1209 – 1978
Test Procedure
1.
Set the rate of pull of ductility machine to 50 mm/min.
2. Take out the moulds containing specimens (two) from water bath. Remove the side of the
moulds and hook the samples on the machine without causing any strain.3.
Check whether the sample is immersed in water at depth of at least 10mm. The water
temperature is to be maintained at 27°C.
4.
Start the machine to pull the samples.
5. Report the mean value of the lengths in cm at which the bitumen thread of each specimen
breaks as the ductility value at test temperature.
Observation Table
Grade of bitumen:
Specific gravity of bitumen:
Test name No. of tests
Value, cm.
Reading Mean
Ductility
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EXPERIMENT # 6D
DETERMINATION OF SOFTENING POINT OF BITUMEN
Objective
To determine the softening point of bitumen defined as the temperature at which bitumen
attains a particular degree of softening.
Equipments & Materials
"Ring and ball apparatus" consisting of: Two steel balls, Two brass rings, Ball guide
Support, Thermometer (Range - 2°C to 80°C for low temperature and 30°C to 200°C for
high temperature), Heat proof glass vessel, Stirrer
Bitumen
Water or Glycerin
Relevant Indian codes
IS: 1205-1978
Test Procedure
1. Assemble the ring and ball apparatus with the rings and ball guides in position, and place the
balls on the bitumen sample put inside the rings.
2. Insert the thermometer such that its tip is approximately in level with the specimen rings.
3. Fill the beaker with water/glycerin to a height of approximately 5 cm above the upper surface
of the rings. Glycerin is recommended when the expected softening point is more than 80oC.
4. Heat the ring and ball apparatus such that the temperature of water rises by 5oC per minute.
Bitumen softens and allows the ball to pass through the rings. The temperature at which the
sample surrounding the ball touches the lower plate of the ring and ball guide is the
softening point.
5. The mean of two temperatures recorded for two samples is reported as softening point. If the
values differ by 2°C, it requires repetition of test.
Observation Table
Bitumen grade:
Weight of the ball:
Approximate softening point: bellow/above 80ºC
Liquid used: Water / Glycerine
Test name No. of testsValue, C
Reading Mean
Softening Point
8/15/2019 CE 242 Lab Manual Phase-1
42/42