A PROJECT REPORT ON

A COMPARATIVE STUDY ON STRENGTH PROPERTIES OF

CONCRETE BY PARTIAL REPLACEMENT OF FINE
AGGREGATES WITH QUARRY DUST

A PROJECT SUBMITTED TO
JAWAHARLAL NEHRU TECHNOLOGICAL UNIVERSITY KAKINADA

IN PARTIAL FULFILLMENT OF THE REQUIREMENTS

FOR THE AWARD OF THE DEGREE OF

MASTER OF TECHNOLOGY
IN
STRUCTURAL ENGINEERING
BY

DARAM NARESH
(15KQ1D8717)
Under The Esteemed Guidance Of
G.HYMAVATHI M.Tech,
Assistant Professor

DEPARTMENT OF CIVIL ENGINEERING

PACE INSTITUTE OF TECHNOLOGY & SCIENCES

(AFFLIATED TO JAWAHARLAL NEHRU TECHNOLOGICAL UNIVERSITY KAKINADA, KAKINADA &
ACCRIDATED BY NAAC ‘A’ GRADE)

AN ISO 9001-2008 CERTIFIED INSTITUTION

VALLUR,PRAKASAM(DT).

2015-2017
 PACE INSTITUTE OF TECHNOLOGY & SCIENCES
(Affiliated to Jawaharlal Nehru Technological University Kakinada, Kakinada &Accredited By NAAC ‘A’
GRADE)

(An ISO 9001-2008 Certified Institution)

Department Of Civil Engineering

CERTIFICATE
This is to certify that the project report titled “A COMPARATIVE STUDY ON
STRENGTH PROPERTIES OF CONCRETE BY PARTIAL REPLACEMENT OF FINE
AGGREGATES WITH QUARRY DUST” is being Submitted by DARAM NARESH
(15KQ1D8717), is examined and adjusted as sufficient as a partial requirement for
the MASTER DEGREE IN STRUCTURAL ENGINEERING at Jawaharlal Nehru
Technological university, Kakinada is a bonafide record of the work done by
student under my guidance and supervision.

Project Guide Head of the Department

Miss. G.HYMAVATHI M.Tech Mr. G.GANESH NAIDU M.Tech,MISTE., (Ph.D)

Assistant Professor Assistant Professor

Principal
Dr.M.SREENIVASAN, M.S , Phd. EXTERNAL EXAMINER
 ACKNOWLEDGEMENT
At the outset we thank the lord Almighty for the grace, strength and hope to make our
Endeavor a success.

We would like to place on record the deep sense of gratitude to the honorable chairman
Er. M. VENUGOPAL BE., M.B.A., D.M.M. PACE INSTITUTE OF TECHNOLOGY AND
SCIENCES for providing necessary facilities to carry the concluded project work.

We express our gratitude to Er. M. SRIDHAR B.E, Secretary & Correspondent of

PACE INSTITUTE OF TECHNOLOGY & SCIENCES for providing us with adequate
polities’ ways and means we were able to complete this project work.

Our humble and sincere thanks to the beloved principal Dr. M. SREENIVASAN
MS..,Ph.D PACE INSTITUTE OF TECHNOLOGY & SCIENCES To carry out a part of the
work inside the campus and hence providing at most congenial atmosphere.

We are highly indebted to the Head of the department of civil engineering stream
G. GANESH NAIDU, M.Tech., MISTE (Ph.D.) PACE INSTITUTE OF TECHNOLOGY &
SCIENCE for providing us the necessary expertise whenever necessary. He has been a constant
source of encouragement and has inspired me in completing the project and helped us at various
stages of project work.

I would like to make our deepest appreciation and gratitude G.HYMAVATHI M.Tech.,

Assistant Professor for his invaluable guidance and as projects coordinator, for his
constructive criticism and encouragement during the course of this project

Great full acknowledgement is made to all the staff and faculty members of civil
engineering department PACE INSTITUTE OF TECHNOLOGY & SCIENCES, Ongole. I
would also like to extend my sincere thanks to all my fellow gratitude students, Faculty
Members and Lab Technicians for their time, invaluable suggestions and help.

DARAM NARESH

(15KQ1D8717)
 DECLARATION
I, hereby declare that the dissertation report work presented in this project titled
“A COMPARATIVE STUDY ON STRENGTH PROPERTIES OF CONCRETE BY
PARTIAL REPLACEMENT OF FINE AGGREGATES WITH QUARRY DUST” is
submitted towards completion of project in Master of Technology in STRUCTURAL
ENGINEERING at PACE INSTITUTE OF TECHNOLOGY AND SCIENCES, Vallur,
Ongole. It is an authentic record of my original work pursued Under the Guidance of
G.HYMAVATHI M.Tech .Assistant Professor at Pace institute of technology and sciences, Vallur.
We have not submitted the matter embodied in this project for the award of any other degree.

DARAM NARESH

(15KQ1D8717)
 ABSTRACT

This experimental study presents the variation in the strength of concrete when replacing
sand by quarry dust from 0% to 100% in steps of 20%. M30 and M40 grades of concrete were
taken for study keeping a constant slump of 60mm.

In such a situation the quarry dust can be an economic alternative to the river sand.
Quarry dust can be defined as residue, tailing or other non-voluble waste material after the
extraction and processing of rocks to form fine particles less than 4.75mm. Usually, dust is used
in large scale in the highways as a surface finishing material and also used for manufacturing of
follow blocks and lightweight concrete draws serious attention of researchers and investigators.

From test results it was found that the maximum compressive strength is obtained only at
40% replacement at room temperature and net strength after loss due to hike in temperature was
above the recommended strength value due to 40% replacement itself. We are using the M30 and
M40 grade concrete by adding 20% and 40% quarry dust used was designed by a modified IS
method were casted and compression, split tensile strengths conducted for the age 3days of 7
and 28 days were obtained at room temperature.

The quarry dust as a partial replacement of fine aggregate with super plaster (VARA
PLASTER SP 123) to obtained high workability and high strength as a chemical mixture. This
result gives a clear that quarry dust can be utilized in concrete mixtures as a good substitute for
natural river sand giving higher strength at 50% replacement.

Index Terms- Concrete, quarry dust, river sand, super plaster, compressive strength split
tensile strength.
 LIST OF FIGURES

FIG NO PAGE NO
1 COLLECTION OF FINE AGGREGATE 6
2 PRODUCTION OF QUARRY DUST IN A CRUSHIN PLANT 10
3 SUPERPLASTICISER VARA PLAST SP-123 12
4 COLLECTION OF CEMENT 23
5. COLLECTION OF PENNA RIVER SAND 24
6 SET OF SIEVES 27
7 SPECIFIC GRAVITY OF QUARRY DUST 29
8 SLUMP CONE TEST 32
9 CASTING OF SPECIMENS 42
10 CASTING OF CUBES AND CYLINDERS 43
11 CURING OF CUBES AND CYLINDERS 44
12 COMPRESSION TESTING MACHINE 46
13 SPLIT TUBE TENSILE TESTING MACHINE 47
14 REMOLDING OF CUBES 48
15 REMOLDING OF CYLINDERS 48
16 GRAPH SHEET SHOWING DIFFERENT COMBINATION OF 52
QUARRY DUST AND ADMIXTURE M30 MIX FOR
COMPRESSIVE STRENGTH
17 BAR CHART SHOWING DIFFERENT COMBINATION OF 52
QUARRY DUST AND ADMIXTURE M30 MIX FOR
COMPRESSIVE STRENGTH
18 GRAPH SHEET SHOWING DIFFERENT COMBINATION OF 54
QUARRY DUST AND ADMIXTURE OF M30 MIX FOR
TENSILE STRENGTH
19 BAR CHART SHOWING DIFFERENT COMBINATION OF 54
QUARRY DUST AND ADMIXTURE OF M30 FOR
TENSILE STRENGTH
20 GRAPH SHEET SHOWING DIFFERENT COMBINATIONS OF 56
QUARRY DUST AND ADMIXTURE OF M40 MIX FOR
COMPRESSIVE STRENGTH
21 BAR CHART SHOWING DIFFERENT COMBINATION OF 56
QUARRY DUST AND ADMIXTURE OF M40 MIX FOR
COMPRESSIVE STRENGTH
22 GRAPH SHEET SHOWING DIFFERENT COMBINATION OF 58
QUARRY DUST AND ADMIXTURE OF M40 MIX FOR
TENSILE STRENGTH
23 BAR CHART SHOWING DIFFERENT COMBINATION OF 58
QUARRY DUST AND ADMIXTURE OF M30 MIX FOR
TENSILE STRENGTH
 LIST OF TABLES
TABLE NO. NAME PAGE NO.
1 SHOWING THE PHYSICAL PROPERTIES OF QUARRY 5
DUST AND NATURAL SAND
2 SHOWING THE TYPICAL CHEMICAL PROPERTIES OF 5
QUARRY DUST AND NATURAL SAND
3 CONCRETE PROPERTIES INFLUENCED BY 7
AGGREGATE PROPERTIES
4 PROPERTIES OF ORDINARY PORTLAND CEMENT 23
5 PARTICLE SIZE 24
6 PROPERTIES OF FINE AGGREGATES 25
7 PROPERTIES OF COARSE AGGREGATES 25
8 GRADING OF FINE AND COARSE AGGREGATE 25
9 RESULTS OF SIEVE ANALYSIS OF SAMPLE FROM 27
PRAKASAM
10 RESULTS OF SIEVE ANALYSIS OF SAMPLE FROM 28
NELLORE
11 SPECIFIC GRAVITY OF THE QUARRY DUST SAMPLES 28
12 PROPERTIES OF SUPERPLASTICISER 30
13 MIX PROPORTIONS FOR M30 38
14 MIX PROPORTIONS FOR M40 41
15 SLUMP VALUES OF CONCRETE WITH 20mm 45
AND 40mm MAXIMUM SIZE OF AGGREGATES
16 WORKABILITY TEST RESULTS 50
17 TEST RESULTS FOR M30 GRADE CONCRETE FOR 51
COMPRESSIVE STRENGTH
18 TEST RESULTS FOR M30 GRADE CONCRETE FOR 53
TENSILE STRENGTH
19 TEST RESULTS FOR M40 GRADE CONCRETE FOR 55
COMPRESSIVE STRENGTH
20 TEST RESULTS FOR M40 GRADE CONCRETE FOR 57
TENSILE STRENGTH
 LIST OF PUBLICATIONS
1. INTERNATIONAL JOURNAL OF ENGINEERING RESEARCH
 INDEX
PAGE
CONTENTS
NO.
CHAPTER-1
INTRODUCTION
1.1 GENERAL 2
1.2 IMPORTANCE OF STUDY 3
1.3 SCOPE OF THE STUDY 3
1.4 NEED FOR THE REPLACEMENT OF STUDY 4
1.5 QUARRY DUST 4
1.5.1 ORIGIN OF QUARRY DUST 4
1.5.2 PHYSICAL AND CHEMICAL PROPERTIES 4
1.6 DESIRABLE PROPERTIES FO FINE AGGREGATE TO BE USED
IN CONCRETE
5
1.6.1 SIZE OF AGGREGATE 8
1.6.2 GRADING OF FINE AGGREGATE 8
1.6.3 BEHAVIOUR OF FINE AGGREGATE OF CONCRETE 9
1.7 PRODUCTION OF QUARRY DUST 10
1.7.1 BEHAVIOUR OF QUARRY DUST 11
1.7.2 ADVANTAGES OF QUARRY DUST 11
1.7.3 DISADVANTAGES OF QUARRY DUST 11
1.8 DESIRABLE PROPERTIES OF SUPERPLASTICISER 11
1.8.1 HIGH PERFORMANCE, SUPERPLASTICISER, HIGH
RAGE WATER
12
1.8.2 USES 12
1.8.3 ADVANTAGES 12
1.8.4 STANDARDS 13
1.8.5 TYPICAL PROPERTIES 13
1.8.6 INSTRUCTIONS FOR USE 13
1.8.7 TECHNICAL SUPPORT 13
1.8.8 PACKING 14
 1.8.9 HEALTH AND SAFETY 14
CHAPTER-2
LITERATURE REVIEW
2.1 GENERAL 16
2.2 REVIEW OF EARLIER INVESTIGATION 16
2.3 SUMMARY 20
CHAPTER-3
EXPERIMENTAL PROGRAMME
3.1 GENERAL 22
3.2 MATERIAL USED 22
3.2.1 CEMENT 22
3.2.2 FINE AGGREGATE 24
3.3 COARSE AGGREGATE 25
3.4 QUARRY DUST 26
3.4.1 PROPERTIES OF QUARRY DUST 26
3.4.2 GRADATION OF FINESS MODULUS 26
3.5 CHEMICAL ADMIXTURE (SUPERPLASTICISER) 29
3.5.1 INSTRUCTIONS FOR USE DOSAGE 31
3.6 TEST CARRIED OUT 31
3.7 TEST ON FRESH CONCRETE 31
3.7.1 WATER 32
CHAPTER-4
CONCRETE MIX DESIGN
4.1 MIX DESIGN FOR PRESENT INVESTIGATION 35
4.2 MIX DESIGN FOR M30 35
4.2.1 STIPULATIONS FOR PROPORTIONS 35
4.2.2 SELECTION OF WATER CONTENT RATIO 36
4.2.3 SELECTION OF WATER CONTENT 36
4.2.4 CALUCULATION OF CEMENT CONTENT 36
4.2.5 MIX CALCULATION 37
4.2.6 MIX PROPORTION 38
 4.3 MIX DESIGN FOR M40 38
4.3.1 STIPULATION FOR PROPORTIONS 38
4.3.2 TEST DATE FOR MATERIAL 38
4.3.3 SELECTION OF WATER CONTENT RATIO 39
4.3.4 SELECTION OF WATER CONTENT 39
4.3.5 CALCULATION OF CEMENT CONTENT 39
4.3.6 MIX CALCULATION 40
4.3.7 MIX PROPORTION 40
4.4 MIXING 41
4.5 MOULDS USED FOR CASTING 41
4.6 CASTING 42
4.7 CURING 43
4.8 TEST SETUP AND TESTING PROCEDURE 44
4.8.1 PREPARATION OF TEST SPECIMENS 44
4.8.2 TESTING MACHINE 44
4.8.3 STATIC TESTING 44
4.8.4 TESTING PROCEDURE 45
4.9 TESTS FOR FRESH PROPERTIES OF CONCRETE 45
4.9.1 WORKABILITY TEST 45
4.10 TESTS FOR HARD PROPERTIES OF CONCRETE 46
4.10.1 COMPRESSIVE STRENGTH OF CONCRETE 46
4.10.2 SPLIT TUBE TENSILE STRENGTH OF CONCRETE 47
CHAPTER-5
RESULTS AND DISCUSSION
5.1 DESCRIPTION OF CODINGS FOR M30 GRADE CONCRETE 51
5.1.1 COMPRESSIVE STRENGTH TEST 51
5.1.2 TENSILE STRENGTH TEST 53
5.2 DESCRIPTION OF CODINGS FOR M40 GRADE CONCRETE 55
5.2.1 COMPRESSIVE STRENGTH TEST 55
5.2.2 TENSILE STRENGTH TEST 57
CHAPTER-6
CONCLUSIONS AND DISCUSSIONS
6.1 CONCLUSIONS 60
6.2 FOR COMPRESSIVE STRENGTH 60
6.3 FOR TENSILE STRENGTH 61
6.4 SUGGESTIONS FOR FUTURE WORK 62
CHAPTER-7
REFERENCES
 CHAPTER -1
INTRODUCTION

