Post on 31-Jan-2023
1
EXPERIMENTAL STUDIES ON HIGH PERFORMMANCE
CONCRETE USING WASTE MATERILAS
PROJECT REPORT SUBMITTED IN PARTIAL FULFILLMENT OF THE
REQUIREMENTS FOR THE AWARD OF THE DEGREE IN
BACHELOR OF TECHNOLOGY
IN
CIVIL ENGINEERING (HABITAT DEVELOPMENT)
By
K.RENU PRIYANKA (09209025)
M.UMMU THAHIRA (09209029)
RURAL TECHNOLOGY CENTRE
GANDHIGRAM RURAL INSITUTE-DEEMED UNIVERSITY
GANDHIGRAM – 624 302
DINDIGUL DISTRICT, TAMILNADU
APRIL-2013
2
CERTIFICATE
This is to certify that the project work entitled, “EXPERIMENTAL STUDIES ON
HIGH PERFORMMANCE OF CONCRETE USING WASTE MATERIALS” is a
bonafide work done by K.RENU PRIYANKA, M.UMMU THAHIRA, under the
guidance and supervision of Dr.K.MAHENDRAN, Director i/c & Associate
professor, Rural Technology Centre, Gandhigram Rural Institute (DU),
Gandhigram.
Dr.K.MAHENDRAN Project Guide
Associate professor & Director i/c
Rural Technology Centre
Place :
Date :
Submission for viva-voce held on:
Internal examiner External examiner
3
DECLARATION CERTIFICATE
We submit this project work entitled “EXPERIMENTAL STUDIES
ON HIGH PERFORMMANCE CONCRETE USING WASTE MATERIALS” to
Rural Technology Centre, Gandhigram Rural Institute (Deemed University),
Gandhigram, Dindigul in partial fulfillment of the requirements for award of the
Bachelor of Technology in CIVIL ENGINEERING (HABITAT
DEVELOPMENT) and this is our original and independent work carried out.
RENU PRIYANKA.K
UMMU THAHIRA.M
4
TABLE OF CONTENTS
Acknowledgement 6
List of tables 7
List of figures 9
Abstract 10
CHAPTER I – INTRODUCTION
1.1 Background 11
1.2 Copper Slag 11
1.3 Rice Husk Ash 12
CHAPTER II – REVIEW OF LITERATURE
2.1 Copper slag 14
2.2 Rice husk ash 16
2.3 Objectives of study 19
CHAPTER III – RESEARCH METHODOLGY
3 Tests on Materials 21
3.1 Cement 21
3.1.1 Specific gravity 21
3.1.2 Fineness modulus of cement 21
3.1.3 Standard consistency test 22
3.1.4 Initial and Final setting time of concrete 23
3.2 Rice husk ash 24
3.2.1 Physical Properties of RHA 24
3.2.2 Specific gravity 24
3.2.3 Fineness modulus 24
3.2.4 Standard consistency and setting time of RHA 26
3.2.5 Chemical properties of RHA 26
3.3 Fine aggregate 27
3.3.1 Specific gravity 27
5
3.3.2 Water absorption 27
3.3.3 Sieve analysis 28
3.4 Copper slag 29
3.4.1Specific gravity 29
3.4.2Water absorption 29
3.4.3Sieve analysis 30
3.5 Coarse aggregate 30
3.5.1Specific gravity 30
3.5.2 Fineness modulus 31
3.6 Water 32
3.7 Mix Design
3.7.1 Data 32
3.7.2 Target mean strength 33
3.7.3 Selection of water cement ratio 34
3.7.4 Determination of cement content 34
3.7.5 Determination of fine and coarse aggregate 34
CHAPTER – IV – TEST DATA ANALYSIS
4.1 Test on fresh concrete 37
4.1.1 Fresh concrete properties 37
4.1.2 Slump Test 38
4.1.3 Compaction factor 40
4.2 Test on hardened concrete
4.2.1 Compressive strength 42
4.2.2 Split Tensile strength 45
4.2.3 Acid resistance test 48
4.2.4 SEM analysis 50
CHAPTER V – RESULTS AND DISCUSSION 52
CHAPTER VI – CONCLUSION 54
REFERENCE 55
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ACKNOWLEDGEMENT
It gives us immense pleasure to acknowledge the assistance and contributions of
great people to this effort. First we would like to thank GOD, the almighty for
giving us chance, confidence and power and then our parent to complete this work
successfully.
We are deeply indepted to Dr.K.Mahendran, Associate professor in engineering &
Director i/c for his valuable suggestions, meticulous supervision and sincere advice
in our endeavour.
