CE 242 Lab Manual Phase-1

8/15/2019 CE 242 Lab Manual Phase-1

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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

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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

V I & X I I

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

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J a n u a r y 1 8 , 2 0

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5

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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Lab Manual /2016 1

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 Manual /2016 3

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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Lab Manual /2016 5

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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Lab Manual /2016 8

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.


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



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.


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


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



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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


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


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


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.


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


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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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


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


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


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.


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


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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Lab Manual /2016 33

Test Procedure


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


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.


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


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.


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)


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.


"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


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


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Documents

CE 242 Lab Manual Phase-1