1
 INTRODUCTION
1.1 GENERAL
Common river sand is expensive due to cost of transportation from natural sources. Also
large-scale depletion of these sources creates environmental problems. As environmental
transportation and other constraints make the availability and use of river sand less attractive, a
substitute or replacement product for concrete industry needs to be found. River sand s most
commonly used fine aggregate in the production of concrete poses the problem of acute shortage
in many areas, whose continued use has started posing serious problem with respect to its
availability, cost and environmental impact. The increasing demand is also leading to hike in its
price and large excavations in river beds. It is in turn posing a problem to the existing water
bodies.
In such a situation the quarry rock dust can be an economic alternative to the river sand.
Quarry rock dust can be defined as residue, tailing or other non-voluble waste material after the
extraction and processing of rocks to from fine particles less than 4.75mm. Usually, quarry rock
dust is used in large scale in the highways as a surface finishing material and also used for
manufacturing of hollow blocks and lightweight concrete prefabricated elements. Use of quarry
rock dust as a fine aggregate n concrete draws serious attention of researchers and investigation.
Currently India has taken a major initiative on developing the infrastructures such as
express highways, power projects and industrial etc. To meet the requirements of globalization,
in the construction of buildings and other structures concrete plays the rightful role and a large
quantum of concrete is being utilized. River sand, which is one of the constituents used in the
production of conventional concrete, has become highly expensive and also scarce. In the
backdrop of such a bleak atmosphere, there is large demand for alternative materials from
industries.
The utilization of quarry rock dust which can be called as quarry dust has been accepted
building material in the industrially advanced countries of the west for the past three decades. As
a result of sustained research and developmental works undertaken with respect to increasing
application of this industrial waste, the level of utilization of quarry rock dust in the
industrialized nations like Australia, France, Germany and UK has been reached more than 60%
of its total production. The use of quarry dust in India has not been much, when compared to

2
some advanced countries. Lack of awareness among people and less classified research on
quarry dust is the reason.
Concrete is the most popular building material in the world. However, the production of
cement has diminished the limestone reserves in the world and requires a great consumption of
energy. River sand has been the most popular choice for the fine aggregate component of
concrete in the past, but overuse of the material has led to environmental concerns, the depleting
of securable river sand deposits and a concomitant price increase in the material. Therefore, it is
desirable to obtain cheap, environmentally friendly substitutes for cement and river sand that are
preferably by products.
1.2 IMPORTANCE OF THE STUDY
The objective of our project to find a substitute for fine aggregate which is more
economical and durable without reducing the strength of the concrete. Such a substitute should
comply with the existing standards stipulated for fine aggregate. It also should be available at
cheaper rates in abundant quantities.
However, though the inclusion of fly ash in concrete gives many benefits, such inclusion
causes a significant reduction in early strength due to the relatively slow hydration of fly ash.
Nevertheless, fly ash causes an increase in workability of concrete. Quarry dust has been
proposed as an alternative to river sand that gives additional benefit to concrete. Quarry dust is
known to increase the strength of concrete over concrete made with equal quantities of river
sand, but it causes a reduction in the workability of concrete.
When examining the above qualities of fly ash and quarry dust it becomes apparent that if
both are used together, the loss in early strength due to one may be alleviated by the gain in
strength due to the other, and the loss of workability due to the one may be partially negated by
the improvement in workability caused by the inclusion of the other.

1.3 SCOPE OF THE STUDY

 Identification of quarry with different mineralogical composition in and around Nellore

region.
 Collection of quarry dust from two different quarries.
 Testing of the collected samples for various physical and chemical properties.
 Testing of fresh concrete containing quarry dust for workability.

3
  Identification and usage of admixtures for better workability and strength.
 Testing of hardened concrete cubes for strength at different ages.

1.4 NEED FOR THE REPLACEMENT OF SAND

Large scale efforts are required for reducing the usage of the raw material that is present,
so that large replacement is done using the various by-product materials that are available in the
present day. Materials like fly ash especially Class F fly ash is very useful as the fine aggregates.
The fly ash is obtained from the thermal power plants which is a by-product formed during the
burning of the coal.
The other material that can be used is quarry dust which is made while in the processing
of the Granite stone into aggregates, this is formed as a fine dust in the crushers that process the
coarse aggregates, which is used a earthwork filling material in the road formations majorly.
Many studies are made with several other materials which gave the concrete to be a material
made of recycled material but the parameters that are primary for the material was not satisfied.
The properties of concrete in fresh and hardened state are studied in the various papers that are
used as a reference for this. Some of the properties are workability, compressive strength are the
major one that are considered.

1.5 QUARRY DUST

1.5.1 ORIGIN OF QUARRY DUST:

The quarry dust is the by-product which is formed in the processing of the granite stones
which broken downs into the coarse aggregates of different sizes.

1.5.2 PHYSICAL AND CHEMICAL PROPERTIES:

The physical and chemical properties of quarry dust obtained by testing the sample as per
the Indian Standards are listed in the below table.

4
 Table no: 01 showing the Physical properties of quarry dust and natural sand

property Quarry Dust Natural Sand Test method

Specific gravity 2.54 -2.60 2.60 IS2386(Part III)- 1963
Bulk density (kg/m3) 1720- 1810 1460 IS2386(Part III)- 1963
Absorption (%) 1.20- 1.50 Nil IS2386(Part III)- 1963
Moisture Content (%) Nil 1.50 IS2386(Part III)- 1963
Fine particles less than
12-15 6
0.075 mm (%)
Sieve analysis Zone-II Zone-II IS 383- 1970

Table no: 02 showing the typical chemical properties of quarry dust and natural
sand

Constituents Quarry Dust (%) Natural Sand (%) Test method

SiO2 62.48 80.78
Al2O3 18.72 10.52
Fe2O3 6.54 1.75
Cao 4.83 3.21
MgO 2.56 0.77
IS 4032- 1968
Na2O Nil 1.37
K2O 3.18 1.23
TiO2 1.21 Nil
Loss of ignition 0.48 0.37

1.6 DESIRABLE PROPERTIIES OF FINE AGGRGATES TO BE USED IN CONCRETE

The common ingredients of concrete are: cement (binder), coarse and fine aggregate and
water and at times a fourth ingredient called admixture. The physical and chemical properties of
concrete making materials influence the properties of concrete mixes for specific uses. Cement,
the most important ingredient forms the binding medium for the other discrete constituents.

5
Water needed both for various types of cement that can be used for concrete constructions and
the desirable qualities of water to be used in concrete.

Aggregates which occupy nearly 70-75% volume of concrete are sometimes viewed as
inert ingredients. However, it is now well recognized that physical, chemical and thermal
properties of aggregates substantially influence the properties and performance of concrete. A
list of properties which are influenced by the properties and characteristics of aggregates are
given in table.

Fig no: 01 Collection of Fine Aggregate

6
Table no: 03 Concrete properties influenced by aggregate properties

Concrete property Relevant Aggregate property

Strength

Surface texture

Particle shape,
Strength and workability
Flakiness and Elongation indices

Maximum size

Grading

Deleterious constituents

Modulus of elasticity

Particle shape
Shrinking and creep
Grading

Cleanliness
Maximum size
Presence of clay

7
 Proper selection and use of aggregate are important both from economic and technical
consideration. Aggregates are cheaper than cement and greater volume stability and durability of
concrete. General classification of aggregates can be on the basis of their size, geological origin,
soundness in particular environment, unit weight or many other similar considerations as the
situation demand as per IS:383-1970. According to IS specification fine aggregate are those
most of which pass through 4.75mm sieve. Sand is one which is generally considered to have
lower size limit of about 0.07mm. Materials between 0.6mm and 0.002mm are classified as silt
and smaller particles are called clay.

Aggregates for concrete are generally desired from natural sources which may have been
naturally reduced to size or may be reduced to crush. As long as they conform to the
requirements of IS: 383-1970 and concrete of satisfactory quality can be produced at an
economical cost using them, both gravel or single or crushed natural aggregate can be used for
general concrete construction. The desirable properties of fine aggregate to be used in concrete
are briefly described below with respect to Indian code provisions.

1.6.1. SIZE OF AGGREGATE:

Fine aggregate is available in natural from or obtained from crushed stone or gravel. The
specification required that it should consist of hard, dense durable, uncoated rock fragments and
shall be free from injurious amount of clay, silt, etc.

1.6.2 GRADING OF FINE AGGREGATE:

Grading of fine aggregate has a much greater effect on the workability concrete than does
the grading of CA. experience in the laboratory and on the field demonstrated that in order to
capitalize on the value of air-entrainment for workability and durability in mass concrete, the
sand must be graded so as to:

 Entrain air readily with a reasonable amount of air entraining admixtures.

 Produce necessary workability for satisfactory placement with minimum quantity of
water.

8
 The grading of fine aggregate determined as per the procedure laid down is IS:23386 (part
1)-19963 shall be within the limits given in table and shall be described as fine aggregate with
grading zones I to IV.

The function of fine aggregate in cement concrete mixes is to fill voids of CA, prevent
segregation and endow the concrete with desired degree of cohesion and workability. The
properties of fine aggregate that determine its quality are fineness modules (fm), gradation,
specific, particle shape and surface texture.

Fineness modulus is a convenient method of expressing the overall grading of fine aggregate
and it is a numerical index of fineness giving the mean size of the particle present in the entire
body of fine aggregate. The FM of aggregate varies between 2.0 to 3.5. FM is obtained by
adding the cumulative percentages of material retained on the specific set of sieves (4.75mm to
150 microns) and dividing the total by 100. FM for sand is higher for grade mixes (2.8 to 3.1).
Generally the ratio of sand to CA in the mix is lower when the sand s fine than when it is coarse.
The object of finding fm is to grade the given aggregate for most economical mix of the required
strength and workability with minimum quantity of cement.

Fineness modulus (fm) = sum of cumulative % weight retained

100
1.6.3 BEHAVIOUR OF FINE AGGREGATE IN CONCRETE

Generally, strength of concrete rises up an optimum percentage of fine aggregate and then
fall slightly with addition of fine aggregate. The yield value is the number of cubic meter of
concrete produced by one bag of cement. It is seen from experiments that the minimum yield and
maximum cubes strength are reached simultaneously for a fixed percentage of fine aggregate.
The grading of sand has a marked influence on the workability, finish and quality of concrete.
The main requirement of concrete mix design is good workability and strength. The grading at
aggregates has a much greater effect on workability of concrete. The combined grading of CA
and fine aggregate mixtures should be such that a reasonable workability with minimum
segregations is obtained in concrete mix. The strength of the concrete depends on the properties
of and aggregate used. As we fix the cement content in concrete according to mix design the
strength of concrete is solely depends on the properties of aggregate used.

9
1.7 PRODUCTION OF QUARRY DUST
The Aggregate Crushing plant includes vibrating feeder, impact crusher, jaw crusher or
cone crusher, vibrating screen, belt conveyor and centrally electric controlling system, etc. The
big materials are fed to the jaw crusher evenly and gradually by vibrating feeder through a
hopper for the primary crushing. After first crushing, the material will transferred to impact
crusher or cone crusher by belt conveyor for secondary crush; the crushed materials will then
transferred to vibrating screen for separating. After being separated, the parts that can meet
standard will be taken away as final products, while the other parts will be returned to impact
crusher, thus forming a closed circuit. Size of final products can be combined and graded
according to customer‟s specific requirement. We can also equip dust catcher system to protect
environment.