We sincerely thank Er.B.Sangeethavani and Er.R.T.Balamurali, Assistant
professors for their help and encouragement provided regarding our project work
We sincerely thank Er.A.Zahir Hussian and Er.V.Gowthami, Lecturers for their
help and advice provided regarding our project work
We also thank Mr.S.Surali muthu and Mr.S.Chandramohan Technical assistants for
their co-operation and timely help provided by them in all laboratory works to
make this work a successful treasure.
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LIST OF TABLES
Table
No
List of Tables Page No
1 Specific gravity of cement 21
2 Percentage of fineness modulus of cement 22
3 Standard consistency of cement 22
4 Initial setting time of cement 23
5 Specific gravity of Rice Husk Ash 24
6 Percentage of fineness modulus of Rice Husk Ash 25
7 Standard consistency, Initial and final setting time of Rice
Husk Ash
26
8 Chemical properties of Rice Husk Ash 26
9 Specific gravity of fine aggregate 27
10 Water absorption test on fine aggregate 27
11 Fineness modulus of fine aggregate 28
12 Specific gravity of copper slag 29
13 Water absorption test on copper slag 29
14 Fineness modulus of copper slag 30
15 Specific gravity of coarse aggregate 31
16 Fineness modulus of coarse aggregate 31
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17 Adjustment of water and sand content 34
18 Various mix proportions of concrete 36
19 Workability of concrete partially replaced with copper slag 38
20 Workability of concrete partially replaced with Rice Husk Ash 39
21 Compaction factor of concrete partially replaced with copper
slag
41
22 Compaction factor of concrete partially replaced with Rice
Husk Ash
41
23 Compression strength of concrete partially replaced with
copper slag
43
24 Compression strength of concrete partially replaced with Rice
Husk Ash
44
25 Split tensile strength of concrete partially replaced with copper
slag
45
26 Split tensile strength of concrete partially replaced with Rice
Husk Ash
47
27 Results of Acid Resistance test 48
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List of Figures
Figure
no
List of figures Page
no
1 Copper slag 12
2 Rice husk ash 13
3 Slump value of concrete partially replaced with copper slag 39
4 Slump value of concrete partially replaced with Rice Husk Ash 40
5 Compressive strength of concrete partially replaced with Copper
slag
44
6 Compressive strength of concrete partially replaced with Rice
Husk Ash
45
7 Split tensile strength of concrete partially replaced with Rice
Husk Ash
46
8 Split tensile strength of concrete partially replaced with Rice
Husk Ash
47
9 Loss of weight in acid resistance test 49
10 Loss of strength in acid resistance test 49
11 SEM results of control concrete 51
12 SEM results of concrete replaced with copper slag 30 % 51
13 SEM results of concrete replaced with RHA 15% 51
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ABSTRACT
Disposal of wastes is one of the issues confronting the world today. Scientists all over the world
are making efforts to minimize the production of wastes and to effectively recycle the waste.
Reducing the green house gas emission and recycling of industrial wastes are the key areas of
concern. Production of wealth will be a boon to the industries as the benefits are twofold: the
pollution problem is addressed and the raw material shortage problem is also effectively tackled.
Against this back-drop, in the present work, copper slag (CS) and Rice Husk Ash (RHA) is
utilized as viable substitutes in concrete. M20 grade concrete with different mix proportion of
sand replaced with copper slag from 0 to 70% and 0 to 25% cement replaced with Rice Husk
Ash (RHA) and a combination of both (30% CS +10% RHA) is prepared. Tests for strength
(compression and split tensile strength), acid resistance test and SEM analysis are carried out.
The results of this work undertaken have revealed that peak strength is obtained on 30%
replacement of sand with copper slag (45.3N/mm2) and 10% of cement with RHA (38.8N/mm
2)
and the combined mix gives good strength of 46.5N/mm.2
Key words- Copper slag, Rice Husk Ash, Compression test, Acid resistance test, waste disposal
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CHAPTER - I
1.1 INTRODUCTION:
Concrete is one of the prime materials for structures and it is widely used for various
applications all over the world. The usage of concrete is inevitable throughout the globe.
Aggregates and cement play a major role in concrete. In India there is a great shortage of natural
aggregates. Recently Tamil Nadu government (in India) has imposed restrictions on removal of
sand from the riverbeds due to its threatening effects. Production of cement liberates same
amount of carbon dioxide which is the great cause of ozone depletion. This effect creates a
question on the sustainability of concrete. In order to make concrete a sustainable material,
suitable engineering approaches can be done.
Apart from this waste generation has increased considerably and find no way for
disposal. In order to overcome this, industrial and agro- waste materials can be used as alternate
building materials. In our present study we made an attempt by utilizing copper slag an industrial
waste and RHA an agro waste as suitable substitutes in concrete.