Fig no: 02 Production of Quarry Dust in a Crushing Plant

(source: Budawada, Chimakurthy, Prakasam District TPA 412).

10
1.7.1 BEHAVIOUR OF QUARRY DUST:
Quarry dust produced by crushed rock pieces are often made up of particles having rough
and angular surfaces. When this quality is coupled with flattened elongated shapes, it will
produce a concrete mix that is harsh and not as concrete containing quarry dust can be increased
by adding super plasticizer. Quarry dust, because of their angularity and toughness, produce
greater concrete compressive strength for cement even with higher water content than natural
sand. However, quarry dust produced with modern equipments behaves almost the same as
natural sand.

1.7.2 ADVANTAGES OF QUARRY DUST:

The Specific gravity depends on the nature of the rock from which it is processed and the
variation is less.

1.7.3 DISADVANTAGES OF QUARRY DUST:

Shrinkage is more in when compared to that of the natural river sand. Water absorption is
present so that increase the water addition to the dry mix.

1.8 DESIRABLE PROPERTIES OF SUPERPLASTICIZER

The following are the properties of super plasticizer

 Gives increased working life to fresh concrete.
 Increases workability without extra water, reducing placing time and costs.
 Improves cohesion, minimizing segregation and improving surface finish.
 Aids pumping by improving cohesion and reducing workability loss.
 Allow a reduction in water-cement ratio, enhancing durability by producing low
permeability concrete with reduced shrinkage cracking potential.
 Chloride free, safe for use in pre stressed and reinforced concrete
 Can be used with concrete containing micro silica and other cement replacements.

11
 Fig no: 03 Super Plasticizer VARA PLAST SP 123

1.8.1 HIGH PERFORMANCE, SUPERPLASTICISING, HIGH RANGE WATER

VARAPLAST 123 is a chloride free, super plasticizing admixture based on selected synthetic
polymers. It is supplied as a brown solution which is instantly dispersible in water.
VARAPLAST 123 can provide very high level of water reduction and hence major increase in
strength can be obtained coupled with good retention of workability to aid placement.

1.8.2 USES:

♦ VARAPLAST SP 123 can provide self-leveling concrete practically eliminating the need for
vibration during placing.

♦ VARAPLAST SP 123 provides excellent workability even at low water/cement ratio.

♦ VARAPLAST SP 123 is especially recommended for use in PPC concrete and high
workability concrete and where fast shutter removal is required.

1.8.3 ADVANTAGES:

♦ Increased Workability: Reduces placing time, labor and equipment.

♦ High Strength Concrete: Water reduction .gives higher strengths without cement increase or
workability loss.

♦ Workability Retention: Good workability retention without set retardations.

♦ Reduced Risk of Retardation: Normal set without retardation even if accidentally overdosed.

12
♦ Reduced Permeability: Reduction of water reduces porosity giving improved water
impermeability.

♦ Surface Finish: Better dispersion of cement particles and increased cohesion minimizes
segregation and bleeding and gives improved surface finish.

♦ Improved Palpability: Line friction is reduced by increasing workability and cohesion.

♦ Chloride Free: Safe in reinforced concrete.

1.8.4 STANDARDS

VARAPLAST SP 123 complies with BS 5075 – 1982 And ASTM C494 Type G. IS 9103 -1999

1.8.5 TYPICAL PROPERTIES

♦ Calcium Chloride Content: Nil

♦ Specific Gravity: 1.22 at 25° C.

♦ Air Entrainment: Less than 1% additional air is entrained.

♦ Setting Time: No retardation at normal dosage.

♦ Chloride Content: Nil to BS 5075.

♦ Cement Compatibility: Compatible with sulphate resisting and other Portland cements, high
alumina cements and cement replacement materials such as PFA, GGBFS and Micro silica.

♦ Durability: Water reduction gives increase in density and water impermeability which
improves durability.

1.8.6 INSTRUCTIONS FOR USE

Dosage: The optimum dosage for VARAPLAST SP 123 should be determined by site trials with
actual site conditions. As a guide the dosage is normally: 0.50 - 1.0 liters/100 kg cementitious
material, forflowing concrete. 0.80 - 1.50 liters/100 kg cementations material, for high strength
concrete.

Overdosing: An overdose of double the intended amount of VARAPLAST 123 will result in
very high workability as compared to that normally obtained. Provided that adequate curing is
maintained, the ultimate compressive strength will not be impaired.

1.8.7 TECHNICAL SUPPORT

'AKARSH' provides technical support service on mix design, admixture selection, evaluation of
trials, dispensing equipment etc. Please contact the Technical Department in these cases.

13
1.8.8 PACKAGING:

VARAPLAST 123 is supplied in 250 kgs drums.

Cleaning: Spillages of VARAPLAST 123 can be removed with water.

Storage: VARAPLAST 123 should be protected from extremes of temperature. Should the
material

Become frozen, it must be completely thawed and thoroughly mixed before use. VARAPLAST
123 has

a minimum shelf life of 12 months provided temperature is kept within the range 5o C to 30o C.

1.8.9 HEALTH & SAFETY:

VARAPLAST SP 123 is non-toxic. Any splashes to the skin should be washed immediately with
water.

Splashes to the eyes should be washed immediately with water and medical advice should be
sought.

14
 CHAPTER 2
LITERATURE REVIEW

15
 LITERATURE REVIEW

2.1 GENERAL

In chapter 2, the desirable properties of fine aggregate to be used in concrete, the role of
fine aggregate in concrete and the work done by various investigators using any non-
conventional material as fine aggregate have been reviewed and presented.

Aggregates for concrete are generally desired from natural sources which may have been
naturally reduced to size or may be reduced to crush. As long as they conform to the
requirements of IS: 383-1970 and concrete of satisfactory quality can be produced at an
economical cost using them, both gravel or single or crushed natural aggregate can be used for
general concrete construction. The desirable properties of fine aggregate to be used in concrete
are briefly described below with respect to Indian code provisions.

2.2 REVIEW OF EARLIER INVESTIGATIONS

Some of the investigations on the use of quarry dust or any other non-conventional
material as fine aggregate is reviewed in this section.

PARTIAL REPLACEMENT OF SAND WITH QUARRY DUST IN CONCRETE

Chandana Sukesh, Katakam Bala Krishna, P.Sri Lakshmi Sai Teja, Ref1
In this study, an attempt to use Quarry Dust as partial replacement for Sand in concrete.
Attempts have been made to study the properties of concrete and to investigate some properties
of Quarry Dust the suitability of those properties to enable them to be used as partial replacement
materials for sand in concrete. Quarry dust has been proposed as an alternative to river sand that
gives additional benefit to concrete. Quarry dust is known to increase the strength of concrete
over concrete made with equal quantities of river sand, but it causes a reduction in the
workability of concrete. When examining the above qualities of fly ash and quarry dust it
becomes apparent that if both are used together, the loss in early strength due to one may be
alleviated by the gain in strength due to the other, and the loss of workability due to the one may
be partially negated by the improvement in workability caused by the inclusion of the other. The
following are the conclusion points of their study,

16
  The Replacement of the sand with quarry dust shows an improved in the compressive
strength of the concrete.
 As the replacement of the sand with quarry dust increases the workability of the concrete
is decreasing due to the absorption of the water by the quarry dust.
 The specific gravity is almost same both for the natural river sand and quarry dust. The
variation of the physical properties like particle size distribution and bulking is much
varying parameter that which affect the mix design of the concrete.
 The results from the table show the decrease in the workability of concrete when the
percentage of the replacement is increasing. The workability is very less at the standard
water-cement ratio and the water that is required for making the concrete to form a zero
slump with a partial replacement requires more water. The test conducted at 50%
replacement showed that the water-cement ratio increased to 1.6 at which the slump cone
failed completely.
HIGH PERFORMANCE CONCRETE USING QUARRY DUST AS FINE AGGREGATE
Ref 2
V.Priyadharshini, A.Krishnamoorthi
In This study, authors described the High-Performance concrete with quarry dust as fine
aggregate in addition of steel fiber. To over-come the difficulties due to excessive sand mining,
quarry dust was used as fine aggregate. Quarry dust is the fine material, produced from gravel
crushers. Super plasticizers were used to improve workability of concrete. Cement was replaced
with 10% of silica fume. The M60 grade concrete used was designed by using a modified ACI
method suggested by Aïtcin. Volume fraction of the fibers‟ used in this study as 0%, 0.5%, 1%,
1.5%. Specimens were casted and compression, split tensile and flexure test were conducted for
7 and 28days. Durability tests such as rapid chloride penetration test, Acid attack, sulphate
attack, alkaline attack was also conducted. From the result it was found that addition of silica
fume will increase the compressive strength, steel fiber will increase the tensile strength.
Addition of 1% steel fiber is found as optimum from the experimental results. The following are
the conclusion points of their study,
 The experimental investigation was conducted for high performance concrete with quarry dust as
fine aggregate with partial replacement of cement with silica fume and also with addition of steel

17
 fibre. Workability and strength characteristics of the high performance concrete were compared
with conventional concrete.
 Quarry dust has lots of finer dust particle than sand. Which reduce the workability of concrete.
To compensate this problem super plasticizer was used. Combination of quarry dust and silica
fume exhibiting good performance due to efficient micro filling ability and pozzolanic action of
silica fume.
 From this can conclude that 100% of sand with quarry dust shows good strength and durability.
When adding 0.5%, and 1% of fibre content compressive strength and tensile strength of the mix
will increase. When 1.5% of steel fibre was added strength will decrease because of
accumulation of fibre. When adding more fibre in concrete, bonding between the fibres will
increase and accumulate of fibre will occur. It is called balling effect. From the experimental
investigation it was found that the optimum fibre content is 1%.
USE OF QUARRY DUST TO REPLACE SAND IN CONCRETE –AN
EXPERIMENTAL STUDY Ref 3
G.Balamurugan, Dr.P.Perumal
This experimental study presents the variation in the strength of concrete when replacing sand by
quarry dust from 0% to 100% in steps of 10%. M20 and M25 grades of concrete were taken for
study keeping a constant slump of 60mm. The compressive strength of concrete cubes at the age
of 7 and 28 days were obtained at room temperature. Also the temperature effect on concrete
cubes at 100oC on 28th day of casting was carried out to check the loss of strength. From test
results it was found that the maximum compressive strength is obtained only at 50% replacement
at room temperature and net strength after loss due to hike in temperature was above the
recommended strength value due to 50% replacement itself. This result gives a clear picture that
quarry dust can be utilized in concrete mixtures as a good substitute for natural river sand giving
higher strength at 50% replacement. The following are the conclusion points of their study

 Concrete acquires maximum increase in compressive strength at 50% sand replacement. The
percentage of increase in strength with respect to control concrete is 24.04 & 6.10 in M20 and
M25 respectively.
 After heated to 100oC, the maximum compressive strength is obtained at 50% sand replacement.
The percentage of reduction in strength with respect to control concrete is 6.67 & 13.80 in M20
and M25 respectively.

18
 Due to thermo shock also the compressive strength is maximum at 50% sand replacement only.
The percentage of reduction in strength with respect to control concrete is 13.01 & 16.22 in M20
and M25 respectively.
 The above conclusion gives clear picture that quarry dust can be utilized in concrete mixtures as
a good substitute for natural river sand with higher strength at 50% replacement.
An Innovative Method of Replacing River Sand by Quarry Dust Waste in
Concrete for Sustainability Ref4
GHOSH
One of the earliest investigations on the suitability of quarry dust for making quality concrete
was Ghosh and others at Central road Research Institute (CRRI), New Delhi. They carried out
the various tests on physical properties of quarry dust obtained from a few sources in U.P to
determine their suitability as a fine aggregate. Mortar making property, compressive strength,
flexural strength, abrasion loss, drying shrinkage and bond strength of concrete were determined
for all the samples and concluded that quarry dust used as fine aggregate to produce quality
concrete. However, split tensile strength and durability studied were not conducted to determine
the relative performance of quarry dust concrete.
STRENGTH AND DURABILITY PROPERTIESOF CONCRETE CONTAINING
QUARRY ROCK DUST AS FINE AGGREGATE Ref 5
ILANGOVAN AND NAGAMANI
According to Ilangovan and Nagamani, there was up to 10% increase in compressive
strength and flexural strength when natural sand is fully replaced by crusher rock dust.
Workability decreased which can be rectified by adding super plasticizer based on codal
provision. Maximum permissible particles of size finer than 0.075mm are 15%.
METHOD OF REPLACING RIVER SAND BY QUARRY DUST WASTE IN
CONCRETE FOR SUSTAINABILITY Ref 6
NAGARAJ According to
Nagaraj, if sand replacement completely by quarry dust as a means of marginal material is
desired; to care of workability use of super plasticizer can be very helpful. On the other hand if
partial replacement is contemplated, with reduced dosage of super plasticizer and adjustment in
water content the required workability can be obtained. With 2% increase in super plasticizer a

19
dramatic increase of slump value from 5mm to 130mm is produced. When 50% sand and 50%
quarry dust is used the slump value increased from 5mm to 15mm only.