1.2 COPPER SLAG
Copper slag is an industrial by-product obtained during the matte smelting and refining of copper
Large quantities of slag are produced as a byproduct of metallurgical operations, resulting in
environmental concerns with disposal [1]. CS used in this work was brought from Sterlite
Industries Ltd (SIL), Tuticorin, Tamil Nadu, India. Currently, about 2600 tons of CS is produced
per day and a total accumulation of around 1.5 million tons. This slag is currently being used for
many purposes ranging from land-filling to grit blasting. These applications utilize only about
15% to 20% and the remaining dumped as a waste material and this causes environmental
pollution [2].
Copper Slag is glassy granular in nature with high specific gravity . Particle sizes are of
the order of sand and have a potential for use as fine aggregate in concrete. The presence of silica
in slag is about 26% which is desirable since it is one of the constituents of the natural fine
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aggregate used in normal concreting operations. Copper slag can be used as a replacement for
fine aggregates in order to obtain a concrete with good strength and durability requirements [3].
Fig 1: Copper Slag
1.3 RICE HUSK ASH
Rice husk is an agro-waste constitutes about one fifth of 300 million tons of rice production
annually in the world. This Rice Husk is used only as a fuel in rice boiling process. By burning
rice husk under a controlled temperature and atmosphere, a highly reactive RHA is obtained [4].
The most important property of RHA that determines pozzolanic activity is the amorphous phase
content. RHA is a highly reactive pozzolanic material suitable for use in lime-pozzolanic mixes
and for Portland cement replacement . The summary of the research findings from several
countries on the use of Rice Husk ash as a supplementary cementing materials shows that the
material itself possesses little or no cementatious value but that in finely divided form and in the
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presence of moisture will chemically react with alkali and alkaline earth hydroxides forming
compounds possessing cementitious properties . It possesses rough and abrasive surfaces that are
highly resistant to natural degradation; it can be used as a partial substitute of cement because of
its high reactivity. Properly treated ashes remain active within cement paste [5].
Fig 2: Rice husk Ash
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CHAPTER-II
REVIEW OF LITERATURE
2.1 COPPER SLAG
Brindha.D et al., (2010) The presence of silica in slag is about 26% which is desirable since it is
one of the constituents of the natural fine aggregate used in normal concreting operations.
Compressive strength and split tensile strength have shown that copper slag is superior to
corresponding control concrete. The results of compressive, split tensile strength test have
indicated that the strength of concrete increases with respect to the percentage of slag added by
weight of fine aggregate up to 40% of additions and 15% of cement. Water absorption of S40
copper slag concrete specimens is 22% lower than the controlled specimens. Water permeability
in concrete reduced up to 40% replacement of copper slag with that of sand.
Mobasher.B et al., (1996) This study points out the beneficial aspects of using copper slag as a
pozzolanic material. Copper slag is shown to significantly increase the compressive strength of
concrete mixtures. Use of lime as a hydration activator was evaluated and shown to improve the
rate of strength gain. Results obtained from this study indicate the tremendous potential of
copper slag as a mineral admixture.
Pazhani.K et al., (2010) This paper presents an experimental investigation to assess the
durability parameters of high performance concrete with the industrial wastes. The slump value
for 100% replacement of fine aggregate with copper slag increases by 60mm to 85mm. It shows
that the water consumed by the copper slag during mixing is very less as compared with river
sand.
Meenakshi Sudarvizhi.S et al., (2011) The highest compressive strength obtained was 46MPa
(for 100% replacement) and the corresponding strength for control mix was 30MPa. It has been
observed that up to 80% replacement, CS and FS can be effectively used as replacement for fine
aggregate. The results show that the compressive strength of CS&FS concrete is increased when
compared to control concrete (30.23MPa to 46.18MPa cured at 90 days), where as the increase in
strength is more or less the same different percentage of CS&FS. The results show that the split
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tensile strength of CS&FS concrete is increased when compared to control concrete (6.10 MPa
to8.65 MPa cured at 90 days), where as the increase in strength is more or less the same different
percentage of CS&FS.
Yang HS et al., (2010) “Copper slag with mgo as pozzolanic material, soundness, pozzolanic
activity and microstructure development” copper slag has little periclase material. The
consumption calcium hydroxide showed the slag exhibits high pozzolanic activity, which has
higher than that of flyash.
Brindha.D et al., (2011) The utilization of copper slag in cement and concrete provides
additional environmental as well as technical benefits for all related industries. Replacement of
copper slag in both fine aggregates and cement replacement reduces the cost of making concrete.