Nagaraj and zahida banu used quarry dust and pebbles as fine aggregate and CA in
concrete and used the method of reproportioning concrete to obtain M65 concrete and has
concluded that the above combination of CA & fine aggregate can be used with confidence in
concrete.
Use of Quarry Dust to Replace Sand in Concrete – An Experimental Study
PRAKASH RAO AND GIRIDHAR Ref 7
According to Prakash rao and Giridhar, usage of quarry dust has no detrimental effect on
strength and performance of concrete when designed correctly. The concrete cubes with quarry
dust developed about 17% higher strength in compression, 7% more split tensile strength and
20% more flexural strength than the concrete cubes or beams with river sand as fine aggregate.
The difference in strength are possibly due to sharp edges of stone dust providing stronger bond
with cement compared to the rounded shape of river sand. The investigation indicates that quarry
dust has potential as fine aggregate in concrete structures with reduction in cost of concrete by
20% compared to conventional concrete.
High Performance Concrete using Quarry dust as Fine aggregate
SAHU AND SUNIL KUMAR Ref 8
According to Sahu and Sunil Kumar, there is a significant increase in compressive
strength, modulus of rupture and split tensile strength for both the concrete mixes when sand is
partially replaced by stone dust. The workability of the concrete mixes decreased with an
increase in percent of stone dust as partial replacement of sand. The workability of concrete
mixes increased with an increase in percent of super plasticizer. It can be concluded that if 40%
sand is replaced by stone dust in concrete, it will not reduce the cost of concrete but at the same
time it will save a large quantity of natural sand and will also reduce the pollution created due to
the disposal of this stone dust on valuable fertile land.

2.3 SUMMARY

From the above, it can be seen that there is necessity to conduct comprehensive strength
on the performance of quarry dust and concrete for at least certain widely used grades. The
present study is an attempt in that direction.

20
 CHAPTER 3

EXPERIMENTAL
PROGRAMME

21
 EXPERIMENTAL PROGRAMME

3.1 GENERAL

In this chapter, the experimental investigations on the strength characteristics of concrete

using quarry dust has been described along with the various physical and other properties of all
the materials used in concrete. Quarry dust is used for the study of M30 and M40 grades of
concrete.

3.2 MATERIALS USED:

The different materials used in this investigation are:

 Cement
 Fine Aggregates
 Coarse Aggregates
 Quarry Dust
 Chemical Admixture-super plasticizer
 Water

3.2.1 CEMENT
Cement is a binding materials called calcareous and argillaceous materials. K.C.P-53
grade ordinary Portland cement conforming to IS: 12269 was used. There are about 70 varieties
of cement and available in powder, paste and liquid form but we are only concerned here with
constructional cement commonly known as Portland cement. (Portland is the town in South
England where cement was originally made)
Cements having calcium silicates as major constituents are called Portland cement.
Cements in which the major constitute- nets are ingredients other than calcium silicates are
called non- Portland cement. When making concrete the cement paste acts as a binding medium
which adheres to the intermixed sand and stone particles. This binds the mass together which be-
comes very hard. Cement used in the laboratory investigations was ordinary Portland cement of
53grade. The properties of cement used in the investigation are presented.

22
 z

Fig no:04 Collection of Cement

The physical properties of the cement are listed in Table – 3.1.

Table no:04. Properties of Ordinary Portland cement

S.No Properties Results IS : 12269-1987

1. Specific gravity 3.15 -

2. Normal consistency 32% -

3. Initial setting time 60 Min Minimum of 30min

4. Final setting time 350 Min Maximum of 600min

5. Fineness

6. Compressive strength
A. 3 days strength Minimum of 27 Mpa
B. 7 days strength Minimum of 40Mpa
C. 28days strength Minimum of 53Mpa

23
3.2.2 FINE AGGREGATE

The standard sand used in this investigation was obtained from PENNA River in
NELLORE. The standard sand shall be of quartz, light grey or whitish variety and shall be free
from silt. The sand grains shall be angular; the shape of the grains approximating to the spherical
form elongated and flattened grains being present only in very small or negligible quantities. The
standard sand shall (100 percent) pass through 2-mm IS sieve and shall be (100 percent) retained
on 90-micron IS Sieve and the sieves shall conform to IS 460 (Part: 1): 1985.

Fig no: 05 Collecting PENNA RIVER SAND

Table no: 05 Particle Size

Particle Size Grade Percent

Smaller than 2 mm and greater than 1 mm I 33.33

Smaller than 1 mm and greater than 500 microns II 33.33

Below 500 microns but greater than 90 microns III 33.33

24
The physical properties of sand is given by
Table no: 06 Properties of Fine aggregate

Colour Light yellow

Specific gravity 2.67
Shape of grains Rounded

3.3 COARSE AGGREGATES:

According to IS 383: 1970, coarse aggregate may be described as crushed gravel or stone
when it results from crushing of gravel or hard stone. The coarse aggregate procured from quarry
was sieved through the sieved of sizes 20 mm and 10 mm respectively. The aggregate passing
through 20 mm IS sieve and retained on 10 mm IS sieve was taken. Specific gravity of the coarse
aggregate is 2.76.
The physical properties of gravel is given by
Table no:07 Properties of Coarse aggregate

Colour Greyish
Specific gravity 2.80
Shape of grains Angular

Table no: 08 GRADING OF FINE AND COURSE AGGREGATE

Sieve size(mm) 20mm Natural sand
40 100.00 100.00
20 90.20 100.00
10 7.60 100.00
4.75 1.20 96.00
2.36 - 81.52
1.18 - 59.10
0.6 - 4.70
0.3 - 3.95
0.15 - 2.01
0.075 - 1.08

From the above sieve analysis the fine aggregate is falls under ZONE- III

25
3.4 QUARRY DUST

The crusher plants located in and Nellore is the source for collecting quarry dust used in
the study. The crusher plants are equipped with roller or jaw type crushed and the crushed stone
metals of different sizes are collected after sieving them through rotary sieves, which are
cylindrical in shape and placed in an inclined position. Starting from higher end of the screening
unit, they have in general openings of 3.2, 9.5, 12.7, and 25.4mm sizes. The material passing
through 3.2mm sieve is known as crusher dust or quarry dust and is collected. Quarry dust is
collected from two different crusher locations at the following places.

1. Chimakurthy, prakasam district (TPA 412).

2. Kanuparthipadu, Nellore district.

3.4.1 PROPERTIES OF QUARRY DUST USED IN THIS STUDY

Laboratory investigations are carried out on the quarry dust obtained from crusher
plants (sample 1) and the results are compared with the existing IS standards to decide on their
suitability as fine aggregate in concrete. It has been ascertained that the quarry site for one
crusher plants is same i.e. at kanuparthipadu village, located near Nellore. The results of the tests
on the quarry dust obtained from 1 crusher plants are given in the section.

3.4.2 GRADATION AND FINENESS MODULUS

Quarry dust obtained from the two source are sieved are sieved in set of sieves to
determine the FM under the condition namely, using the set of sieves as presented in the IS code
for fine aggregates i.e. from 4.75mm to 75micron. The result of sieve analysis for two samples
are give in table 3.4 and 3.5. The variation in the gradation under the above two conditions are
brought out clearly in the gradation curve shown in fig 3.1

26
 Fig no: 06 Set of Sieves
Table no:09 Result of sieve analysis of sample from prakasam

Sieve Weight % Cumulative Total

Size Retained Retained retained% Passing %
4.75 0.001 0.20 0.20 99.80

2.36 0.004 0.81 1.01 98.99

1.18 0.081 16.33 17.34 82.66

0.6 0.112 22.58 39.92 60.08

0.3 0.043 8.67 48.59 51.41

0.15 0.138 28.02 76.61 23.39

0.075 0.087 17.34 93.95 6.05

Fineness modulus=1.8

27
 Table no: 10 Result of sieve analysis of sample from Nellore

Sieve Weight % retained Cumulative Total

Size Retained retained % Passing %
4.75 0.005 1.01 1.02 99.10

2.36 0.002 0.41 1.42 98.58

1.18 0.084 17.07 18.50 81.50

0.6 0.085 17.28 35.77 64.23

0.3 0.003 6.71 42.48 57.52

0.15 0.165 33.54 76.02 23.98

0.075 0.09 18.29 94.31 5.69

Fineness modulus=1.7
(b) Specific gravity

The specific gravity of two samples of quarry dust is determined based on procedure
given in IS: 2386(part III)-1963

Table no: 11 Specific gravity of the quarry dust samples

Sample Specific gravity

Prakasham sample I 2.50

Nellore -sample II 2.40

28
 Fig no: 07 Specific Gravity of Quarry Dust

3.5 CHEMICAL ADMIXTURE (SUPERPLASTICIZER)

Admixture used in this study is VARAPLAST SP123. It is based on Sulphonated

Naphthalene polymers. VARAPLAST SP 123 is a chloride free, Superplasticising admixture
based on selected synthetic polymers. It is supplied as a brown solution which is instantly
dispersible in water. VARAPLAST SP 123 can provide very high level of water reduction and
hence major increase in strength can be obtained coupled with good retention of workability to
aid placement.

USES

♦ VARAPLAST SP 123 can provide self-leveling concrete practically eliminating the need for
vibration during placing.

♦ VARAPLAST SP 123 provides excellent workability even at low water/cement ratio.

♦ VARAPLAST SP 123 is especially recommended for use in PPC concrete and high
workability concrete and where fast shutter removal is required.

29
ADVANTAGES

♦ Increased Workability: Reduces placing time, labour and equipment.

♦ High Strength Concrete: Water reduction gives higher strengths without cement increase or
workability loss.

♦ Workability Retention: Good workability retention without set retardations.

♦ Reduced Risk of Retardation: Normal set without retardation even if accidentally overdosed.

♦ Reduced Permeability: Reduction of water reduces porosity giving improved water

impermeability.

♦ Surface Finish: Better dispersion of cement particles and increased cohesion minimizes
segregation and bleeding and gives improved surface finish.

♦ Improved Palpability: Line friction is reduced by increasing workability and cohesion.

♦ Chloride Free: Safe in reinforced concrete.

Table no:12 Properties of super plasticizer

Specific gravity 1.22 at 25° C

Air entrainment Less than 1% additional air is entrained.
Setting Time No retardation at normal dosage
Compatible with sulphate resisting and
other Portland cements, high alumina
Cement Compatibility cements and cement replacement
materials such as PFA, GGBFS and Micro
silica.
Water reduction gives increase in density
Durability and water impermeability which improves
durability.

30
3.5.1 INSTRUCTIONS FOR USE DOSAGE:
The optimum dosage for VARAPLAST 123 should be determined by site trials with
actual site conditions. As a guide the dosage is normally: 0.50 - 1.0 litres/100 kg cementations
material, for flowing concrete. 0.80 - 1.50 litres/100 kg cementitious material, for high strength
concrete. Overdosing : An overdose of double the intended amount of VARAPLAST 123 will
result in very high workability as compared to that normally obtained. Provided that adequate
curing is maintained, the ultimate compressive strength will not be impaired.
3.6 TESTS CARRIED OUT:

Tests on fresh concretes (sand and quarry dust as fine aggregates) and hardened concrete
and durability studies are carried out as described below:

3.7 TESTS ON FRESH CONCRETE:

Workability test on two grade of concrete (M30, M40) are carried out. Of the four
workability tests namely slump test, compaction factor(CF) test, Vee Bee consistency test and
flow table test, only the first are conducted on concretes.

Slump test:

Before conducting the slump test, the internal surface of all moulds are cleaned and
placed on smooth rigid and non absorbent surface. Then the moulds were filled with concrete in
four layers and each layer was tempered twenty five blows by standard tamping rod. The slump
is measured for all types of concrete based on the procedure described in IS: 1199-1959.

31
 Fig no: 08 Slump Cone Test
3.7.1 WATER

Portable water was used in the experimental work for both preparing and curing. The pH
value of water taken is not less than 6.

The allowable limits of physical and chemical impurities and the test methods of their
evolution are compiled. The limits of impurities as per Indian, Australian, American and British
standard presented. From the literature it is seen that, the reaction between water and cement
affect the setting time, compressive strength and also lead to softening of concrete. All the
impurities may not have adverse effect on the properties of concrete. The use of impure water for
concrete mixing is seen to favorable for strength development at early ages and reduction in long
term strength.

IS 3025[5] recommended that, testing of water play an important role in controlling the
quality of cement concrete work. Systematic testing of the water helps to achieve higher
efficiency of cement concrete and greater assurance of the performance in regard to both strength

32
and durability. Water is susceptible to being changed due to physical, chemical or biological
reactions which may take place between at the time of sampling and analyzing. Hence it is
necessary to test water before used for cement concrete production. Samples should be
collected, as far as possible, from midstream at mid depth, Sites should be selected such that
marginal changes in water observed with naked eyes, where there are major river discharges or
obstructions occurred, sample from 100maway of the discharge point in downstream side is
taken for small streams. In case of long length river there should be at least three fixed sampling
locations along the cross-section. Sampling locations can be fixed with reference to significant
features.

33
 CHAPTER -4

CONCRETE MIX DESIGN

34
 CONCRETE MIX DESIGN

4.1 MIX DESIGN FOR PRESENT INVESTIGATION

Mix proportion of concrete for the reference mix using quarry dust as fine aggregate for
two grades (M30 and M40) are done using IS method. The mix proportion obtained is
summarized below. The concrete mix design for M30 and M40 were carried out according to
Indian standard recommendation method is 10262-2009.