When copper slag replaced with cement, use of hydrated lime by 1.5% to the weight of cement
gives improvement in rate of strength gain. Replacement of copper slag increases the self weight
of concrete specimens to the maximum of 15 to 20%. For higher replacement of copper slag in
cement (greater than 20%) and sand (greater than 50%) the compressive and split tensile strength
decreases due to an increase of free water content in the mix. The results of compressive, split
tensile strength test have indicated that the strength of concrete increases with respect to the
percentage of slag added by weight of fine aggregate up to 40% of additions and 15% of cement.
Gupta R.C et al., (2012) The compressive strength, flexural strength and split tensile strength of
concrete is improved due to the addition of discarded rubber tyres and copper slag. From the
results obtained from the ultrasonic pulse velocity test, the copper slag and rubber tyre
admixtured concrete have excellent quality. The compressive strength increased up to 36% in
copper slag concrete. The test results of flexural strength test on beams show that the ultimate
load carrying capacity of the beam increases up to 38.3% for 40% replacement with copper slag.
Water absorption of copper slag admixed concrete is similar to normal concrete and that of
rubber tyre admixed concrete is greater than normal concrete.
The utilization of copper slag as a partial replacement for sand; imparts strength up to
50% replacement. It can be applied for all construction activities. Concrete mix having discarded
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rubber tyres up to 15% (for coarse aggregates) can be applied for construction of pavements,
minor works etc.
Alnuaimi.AS (2012) The use of CS as a replacement for FA is environmentally helpful due to
the reduction in the waste produced from the copper manufacturing process. It also contributes to
conservation of natural FA. The maximum difference in concrete strength between the mixes of
0% CS and 100% CS was 29%, with the difference between the measured/ control failure loads
between the columns with 0 and 100% CS was 20% the maximum difference in the measured EI
between the columns with 0 and 100% CS was 25%.
Lavanya.C et al., (2011) Comparison of values shows that the behaviour of copper slag is
similar to that of medium sands and that it can be used as a construction material in place of
sands, such as backfill of retaining walls and landfill for the construction of shallow foundations.
Copper slag has high angularity and friction angle (up to 520) of aggregates contribute to the
stability and load bearing capacity. Also copper slag aggregates tend to be free draining and are
not frost susceptible. Copper slag can be used as an alternative aggregate in bituminous mixes
2.2 RICE HUSK ASH
Jayasankar.R et al., (2010) When 20% of special mixed concrete is tested in the M20 and M25
grade concrete there is no change in the strength level. Whereas when the same mix is tested at
the M30 grade there is slight decrease in the strength level in respect of compressive strength
Ghassan Abood Habeeb et al., (2010) The RHA used in this study is efficient as a pozzolanic
material; it is rich in amorphous silica (88.32%). The loss on ignition was relatively high
(5.81%). Increasing RHA fineness increases its reactivity. Grinding RHA to finer APS has
slightly increased its specific surface area, thus, RHA APS is not the main factor controlling its
surface area. The dosage of superplasticizer had to be increased along with RHA fineness and
content to maintain the desired workability. The compressive strength of the blended concrete
with 10% RHA has been increased significantly, and for up to 20% replacement could be
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valuably replaced by cement without adversely affecting the strength. Increasing RHA fineness
enhances the strength of blended concrete.
Oyetola E.B et al., (2006) The rice husk ash produced using charcoal from firewood is
pozzolanic and therefore is suitable for use in block making. The Specific gravity, uncompacted
bulk density, and compacted bulk density of rice husk ash were found to be 2.13, 460 Kg/m3 and
530 Kg/m3. For a given mix, the water requirement increases as the rice husk ash content
increases. The setting times of OPC/RHA paste increases as the ash content increases. The
density of OPC/RHA is within the range for sandcrete blocks (500 to 2100kg/m3). The
compressive strength of the blocks for all mix increases with age at curing and decreases as the
RHA content increases. Rice husk is available in significant quantities as a waste and can be
utilized for making blocks. This will go a long way to reduce the quantity of waste in our
environment. The optimum replacement level of OPC with RHA is 20%.