4.2 MIX DESIGN FOR M30

4.2.1 STIPULATIONS FOR ROPORTIONING

Grade designation = M30
Type of cement = OPC 53 grade
Mineral admixture = No
Maximum nominal size aggregate = 20 mm
Maximum water content = 0.4
Workability = 100mm (slump)
Exposure condition = Severe (reinforced concrete)
Degree of supervision = Good
Type of aggregate = Crushed angular aggregate
Chemical admixture = No

TEST DATE FOR MATERIAL:

Cement used = OPC 53
Specific gravity of cement = 3.15
Specific gravity
Coarse aggregate = 2.80
Fine aggregate = 2.70
Water absorption
Coarse aggregate = 0.5 percent

35
 Fine aggregate = 1.0 percent free moisture
Free moisture
Coarse aggregate = Nil
Fine aggregate = Nil

DESIGN:
Target strength for mix proportion ƒ‟ck = ƒck + (1.65× s)
= 30+1.65×5
= 38.25 N/mm2

4.2.2 SELECTION OF WATER – CONTENT RATIO:

From the experience of designer, 38.25 N/mm2 can be achieved in 28 days by using a w/c
ratio 0.45.
From as per table 5 of IS: 456, a maximum w/c ratio permitted is 0.45
Hence adopt w/c ratio 0.47

4.2.3 SELECTION OF WATER CONTENT:

Water content for 20mm aggregate = 186lit
6
Estimated water content for 100mm slump = 186+×100 +186 = 197.16 lit

= 198 lit

4.2.4 CALCULATION OF CEMENT CONTENT:

Water /cement ratio = 0.47
198
Cementations material content =
0.47
= 422 kg/m3
Since 422 kg/m3 > 320 kg/m3
Hence it is OK.

36
PROPORTION OF VOLUME OF COARSE AGGREGATE AND FINE AGGREGATE
CONTENT:
Volume of coarse aggregate corresponding to 20 mm size and fine aggregate zone 3 for water –
cement ratio 0.50 = 0.64
Water – cement ratio = 0.47
As the w/c is lower by 0.05 the proportion of volume of coarse aggregate is increased by
0.01
× 0.03 = 0.006
0.05

The proportion of volume of coarse aggregate for W/c ratio 0.50 = 0.64+ 0.006 = 0.646
Volume of fine aggregate = 1 – 0.646
= 0.354

4.2.5 MIX CALCULATION:

a. Volume of concrete = 1m3
𝑚𝑎𝑠𝑠 𝑜𝑓 𝑐𝑒𝑚𝑒𝑛𝑡 1
b. Volume of cement = × 1000
𝑠𝑝𝑒𝑐𝑖𝑓𝑖𝑐 𝑔𝑎𝑟𝑣𝑖𝑡𝑦 𝑜𝑓 𝑐𝑒𝑚𝑒𝑛𝑡

422 1
= × 1000
3.15

= 0.1359 m3
𝑚𝑎𝑠𝑠 𝑜𝑓 𝑤𝑎𝑡𝑒𝑟 1
c. Volume of water = × 1000
𝑠𝑝𝑒𝑐𝑖𝑓𝑖𝑐 𝑔𝑎𝑟𝑣𝑖𝑡𝑦 𝑜𝑓 𝑤𝑎𝑡𝑒𝑟
198 1
= ×
1 1000

= 0.198 m3
d. Volume of all in aggregate = a – (b+c)
= 1 – (0.1359+0.198)
= 0.668
Mass of coarse aggregate = f× volume of coarse aggregate × S.G × 1000
= 0.668× 0.581 × 2.80×1000
= 1087 Kg
Mass of fine aggregate = f × volume of fine aggregate× S.G × 10
= 0.668×0.354×2.70×1000
= 1048 Kg

37
4.2.6 MIX PROPORTION:
Cement = 422 Kg/m3
Water = 198 Kg/m3
Fine aggregate = 1048 Kg/m3
Coarse aggregate = 1087 Kg/m3

W/C = 0.47

MIX PROPORTION FOR M30

Table no:13 Mix proportions

Cement Fine aggregate Coarse aggregate Water

3 3 3
422 Kg/m 1048 Kg/m 1087 Kg/m 198 Kg/m3
1 2.48 2.525 0.47

4.3 MIX DESIGN FOR M40

4.3.1 STIPULATIONS FOR PROPORTIONING
Grade designation = M40
Type of cement = OPC 53 grade
Mineral admixture = No
Maximum nominal size aggregate = 20 mm
Maximum water content = 0.4
Workability = 100mm (slump)
Exposure condition = Severe (reinforced concrete)
Degree of supervision = Good
Type of aggregate = Crushed angular aggregate
Chemical admixture = No

4.3.2 TEST DATE FOR MATERIAL:

Cement used = OPC 53
Specific gravity of cement = 3.15

38
Specific gravity
Coarse aggregate = 2.80
Fine aggregate = 2.70
Water absorption
Coarse aggregate = 0.5 percent
Fine aggregate = 1.0 percent free moisture
Free moisture
Coarse aggregate = Nil
Fine aggregate = Nil
DESIGN:
Target strength for mix proportion ƒ‟c = ƒck + (1.65× s)
= 40+1.65×5
= 48.25 N/mm2

4.3.3 SELECTION OF WATER – CONTENT RATIO:

From the experience of designer, 48.25 N/mm2 can be achieved in 28 days by using a w/c
ratio 0.42
But as per Table 5 of IS: 456, a maximum w/c ratio permitted is 0.45
Hence adopt w/c ratio 0.375

4.3.4 SELECTION OF WATER CONTENT:

From table 5 of IS 456-2000 maximum water content for 20mm aggregate is 186lit
6
Estimated water content for 100mm slump = 186+186× 100 = 197 lit

4.3.5 CALCULATION OF CEMENT CONTENT:

Water /cement ratio = 0.375
197
Cementations material content = = 528 kg/m3
0.375

Since 528 kg/m3 > 320 kg/m3

Hence it is OK

39
PROPORTION OF VOLUME OF COARSE AGGREGATE AND FINE AGGREGATE
CONTENT:
Volume of coarse aggregate corresponding to 20 mm size and fine aggregate zone 3 for
water – cement ratio 0.50 = 0.64
Water – cement ratio = 0.375
As the w/c is lower by 0.05 the proportion of volume of coarse aggregate is increased by
0.01
× 0.125 = 0.025
0.05

The proportion of volume of coarse aggregate for W/c ratio 0.45 = 0.64+ 0.025 = 0.665
Volume of fine aggregate = 1 – 0.665
= 0.335

4.3.6 MIX CALCULATION:

a. Volume of concrete = 1m3
𝑚𝑎𝑠𝑠 𝑜𝑓 𝑐𝑒𝑚𝑒𝑛𝑡 1
b. Volume of cement = × 1000
𝑠𝑝𝑒𝑐𝑖𝑓𝑖𝑐 𝑔𝑎𝑟𝑣𝑖𝑡𝑦 𝑜𝑓 𝑐𝑒𝑚𝑒𝑛𝑡

528 1
= × 1000
3.15

= 0.1676 m3
𝑚𝑎𝑠𝑠 𝑜𝑓 𝑤𝑎𝑡𝑒𝑟 1
c. Volume of water = × 1000
𝑠𝑝𝑒𝑐𝑖𝑓𝑖𝑐 𝑔𝑎𝑟𝑣𝑖𝑡𝑦 𝑜𝑓 𝑤𝑎𝑡𝑒𝑟
197 1
= ×
1 1000

= 0.197 m3
d. Volume of all in aggregate = a – (b+c)
= 1 – (0.1676+0.197)
= 0.6344
Mass of coarse aggregate = f× volume of coarse aggregate × S.G × 1000
= 0.6344× 0.598 × 2.80×1000
= 1063 Kg
Mass of fine aggregate = f × volume of fine aggregate× S.G × 1000
= 0.6344×0.418×2.70×1000 = 716 Kg

4.3.7 MIX PROPORTION:

Cement = 528 Kg/m3

40
 Water = 197 Kg/m3

Fine aggregate = 716 Kg/m3

Coarse aggregate = 1063 Kg/m3

W/C = 0.45

Table no: 14 MIX PROPORTION FOR M40

Cement Fine aggregate Coarse aggregate Water

528 Kg/m3 716Kg/m3 1063 Kg/m3 197 Kg/m3
1 1.35 2.01 0.375

4.4 MIXING:

Mixing of concrete is simply defined as the "complete blending of the materials which
are required for the production of a homogeneous concrete. This can vary from hand to machine
mixing, with machine mixing being the most common.

However, no successful mixture can be achieved without the proper batching of all
materials. Batching is the "process of weighing or volumetrically measuring and introducing into
the mixer the ingredients for a batch of concrete. Quality assurance, suitable arrangement of
materials and equipment, and correct weighing of the materials are the essential steps that must
be completed before any mixing takes place.

4.5 MOULDS USED FOR CASTING:

Standard cubes moulds of 150 x 150 x 150mm made of cast iron used for the cement
mortar and concrete specimens for testing of compressive strength.

Cylindrical moulds of 150 mm in diameter and 300 mm height is made for concrete
specimens for testing of Split tensile strength.

41
 The Concrete Cubes (control specimens) were cast by using above proportion of
materials for OPC. Similarly quarry dust concrete cubes each were cast ob- trained from cement
fly ash proportions for different days of curing.

The specimens were demoulded after 1 day and immersed in water for 3, 7 and 28, days
for curing. During fresh state of concrete, Workability of concretes were measured .The mix
shall be carefully observed for freedom from segregation, bleeding and its finishing properties.

Fig no: 09 Casting of specimens

4.6 CASTING:

The standards moulds were fitted such that there are no gaps between the plates of the
moulds. If there is any gap, they were filled with plaster of Paris. The moulds were then oiled
and kept ready for casting. Concrete mixes are prepared according to required proportions for the
specimens by hand mixing; it is properly placed in the moulds in 3 layers. Each layer is
compacted 25 blows with 16 mm diameter bar. After the completion of the casting, the

42
specimens were vibrated on the table vibrator for 2 minutes. At the end of vibration the top
surface was made plane using trowel. After 24 hours of a casting the moulds were removed and
kept for wet curing for the required number of days before testing.

Fig no: 10 Casting of Cubes and Cylinders

4.7 CURING:

The test specimens are stored in place free from vibration; specimens are removed from
moulds after 24 ± half an hour time of addition of water to dry ingredients. After this period, the
specimens are marked and removed from the moulds and unless required for test within 24 hours
immediately submerged in clean fresh water and kept there until taken out just prior to test. The
water in which the specimens are submerged, are renewed every seven days and are maintained
at temperature of 27°±2°C.The specimens are not allowed to become dry at any time until they
have been testing. The specimens were put under curing for 28 days.

43
 Fig no: 11 Curing of Cubes and Cylinders

4.8 TEST SETUP AND TESTING PROCEDURE:

4.8.1 PREPARATION OF TEST SPECIMENS

A day before test, the cured specimens were removed from the curing tank, allowed to dry
properly and were cleaned off from any surface dust and kept ready for testing.

4.8.2 TESTING MACHINE

Digitally control universal testing machine system of 1000 KN and ±80m stroke
(displacement) was used for testing the specimens. The maximum axial load carrying capacity of
the machine is 1000 KN and ±80mm movements of the fixed load cross head.

4.8.3 STATIC TESTING:

The beam tested under stroke (displacement) control. For each step 2mm stroke was
applied at the constant rate of 1mm/min up to failure of the member. The specimens‟ surface was
visually inspected to locate the cracks.

44
4.8.4 TESTING PROCEDURE

The specimens were tested under one uniform load at surface; the specimen was placed on
circular support of the machine. The supporting length was 1.8m, placed on the Digitally Control
Universal System. The load from the fixed cross head is transferred to directly to the Cylinder.

4.9 TESTS FOR FRESH PROPERTIES OF CONCRETE:

4.9.1 WORKABILITY TEST:

Before conducting the slump test, the internal surface of all moulds are cleaned and placed on
smooth rigid and non absorbent surface. Then the moulds were filled with concrete in four layers
and each layer was tempered twenty five blows by standard tamping rod. The slump is measured
for all types of concrete based on the procedure described in IS:1199-1959.Workability test on
two grade of concrete (M30, M40) are carried out. Of the four workability tests namely slump
test, compaction factor (CF) test, Vee Bee consistency test and flow table test, only the first are
conducted on concretes.

Table no: 15 Slump values of Concrete with 20mm or 40mm maximum size of aggregate.

Degree of Workability Slump Value

Very low ___

Low 25-75

Medium 50-100

High 100-150

Very high _____

45
4.10 TESTS FOR HARD PROPERTIES OF CONCRETE:

4.10.1 COMPRESSIVE STRENGTH OF CONCRETE:

To determine the compressive strength (cube and cylinder) of both grades of

concrete, 150mm cubes and 100mm dia * 200mm ht. Cylindrical specimens are cured for 3days ,
7days and 28 days. At the end of above curing period, the specimens are tested in a compression
testing machine 100 T capacity under a uniform rate of loading (at 140 kg/cm 2/min) and
compressive strength is calculated as per IS 516-1959.
𝑙𝑜𝑎𝑑 𝑃
Compressive strength = =
𝑎𝑟𝑒𝑎 𝐴

Fig no:12 Compression Testing Machine

46
4.10.2 SPLIT TUBE TENSILE STRENGTH OF CONCRETE :

To determine the tensile (direct) strength of concrete cylinder specimens of size 100mm
dia * 200mm ht. are cast and after 28 days of moist curing tested in a compression testing
machine by loading it on the longitudinal direction and keeping cardboard strips just above and
below the specimen. The split tensile strength corresponding to failure of the specimen is
2𝑃
calculated using the formula of 𝜌𝐿𝐷

Where P= compressive load on cylinder,

L= length of cylinder,
D= diameter of cylinder and

Fig no:13 Split tube tensile Testing Machine

47
 Fig no: 14 Remoulding of Cubes

Fig no: 15 Remoulding of Cylinders

48
 CHAPTER-5

RESULTS AND
DISCUSSIONS

49
 RESULTS AND DISCUSSIONS

The test data and results obtained from the tests conducted in the present investigation
concrete 60 cubes and 60 cylinders have presented in tables and discuss in this chapter in the test
carried out, importance has been given to workability, ultimate compressive strength, cracking
and durability. The results of conventional concrete are compared with the quarry dust as a
replacement of fine aggregate with individual percentage replacement of admixture of compared
between the M30 and M40 grade concrete between the such as workability and compressive
strength cracking have been observed and recorded. Graphs of compressive strength Vs
compared between the above two grades.

Table no:16 WORKABILTY TEST RESULTS

Slump values for M30 and M40 grades by addition of Quarry Dust as partial replacement of fine
aggregates.

Slump in „‟mm‟‟

% of Quarry
Dust added

M30 M40

0% 60mm 70mm

20% 65mm 60mm

40% 70mm 65mm

50
5.1 DESCRIPTION OF CODINGS FOR M30 GRADE CONCRETE:

In our project, we are considering the following coding.

C - Conventional concrete

Q1 - Combination of 20% quarry dust

Q2 - Combination of 40% quarry dust

S1 - Combination of 20% quarry dust+0.6% of Super Plasticizer.

S2 - Combination of 40% quarry dust+0.6% of Super Plasticizer.

5.1.1 COMPRESSIVE STRENGTH TEST

TABLE: 17 TEST RESULTS FOR M30 GRADE CONCRETE

Compressive strength test values for M30 grade by addition Quarry Dust as partial replacement
of fine aggregates.

Compressive strength for Compressive strength for Compressive strength

3 days(MPa) 7 days(MPa) for 28 days(MPa)
Codings Cube no Cube no Cube no
Avg
1 2 Avg 1 2 Avg 1 2

C 13.77 14.00 13.88 18.88 19.77 19.32 37.80 40.00 38.90

50.00
Q1 23.56 22.22 22.89 25.78 27.56 26.67 44.44 55.55

50.44
Q2 22.22 22.44 23.33 26.67 30.00 28.33 52.00 48.88

S1 42.00 42.22 42.11 44.88 44.44 44.66 55.55 53.33 54.44

S2 28.88 28.00 28.44 41.33 37.33 39.33 57.77 55.55 56.66

51
 60
56.66
54.44
COMPRESSIVE STRENGTH IN N/mm2
50 50 50.44
44.66
42.11
40 39.33
38.39

30 3 Days
28.33 28.44
26.67
22.89 23.33 7 Days
20 19.32
28 Days
14
10

0
C Q1 Q2 S1 S2
Different combinations of quarry dust and admixture M30 mix

Fig no:16 Graph sheet showing different combinations of quarry dust and admixture M30
mix(compressive strength)

60
COMPRESSIVE STRENGTH IN N/mm2

50

40

30 3-days
7-days
20
28-days

10

0
C Q1 Q2 S1 S2
Different combinations of quarry dust and admixture M30 mix

Fig no: 17 Bar chart showing different combinations of quarry dust and admixture M30
mix compressive strength

52
5.1.2 TENSILE STRENGTH TEST

Tensile strength for 3 Tensile strength for 7 Tensile strength for 28

days(MPa) days(MPa) days(MPa)

codings Cylinder no Cylinder no Cylinder no

Avg
1 2 Avg 1 2 Avg 1 2

C 6.00 6.79 6.39 10.00 10.41 10.20 11.31 13.58 12.44

Q1 7.35 6.76 7.07 8.70 9.05 8.88 11.31 13.58 12.44

Q2 8.71 8.14 8.42 9.62 10.78 10.20 13.58 14.71 14.14

S1 8.49 10.18 9.30 10.46 10.75 10.60 13.01 13.58 13.29

S2 10.47 10.75 10.61 12.44 13.58 12.99 14.71 15.00 14.85

Table No.18 Test Results For M30 Grade Concrete

53
 16
14.85
14 14.14
TENSILE STRENGTH IN N/mm2

13.29 12.99
12 12.44 12.44

10.2 10.2 10.6 10.61

10
8.88 9.3
8 8.42
3-days
7.07
6 6.39 7-days
28-days
4

0
C Q1 Q2 S1 S2
Different combinations of quarry dust and admixture M30 mix

Fig no:18 Graph sheet showing different combinations of quarry dust and admixture M30
mix(Tensile strength)

16 14.85
14.14
14 13.29 12.99
12.44 12.44
12
10.6 10.61
10.2 10.2
10 9.3
8.88
8.42
3 days
8 7.07
6.39 7 days
6 28 days

0
c Q1 Q2 S1 S2

Fig no: 19 Bar chart showing different combinations of quarry dust and admixture M30
mix (Tensile strength)

54
5.2 DESCRIPTION OF CODINGS FOR M40 GRADE CONCRETE:

In our project, we are considering the following coding.

C - Conventional concrete

Q1 - Combination of 20% quarry dust

Q2 - Combination of 40% quarry dust

S1 - Combination of 20% quarry dust+0.8% of super Plasticizer

S2 - Combination of 40% quarry dust+0.8% of super Plasticizer

5.2.1 COMPRESSIVE STRENGTH TEST

TABLE: 19 TEST RESULTS FOR M40 GRADE CONCRETE

Compressive strength test values for M40 grade by addition Quarry Dust as partial replacement
of fine aggregates.

Codings Compressive strength for 3 Compressive strength for 7 Compressive strength for
days(MPa) days(MPa) 28 days(MPa)
Cube no Cube no Cube no
1 2 Avg 1 2 Avg 1 2 Avg

C 24.66 24.88 24.77 33.33 32.00 32.66 48.00 48.88 48.44

Q1 36.00 35.11 35.55 40.44 41.11 40.78 53.33 53.78 53.55

Q2 41.33 39.55 40.44 43.55 43.33 43.44 51.11 46.22 48.67

S1 46.88 43.55 45.21 47.33 50.44 48.90 57.77 60.00 58.90

S2 44.88 47.11 50.00 57.78 53.33 55.55 68.88 71.11 70.00

55
 80
COMPRESSIVE STRENGGTH IN N/mm2

70 70

60 58.9
53.55 55.55
50 48.44 48.67 48.9 50
43.44 45.21
40 40.78 40.44 3-days
35.55
32.66 7-days
30
24.77 28-days
20

10

0
C Q1 Q2 S1 S2
Different combinations of quarry dust and admixture M40 mix

Fig no:20 Graph sheet showing different combinations of quarry dust and admixture M40
mix (Compressive strength)

80
COMPRESSIVE STRENGGTH IN N/mm2

70
70
58.9
60 55.55
53.55
48.44 48.67 48.9 50
50 45.21
43.44
40.78 40.44
40 35.55 3 Days
32.66
30 24.77 7 Days
28 Days
20

10

0
C Q1 Q2 S1 S2
Different combinations of quarry dust and admixture M40 mix

Fig no:21 Bar chart showing different combinations of quarry dust and admixture M30
mix (Compressive strength)

56
5.2.2 TENSILE STRENGTH TEST

TABLE: 20 TEST RESULTS FOR M40 GRADE CONCRETE

Tensile strength test values for M40 grade by addition Quarry Dust as partial replacement of fine
aggregates

Tensile strength for 3 Tensile strength for 7 Tensile strength for 28

days(MPa) days(MPa) days(MPa)

Cylinder no Cylinder no Cylinder no

codings

Avg
1 2 Avg 1 2 Avg 1 2

C 9.00 9.33 9.16 10.75 11.20 11.00 12.67 13.01 12.84

Q1 7.92 9.33 8.62 10.75 12.44 11.59 13.58 14.71 14.14

Q2 10.00 10.20 10.13 10.20 11.32 10.76 12.56 14.14 13.35

S1 12.78 13.86 13.32 14.14 15.27 14.70 17.54 15.84 16.70

S2 12.56 13.86 13.21 14.71 14.14 14.42 16.69 16.97 16.83

57
 50
45
TENSILE STRENGTH IN N/mm2
16.7 16.83
40
35 14.14 13.35
12.84
30
14.7 14.42
25 28 days
20 11 11.59 10.76 7 days
15 3 days
13.32 13.21
10 9.16 10.13
8.62
5
0
C Q1 Q2 S1 S2
Different combinations of quarry dust and admixture M40 mix

Fig no:22 Graph sheet showing different combinations of quarry dust and admixture M40
mix(Tensile strength)

18 16.7 16.83
16 14.7
TENSILE STRENGTH IN N/mm2

14.14 14.42
14 13.35 13.32 13.21
12.84
11.59
12 11 10.76
10.13
10 9.16
8.62
3 Days
8
7 Days
6
28 Days
4

0
C Q1 Q2 S1 S2
Different combinations of quarry dust and admixture M40 mix

Fig no:23 Bar sheet showing different combinations of quarry dust and admixture M40
mix (Tensile strength)

58
 CHAPTER-6
CONCLUSIONS AND
SUGGESTIONS

59
 CONCLUSIONS AND SUGGESTIONS
6.1 CONCLUSIONS:

The following conclusions are arrived at based on the experiment investigation carried
out in the study:

Quarry dust obtained from various sources in and around Nellore and Prakasam

Districts satisfies the requirement as specified in IS standards.

 The workability of the quarry dust concrete can be increased by adding super plasticiser.
 Quarry dust concrete has equal or slightly higher strength than reference concrete for all
the two grades of concrete considered in this study (M30, M40). This shows that quarry
dust concrete can be used with confidence as a building material.
 Concrete acquires maximum increase in compressive strength and tensile strength at 20%
and 40% sand replacement. When compared with concrete with only river sand, the
amount of increase in strength is M30 and for M40.

6.2 FOR COMPRESSIVE STRENGTH:

 When compared to conventional concrete 20% of the quarry dust is increased by 11.1%
as per M30 grade concrete.

 When compared to conventional concrete 40% of the quarry dust is increased by 11.54 %
as per M30 grade concrete.

 When compared to conventional concrete 20% of the quarry dust + 0.6 % super
plasticizer is increased by 15.54 % as per M30 grade concrete.

 When compared to conventional concrete 40% of the quarry dust + 0.6 % super
plasticizer is increased by 13.76 % as per M30 grade concrete.

 As compared to above conventional concrete the maximum value is 20% of the quarry
dust + 0.6 % super plasticizer is 15.54 % as per M30 grade concrete of compressive
strength.

 When compared to conventional concrete 20% of the quarry dust is increased by 5.11 %
as per M40 grade concrete.

60
  When compared to conventional concrete 40% of the quarry dust is increased by 0.23 %
as per M40 grade concrete.

 When compared to conventional concrete 20% of the quarry dust + 0.8 % super
plasticizer is increased by 10.46 % as per M40 grade concrete.

 When compared to conventional concrete 40% of the quarry dust + 0.8 % super
plasticizer is increased by 21.56 % as per M40 grade concrete.

 As compared to above conventional concrete the maximum value is 20% of the quarry
dust + 0.8 % super plasticizer is 21.56 % as per M40 grade concrete of compressive
strength.

6.3 FOR TENSILE STRENTH:

 When compared to conventional concrete 20% of the quarry dust is increased by 0% as

per M30 grade concrete.

 When compared to conventional concrete 40% of the quarry dust is increased by 1.7 % as
per M30 grade concrete.

 When compared to conventional concrete 20% of the quarry dust + 0.6 % super
plasticizer is increased by 0.85 % as per M30 grade concrete.

 When compared to conventional concrete 40% of the quarry dust + 0.6 % super
plasticizer is increased 2.41 % as per M30 grade concrete.

 As compared to above conventional concrete the maximum value is 40% of the quarry
dust + 0.6 % super plasticizer is 2.41 % as per M30 grade concrete of Tensile strength.

 When compared to conventional concrete 20% of the quarry dust is increased by 1.3% as
per M40 grade concrete.

 When compared to conventional concrete 40% of the quarry dust is increased by 0.51 %
as per M40 grade concrete.

 When compared to conventional concrete 20% of the quarry dust + 0.8 % super
plasticizer is increased by 3.86% as per M40 grade concrete.
61
  When compared to conventional concrete 40% of the quarry dust + 0.8 % super
plasticizer is increased by 3.99 % as per M40 grade concrete.

 As compared to above conventional concrete the maximum value is 40% of the quarry
dust + 0.8 % super plasticizer is3.99 % as per M40 grade concrete of Tensile strength.

6.4 SUGGESTIONS FOR THE FUTURE WORK

1. It is suggest that the study of concrete for the estimation of concrete durability may be
extended.
2. The scope of using concrete in our constructional activities lies large, VIZ., precast, pre
stressed bridges, and multi storied buildings, bridges and structures on coastal areas and like. To
affect this change we will have to revive the designing to structures by encouraging use of
workability of concrete.
3. As soon as micro crack appears, sudden failure is observed in the concrete cubes.
4. The same investigation can be carried out for different water cement ratios for mineral
Admixture for M30 and M40 grade of concrete.

62
CHAPTER-7

REFERENCES

63
 REFERENCES

1 Indian standard recommended method of concrete mix design (IS:102622009)

2. Concrete technology by M.S.shetty.
3. High performance concrete by V.M.Malhotra.
4. Design of concrete mixes by N.Krishna raju.
5. ACI committee 363,(1984),”state of the art report on high strength concrete”,ACI
journal,proc.V.81 NO.4,PP364-411.
6 . Bureau of Indian standards, specification for casting of specimen IS:102621962.
7. Ghosh R.K., Ved Prash, “Suitability of manufactured sand for making quality concrete”, Road
Research paper No.111, Central Road Research Institute (CRRI), New Delhi 1970,pp.21.
8. Iangovan and Nagamani (2) 2006. Studies on Strength and Behavior of Concrete by using
Quarry Dust as Fine aggregate. CE and CR Journal, +New Delhi. October. Pp.40-42.
9. Nagaraj T.S. 2000. Proportioning Concrete Mix Rock Dust as Fine Aggregate. CE and CR
Journal. pp. 27-31.
10. Nagaraj T.S. and Zahida Banu. 1996. Efficient utilization of rock dust and pebbles as
Aggregates in Portland cement concrete. The Indian Concrete Journal..53-56.
11. Sahu A.k., Sunil Kumar and Sachan A.K. 2003. Quarry stone Waste as Fine aggregate for
concrete. The Indian Concrete Journal.pp. 845-848.
12.B.P.Hudson, Manufactured sand for concrete, The Indian Concrete Journal, May 1997 ,
pp237-240.
13. A.K.Sahu, Sunil kumar and A.K.Sachan, Crushed stone waste as fine aggregate for concrete,
The Indian Concrete Journal, January 2003 pp845-847.
14 Selvakoodalingam, B. and Palanikumar, M. “ Partial Replacement of Sand in Concrete with
Quarry dust”, Proceedings of National Symposium, Karunya Institute of Technology,
Coimbatore, pp. 41-43, 2002.
15. Md.Safiuddin, S.N.Raman and M.F.M. Zain, Utilization of Quarry waste fine Aggregate
inconcrete mixures, 2007 Journal of Applied sciences research 3(3) : 202-208. 16.Manasseh Joel,
“Use of Crushed Granite Fine as Replacement of River Sand in Concrete Production”, Leonardo
Electronic Journal of Practices and Technologies, Issue 17, pp. 85-96, 2010.

64
17. I.R.Mithanthaya, Jayaprakash Narayan, Replacement of Sand by Quarry Dust for Plastering
and in the Pavement Design, Proceedings of national Symposium at Karunya Institute of
Technology on 20-21,December 2002, pp 9-15.

65
 International Journal of Engineering Research-Online Vol.5., Issue.6, 2017
A Peer Reviewed International Journal Nov-Dec
Articles available online http://www.ijoer.in; editorijoer@gmail.com

RESEARCH ARTICLE ISSN: 2321-7758

A COMPARATIVE STUDY ON STRENGTH PROPERTIES OF CONCRETE BY PARTIAL

REPLACEMENT OF FINE AGGREGATES WITH QUARRY DUST

DARAM NARESH1, G.HYMAVATHI2

1
M.Tech Student, Civil Engineering Department, PACE Institute Of Technology and Sciences, Ongole.
2
Assistant Professor, Civil Engineering Department, PACE Institute Of Technology and Sciences,
Ongole

ABSTRACT
This experimental study presents the variation in the strength of concrete when
replacing sand by quarry dust from 0% to 100% in steps of 20%. M30 and M40
grades of concrete were taken for study keeping a constant slump of 60mm.
In such a situation the quarry dust can be an economic alternative to the river sand.
Quarry dust can be defined as residue, tailing or other non-voluble waste material
after the extraction and processing of rocks to form fine particles less than 4.75mm.
Usually, dust is used in large scale in the highways as a surface finishing material and
also used for manufacturing of follow blocks and lightweight concrete draws serious
attention of researchers and investigators.
From test results it was found that the maximum compressive strength is obtained
only at 40% replacement at room temperature and net strength after loss due to
hike in temperature was above the recommended strength value due to 40%
replacement itself. We are using the M30 and M40 grade concrete by adding 20%
and 40% quarry dust used was designed by a modified IS method were casted and
compression, split tensile strengths conducted for the age 3days of 7 and 28 days
were obtained at room temperature.
The quarry dust as a partial replacement of fine aggregate with super plaster (VARA
PLASTER SP 123) to obtained high workability and high strength as a chemical
mixture. This result gives a clear that quarry dust can be utilized in concrete mixtures
as a good substitute for natural river sand giving higher strength at 50%
replacement.
Key Words: Concrete, quarry dust, river sand, super plaster, compressive strength
split tensile strength.

1. INTRODUCTION concrete poses the problem of acute shortage in

Common river sand is expensive due to many areas, whose continued use has started
cost of transportation from natural sources. Also posing serious problem with respect to its
large-scale depletion of these sources creates availability, cost and environmental impact. The
environmental problems. As environmental increasing demand is also leading to hike in its price
transportation and other constraints make the and large excavations in river beds. It is in turn
availability and use of river sand less attractive, a posing a problem to the existing water bodies.In
substitute or replacement product for concrete such a situation the quarry rock dust can be an
industry needs to be found. River sand s most economic alternative to the river sand. Quarry rock
commonly used fine aggregate in the production of dust can be defined as residue, tailing or other non-

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voluble waste material after the extraction and testing the sample as per the Indian Standards are
processing of rocks to from fine particles less than listed in the below table.
4.75mm. Usually, quarry rock dust is used in large Table 1: showing the Physical properties of quarry
scale in the highways as a surface finishing material dust and natural sand
and also used for manufacturing of hollow blocks Quarry Natural
Property Test method
and lightweight concrete prefabricated elements. Dust Sand
Use of quarry rock dust as a fine aggregate n Specific 2.54 - IS2386(Part III)-
concrete draws serious attention of researchers and gravity 2.60 2.6 1963
investigation. Bulk
1.1 IMPORTANCE OF THE STUDY: The density 1720- IS2386(Part III)-
objective of our project to find a substitute for fine (kg/m3) 1810 1460 1963
aggregate which is more economical and durable Absorption 1.20- IS2386(Part III)-
without reducing the strength of the concrete. Such (%) 1.50 Nil 1963
a substitute should comply with the existing Moisture
standards stipulated for fine aggregate. It also Content IS2386(Part III)-
should be available at cheaper rates in abundant (%) Nil 1.5 1963
quantities. Fine
1.3 NEED FOR THE REPLACEMENT OF SAND: particles
Large scale efforts are required for reducing the IS2386(Part III)-
less than 15-Dec 6
usage of the raw material that is present, so that 1963
0.075 mm
large replacement is done using the various by- (%)
product materials that are available in the present Sieve
day. Materials like fly ash especially Class F fly ash is analysis Zone-II Zone-II IS 383- 1970
very useful as the fine aggregates. The fly ash is
obtained from the thermal power plants which is a Table 2: showing the typical chemical properties of
by-product formed during the burning of the coal. quarry dust and natural sand
The other material that can be used is quarry Quarry Natural Test
dust which is made while in the processing of the Constituents
Dust (%) Sand (%) method
Granite stone into aggregates, this is formed as a
SiO2 62.48 80.78
fine dust in the crushers that process the coarse
Al2O3 18.72 10.52
aggregates, which is used a earthwork filling
Fe2O3 6.54 1.75
material in the road formations majorly. Many
IS 4032- 1968

Cao 4.83 3.21

studies are made with several other materials which
MgO 2.56 0.77
gave the concrete to be a material made of recycled
material but the parameters that are primary for the Na2O Nil 1.37
material was not satisfied. The properties of K2O 3.18 1.23
concrete in fresh and hardened state are studied in TiO2 1.21 Nil
the various papers that are used as a reference for Loss of
this. Some of the properties are workability, ignition 0.48 0.37
compressive strength are the major one that are 1.5 PRODUCTION OF QUARRY DUST
considered. The Aggregate Crushing plant includes
1.4 QUARRY DUST vibrating feeder, impact crusher, jaw crusher or
1.4.1 Origin of Quarry Dust: The quarry dust is the cone crusher, vibrating screen, belt conveyor and
by-product which is formed in the processing of the centrally electric controlling system, etc. The big
granite stones which broken downs into the coarse materials are fed to the jaw crusher evenly and
aggregates of different sizes. gradually by vibrating feeder through a hopper for
1.4.2 Physical and chemical Properties: The physical the primary crushing. After first crushing, the
and chemical properties of quarry dust obtained by material will transferred to impact crusher or cone

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crusher by belt conveyor for secondary crush; the  Chloride Content: Nil to BS 5075.
crushed materials will then transferred to vibrating  Cement Compatibility: Compatible with
screen for separating. After being separated, the sulphate resisting and other Portland
parts that can meet standard will be taken away as cements, high alumina cements and
cement replacement materials such as PFA,
final products, while the other parts will be returned
GGBFS and Micro silica.
to impact crusher, thus forming a closed circuit. Size  Durability: Water reduction gives increase
of final products can be combined and graded in density and water impermeability which
according to customer’s specific requirement. We improves durability.
can also equip dust catcher system to protect
environment.

Fig 2: Super Plasticizer VARA PLAST SP 123

Fig 1: Production of Quarry Dust in a Crushing Plant 2. SCOPE OF THE STUDY
(source: Budawada, Chimakurthy, Prakasam  Identification of quarry with different
District) mineralogical composition in and around
1.5.1 BEHAVIOUR OF QUARRY DUST: Nellore region.
Quarry dust produced by crushed rock pieces  Collection of quarry dust from two different
are often made up of particles having rough and quarries.
angular surfaces. When this quality is coupled with  Testing of the collected samples for various
flattened elongated shapes, it will produce a physical and chemical properties.
concrete mix that is harsh and not as concrete  Testing of fresh concrete containing quarry
containing quarry dust can be increased by adding dust for workability.
super plasticizer. Quarry dust, because of their  Identification and usage of admixtures for
angularity and toughness, produce greater concrete better workability and strength.
compressive strength for cement even with higher  Testing of hardened concrete cubes for
water content than natural sand. However, quarry strength at different ages.
dust produced with modern equipments behaves 3. MATERIALS & THEIR PROPERTIES
almost the same as natural sand. 3.1 MATERIALS USED: The different materials used
1.5.2 Advantages of Quarry Dust: in this investigation are:
The Specific gravity depends on the nature of  Cement
the rock from which it is processed and the variation  Fine Aggregates
is less.  Coarse Aggregates
1.5.3 Disadvantages of Quarry Dust:  Quarry Dust
Shrinkage is more in when compared to that of  Chemical Admixture-super plasticizer
the natural river sand. Water absorption is present  Water
so that increase the water addition to the dry mix. 3.1.1 CEMENT: Cement is a binding materials
1.6 TYPICAL PROPERTIES SUPERPLASTICIZER called calcareous and argillaceous materials. K.C.P-
 Calcium Chloride Content: Nil 53 grade ordinary Portland cement conforming to
 Specific Gravity: 1.22 at 25° C. IS: 12269 was used. There are about 70 varieties of
 Air Entrainment: Less than 1% additional air cement and available in powder, paste and liquid
is entrained.
form but we are only concerned here with
 Setting Time: No retardation at normal
dosage. constructional cement commonly known as Portland

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cement. (Portland is the town in South England

where cement was originally made)

Fig 5: Collecting PENNA RIVER SAND

Table no: 05 Particle Size
Particle Size Grade Percent
Smaller than 2 mm I 33.33
and greater than 1
Fig 3: Collection of Cement mm
Table 4: Properties of Ordinary Portland cement Smaller than 1 mm II 33.33
S.No Properties Results IS : 12269- and greater than 500
1987 microns
1 Specific gravity 3.15 - Below 500 microns III 33.33
but greater than 90
Normal
2 32% - microns
consistency
Table 6: Properties of Fine aggregate
Initial setting Minimum of
3 60 Min Colour Light yellow
time 30min
Specific gravity 2.67
Final setting Maximum of
4 350 Min Shape of grains Rounded
time 600min
5 Fineness 8% <10% 3.1.3 COARSE AGGREGATES: According to IS 383:
1970, coarse aggregate may be described as crushed
Compressive
gravel or stone when it results from crushing of
strength Minimum of
gravel or hard stone. The coarse aggregate procured
A. 3 days 27 Mpa
from quarry was sieved through the sieved of sizes
strength Minimum of
20 mm and 10 mm respectively. The aggregate
6 B. 7 days 40Mpa
passing through 20 mm IS sieve and retained on 10
strength Minimum of
mm IS sieve was taken. Specific gravity of the coarse
C. 28days 53Mpa
aggregate is 2.76.
strength
Table 7: Properties of Coarse aggregate
Colour Greyish
3.1.2 FINE AGGREGATE Specific gravity 2.8
The standard sand used in this investigation
Shape of grains Angular
was obtained from PENNA River in NELLORE. The
standard sand shall be of quartz, light grey or Table 8: GRADING OF FINE AND COURSE
whitish variety and shall be free from silt. The sand AGGREGATE
grains shall be angular; the shape of the grains Sieve size(mm) 20mm Natural
approximating to the spherical form elongated and sand
flattened grains being present only in very small or 40 100 100
negligible quantities. The standard sand shall (100 20 90.2 100
percent) pass through 2-mm IS sieve and shall be 10 7.6 100
(100 percent) retained on 90-micron IS Sieve and
4.75 1.2 96
the sieves shall conform to IS 460 (Part: 1): 1985.
2.36 - 81.52

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1.18 - 59.1 0.07 0.087 17.34 93.95 6.05

0.6 - 4.7 5
Fineness modulus=1.8
0.3 - 3.95 Table 10: Result of sieve analysis of sample from
0.15 - 2.01 Nellore
0.075 - 1.08 Total
Sieve Weight % Cumulative
Passing
From the above sieve analysis the fine aggregate is Size Retained retained Retained %
%
falls under ZONE- III.
4.75 0.005 1.01 1.02 99.1
3.1.4 QUARRY DUST
2.36 0.002 0.41 1.42 98.58
Quarry dust is collected from two different crusher
locations at the following places. 1.18 0.084 17.07 18.5 81.5
1. Chimakurthy, prakasam district (TPA 412). 0.6 0.085 17.28 35.77 64.23
2. Kanuparthipadu, Nellore district. 0.3 0.003 6.71 42.48 57.52
3.1.5 Gradation and fineness modulus of sample 1 0.15 0.165 33.54 76.02 23.98
Quarry dust obtained from the two source 0.075 0.09 18.29 94.31 5.69
are sieved are sieved in set of sieves to determine Fineness modulus=1.7
the FM under the condition namely, using the set of 3.1.6 Specific gravity
sieves as presented in the IS code for fine The specific gravity of two samples of quarry dust is
aggregates i.e. from 4.75mm to 75micron. The result determined based on procedure given in IS:
of sieve analysis for two samples are give in table 2386(part III)-1963
3.4 and 3.5. The variation in the gradation under the Table 11 Specific gravity of the quarry dust samples
above two conditions are brought out clearly in the Sample Specific gravity
gradation curve shown in fig 3.1 Prakasham sample I 2.5
Nellore sample II 2.4
3.1.7 WATER
Portable water was used in the experimental work
for both preparing and curing. The pH value of
water taken is not less than 6. The allowable limits
of physical and chemical impurities and the test
methods of their evolution are compiled. The limits
of impurities as per Indian, Australian, American and
British standard sarepresented. From the literature
it is seen that, the reaction between water and
cement affect the setting time, compressive
strength and also lead to softening of concrete. All
the impurities may not have adverse effect on the
Fig no: 3.1 06 Set of Sieves properties of concrete. The use of impure water for
Table 9: Sieve analysis of sample from prakasam concrete mixing is seen to favorable for strength
Sieve Weight % Cumulativ Total development at early ages and reduction in long
size Retaine Retaine e Retained Passin term strength.
d d % g% 3.1.8 CHEMICAL ADMIXTURE (SUPERPLASTICIZER)
4.75 0.001 0.2 0.2 99.8 Admixture used in this study is VARAPLAST
2.36 0.004 0.81 1.01 98.99 SP123. It is based on Sulphonated Naphthalene
1.18 0.081 16.33 17.34 82.66 polymers. VARAPLAST SP 123 is a chloride free,
0.6 0.112 22.58 39.92 60.08 Superplasticising admixture based on selected
0.3 0.043 8.67 48.59 51.41 synthetic polymers. It is supplied as a brown
solution which is instantly dispersible in water.
0.15 0.138 28.02 76.61 23.39
VARAPLAST SP 123 can provide very high level of

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water reduction and hence major increase in 1 1.35 2.01 0.375

strength can be obtained coupled with good 5. TESTS & RESULTS
retention of workability to aid placement. 5.1 COMPRESSIVE STRENGTH TEST
Table 12: Properties of super plasticizer To determine the compressive strength
Specific gravity 1.22 at 25° C (cube and cylinder) of both grades of concrete,
Air entrainment Less than 1% additional air is 150mm cubes and 100mm dia* 200mm ht.
entrained. Cylindrical specimens are cured for 3days , 7days
Setting Time No retardation at normal dosage and 28 days. At the end of above curing period, the
Cement Compatible with sulphate specimens are tested in a compression testing
Compatibility resisting and other Portland machine 100 T capacity under a uniform rate of
cements, high alumina cements 2
loading (at 140 kg/cm /min) and compressive
and cement replacement
strength is calculated as per IS 516-1959.
materials such as PFA, GGBFS 𝑙𝑜𝑎𝑑 𝑃
and Micro silica. Compressive strength = =
𝑎𝑟𝑒𝑎 𝐴
Durability Water reduction gives increase in
density and water
impermeability which improves
durability.
4. CONCRETE MIX PROPORTION
After conducting the procedure of Mix
Design the following are the proportions obtained.
4.1 MIX PROPORTION FOR M30
Table 13 M30 Mix proportion
Fine Coarse
Cement Water
aggregate aggregate
422 1048 1087 198
3 3 3 3
Kg/m Kg/m Kg/m Kg/m
1 2.48 2.525 0.47
4.2 MIX PROPORTION FOR M40
Table 14 M40 Mix proportion
Fine Coarse Fig 12 Compression Testing Machine
Cement aggregate aggregate Water
528 1063 197
3 3 3 3
Kg/m 716Kg/m Kg/m Kg/m
TABLE 5.1: Compressive strength test values for M30 grade by addition Quarry Dust as partial replacement
of fine aggregates.

Compressive strength for 3 Compressive strength for 7 Compressive strength for 28

Codings days(MPa) days(MPa) days(MPa)
Cube no Cube no Cube no
1 2 Avg 1 2 Avg 1 2 Avg
C 13.8 14 13.88 18.9 19.8 19.32 37.8 40 38.9
Q1 23.6 22.2 22.89 25.8 27.6 26.67 44.4 55.6 50
Q2 22.2 22.4 23.33 26.7 30 28.33 52 48.9 50.44
S1 42 42.2 42.11 44.9 44.4 44.66 55.6 53.3 54.44
S2 28.9 28 28.44 41.3 37.3 39.33 57.8 55.6 56.66

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Graph 2: showing different combinations of quarry

dust and admixture M30 mix compressive strength

Graph 1: showing different combinations of quarry

dust and admixture M30 mix (compressive
strength)
TABLE 5.2: Compressive strength test values for M40 grade by addition Quarry Dust as partial replacement of
fine aggregates.
Compressive strength for 3 Compressive strength for 7 Compressive strength for 28
days(MPa) days(MPa) days(MPa)
Codings
Cube no Cube no Cube no
1 2 Avg 1 2 Avg 1 2 Avg
C 24.66 24.88 24.77 33.3 32 32.7 48 48.9 48.4
Q1 36 35.11 35.55 40.4 41.1 40.8 53.3 53.8 53.6
Q2 41.33 39.55 40.44 43.6 43.3 43.4 51.1 46.2 48.7
S1 46.88 43.55 45.21 47.3 50.4 48.9 57.8 60 58.9
S2 44.88 47.11 50 57.8 53.3 55.6 68.9 71.1 70

Graph no:4 showing different combinations of

quarry dust and admixture M30 mix (Compressive
strength)

Graph 3 showing different combinations of quarry

dust and admixture M40 mix (Compressive strength)

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5.2 TENSILE STRENGTH TEST

To determine the tensile (direct) strength
of concrete cylinder specimens of size 100mm dia *
200mm ht. are cast and after 28 days of moist
curing tested in a compression testing machine by
loading it on the longitudinal direction and keeping
cardboard strips just above and below the
specimen. The split tensile strength corresponding
to failure of the specimen is calculated using the
2𝑃
formula of
𝜌𝐿𝐷
Where P= compressive load on cylinder,
L= length of cylinder,
D= diameter of cylinder
Fig 13 Split tube tensile Testing Machine
TABLE NO.18 TENSILE STRENGTH FOR M30 GRADE CONCRETE
Tensile strength for 3 Tensile strength for 7 Tensile strength for 28
days(MPa) days(MPa) days(MPa)
codings Cylinder no Cylinder no Cylinder no

1 2 Avg 1 2 Avg 1 2 Avg

C 6 6.79 6.39 10 10.4 10.2 11.3 13.6 12.4

Q1 7.35 6.76 7.07 8.7 9.05 8.88 11.3 13.6 12.4
Q2 8.71 8.14 8.42 9.62 10.8 10.2 13.6 14.7 14.1
S1 8.49 10.2 9.3 10.5 10.8 10.6 13 13.6 13.3
S2 10.5 10.8 10.6 12.4 13.6 13 14.7 15 14.9

Graph 6: showing different combinations of quarry

dust and admixture M30 mix (Tensile strength)

Graph 5: showing different combinations of quarry

dust and admixture M30 mix(Tensile strength)

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TABLE: 20 Tensile strength test values for M40 grade by addition Quarry Dust as partial replacement of fine
aggregates
Tensile strength for 3 Tensile strength for 7 Tensile strength for 28
days(MPa) days(MPa) days(MPa)
codings Cylinder no Cylinder no Cylinder no
1 2 Avg 1 2 Avg 1 2 Avg
C 9 9.33 9.16 10.8 11.2 11 12.7 13 12.8
Q1 7.92 9.33 8.62 10.8 12.4 11.6 13.6 14.7 14.1
Q2 10 10.2 10.1 10.2 11.3 10.8 12.6 14.1 13.4
S1 12.8 13.9 13.3 14.1 15.3 14.7 17.5 15.8 16.7
S2 12.6 13.9 13.2 14.7 14.1 14.4 16.7 17 16.8

6. CONCLUSIONS
The following conclusions are arrived at
based on the experiment investigation carried out in
the study:
Quarry dust obtained from various sources in
and around Nellore and Prakasam
Districts satisfies the requirement as specified
in IS standards.
 The workability of the quarry dust concrete
can be increased by adding super
plasticizer.
 Quarry dust concrete has equal or slightly
higher strength than reference concrete for
all the two grades of concrete considered in
this study (M30, M40). This shows that
Graph 7 showing different combinations of quarry quarry dust concrete can be used with
dust and admixture M40 mix(Tensile strength) confidence as a building material.
 Concrete acquires maximum increase in
compressive strength and tensile strength
at 20% and 40% sand replacement. When
compared with concrete with only river
sand, the amount of increase in strength is
M30 and for M40.
6.1FOR COMPRESSIVE STRENGTH:
 When compared to conventional concrete
20% of the quarry dust is increased by
11.1% as per M30 grade concrete.
 When compared to conventional concrete
40% of the quarry dust is increased by
11.54 % as per M30 grade concrete.
 When compared to conventional concrete
Graph 8: showing different combinations of quarry 20% of the quarry dust + 0.6 % super
dust and admixture M40 mix (Tensile strength) plasticizer is increased by 15.54 % as per
M30 grade concrete.

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 When compared to conventional concrete  When compared to conventional concrete

40% of the quarry dust + 0.6 % super 20% of the quarry dust is increased by 1.3%
plasticizer is increased by 13.76 % as per as per M40 grade concrete.
M30 grade concrete.  When compared to conventional concrete
 As compared to above conventional 40% of the quarry dust is increased by 0.51
concrete the maximum value is 20% of the % as per M40 grade concrete.
quarry dust + 0.6 % super plasticizer is  When compared to conventional concrete
15.54 % as per M30 grade concrete of 20% of the quarry dust + 0.8 % super
compressive strength. plasticizer is increased by 3.86% as per M40
 When compared to conventional concrete grade concrete.
20% of the quarry dust is increased by 5.11  When compared to conventional concrete
% as per M40 grade concrete. 40% of the quarry dust + 0.8 % super
 When compared to conventional concrete plasticizer is increased by 3.99 % as per
40% of the quarry dust is increased by 0.23 M40 grade concrete.
% as per M40 grade concrete.  As compared to above conventional
 When compared to conventional concrete concrete the maximum value is 40% of the
20% of the quarry dust + 0.8 % super quarry dust + 0.8 % super plasticizer is3.99
plasticizer is increased by 10.46 % as per % as per M40 grade concrete of Tensile
M40 grade concrete. strength.
 When compared to conventional concrete 7. REFERENCES
40% of the quarry dust + 0.8 % super [1]. Indian standard recommended method of
plasticizer is increased by 21.56 % as per concrete mix design (IS:102622009)
M40 grade concrete. [2]. Concrete technology by M.S.shetty.
 As compared to above conventional [3]. High performance concrete by
concrete the maximum value is 20% of the V.M.Malhotra.
quarry dust + 0.8 % super plasticizer is [4]. Design of concrete mixes by N.Krishna raju.
21.56 % as per M40 grade concrete of [5]. ACI committee 363,(1984),”state of the art
compressive strength. report on high strength concrete”,ACI
6.2 FOR TENSILE STRENTH journal,proc.V.81 NO.4,PP364-411.
 When compared to conventional concrete [6]. Bureau of Indian standards, specification
20% of the quarry dust is increased by 0% for casting of specimen IS:102621962.
as per M30 grade concrete. [7]. Ghosh R.K., Ved Prash, “Suitability of
 When compared to conventional concrete manufactured sand for making quality
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 When compared to conventional concrete New Delhi 1970,pp.21.
20% of the quarry dust + 0.6 % super [8]. Iangovan and Nagamani (2) 2006. Studies
plasticizer is increased by 0.85 % as per on Strength and Behavior of Concrete by
M30 grade concrete. using Quarry Dust as Fine aggregate. CE
 When compared to conventional concrete and CR Journal, +New Delhi. October.
40% of the quarry dust + 0.6 % super Pp.40-42.
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concrete the maximum value is 40% of the [10]. Nagaraj T.S. and Zahida Banu. 1996.
quarry dust + 0.6 % super plasticizer is 2.41 Efficient utilization of rock dust and pebbles
% as per M30 grade concrete of Tensile as Aggregates in Portland cement concrete.
strength. The Indian Concrete Journal..53-56.

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[11]. Sahu A.k., Sunil Kumar and Sachan A.K.

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62 DARAM NARESH, G.HYMAVATHI