Abhilash Shukla et al., (2011) There was a significant improvement in Compressive strength of
the Concrete with rice husk ash content of 10% for different grades namely M30 and M60 and at
different ages i.e.7 days and 28 days. The increase in Compressive strength was of the order of
4.23% to 10.93% for different grades and at different ages. There was also significant
improvement in Flexural strength of the Concrete with rice husk ash content of 10% for different
grades namely M30 and M60 and at the age of 28 days. There increase in Flexural strength was
of the order of 1.85% to 8.88% for different grades and at the age of 28 days. There was
reduction in Split tensile strength for 28 days at every rice husk content. There was enormous
reduction in split tensile strength as the percentage of rice husk ash increased strength decreased
enormously from 6% to 26% for both the grades and at the age of 28 days. As the concrete is a
brittle material and cannot handle tensile stress as per IS: 456-2000 proved to be right and that is
why as the percentage of rice husk ash increased strength decreased. So it can be concluded that
Split tensile strength test has a little importance for design aspects
Nagrale S.D et al., (2012) With the addition of RHA weight density of concrete reduces by 72-
75%.Thus, RHA concrete can be effectively used as light weight concrete for the construction of
structures where the weight of structure is of supreme importance. The cost of 1 m3 of OPC
concrete works out to Rs. 1157 while that of RHA concrete works out to Rs. 959. Thus, the use
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of RHA in concrete leads to around 8-12% saving in material cost. So, the addition of RHA in
concrete helps in making an economical concrete. The Compressive Strength will increase with
the addition of RHA. The use of RHA considerably reduces the water absorption of concrete.
Thus, concrete containing RHA can be effectively used in places where the concrete can come in
contact with water or moisture. RHA has the potential to act as an admixture, which increases the
strength, workability & pozzolanic properties of concrete.
Maurice E. Ephraim et al., (2012) The use of RHA in civil construction works will reduce
environmental pollution, improve the quality of concrete, and reduce its cost of production as
well as solving the problem of agro-waste management by putting into use this locally found
additive (RHA). Adding RHA to concrete resulted in increased water demand, increase in
workability and enhanced strength compared to the control sample. The compressive strength
values at 28days were found to be 38.4, 36.5 and 33N/mm2 compared to the control with
37N/mm2. This results show that an addition of RHA from 5-10% will increase the strength and
a further addition up to 15-25%RHA will have a slight reduction in strength of 15% and a
decreasing in strength values is pointed out when the levels of RHA are increasing.
Sathish Kumar.R (2012) The compressive strength of rice husk ash concrete was found to be in
the range of 70-80% of conventional concrete for a replacement of cement up to 20%. The study
shows that the early strength of rice husk ash concrete was found to be less and the strength
increased with age. The rice husk ash concrete occupies more volume than cement for the same
weight. So the total volume of the rice husk ash concrete increases for a particular weight as
compared to conventional concrete which results in economy. Due to the lower density of RHA
concrete the self weight of structure gets reduced which results in overall savings. From the cost
analysis it was found that the cost of RHA concrete was less compared to conventional concrete
Recycled aggregate posses relatively lower bulk density, crushing and impact values and higher
water absorption as compared to natural aggregate. The compressive strength of recycled
aggregate concrete was found to be in the range of 70 to 80 % of conventional concrete. The
compressive strength of brick bat concrete was found to be nearly 35 % of conventional
concrete... The compressive strength of saw dust concrete was found to be nearly 10 to 15% of
conventional concrete. So the concrete made with alternate construction materials like brick bats
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and saw dust can be used for partition & filling purposes & nailing purposes where the strength
is not the criteria. Wherever compressive strength is not a criteria, the concrete made with
alternate construction materials can always be preferred.
Opeyemi1 D.A et al., (2012) The substitution of Rice Husk Ash and Bone Powder can be used
up to 10% for best results in producing plain concrete for concrete structures. There is abundance
of this material in developing countries and it will help in removing thousands of tonnes of waste
from the environment annually. It is observed that the compressive strength decreases with
increase in percentage replacement. Graph of density against percentage replacement shows that
there is reduction in density of the concrete from 0 - 10% replacement of material, and an
increase in 10% - 20% which shows that the unit weight of concrete first reduced, which will
lead to reduction in total self- weight of the structure.
2.2 OBJECTIVES
In order to fulfill the research gap this study is made with following objectives:
To study the physical and chemical properties of waste materials .
To study the performance of cement concrete partially replaced with waste materials such
as CS and RHA
To access the strength and durability parameters of concrete.
To compare the test results and suggestions are made
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CHAPTER-III
RESEARCH METHODOLOGY
By considering the above studies, in order to fulfill the objectives the
following methodology has been adopted.
RESULTS AND DISCUSSIONS
TESTS ON HARDENED CONCRETE
CURING
CASTING OF SPECIMEN
TEST ON FRESH CONCRETE
ARRIVING MIX PROPORTION
BASIC TEST ON MATERIALS
PROCRUMENT OF MATERIALS
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3. MATERIALS USED
This chapter discusses the various materials such as Cement, Fine Aggregate,
Coarse Aggregate, Water, Copper slag, Rice husk ash used for the proposed study.
3.1 CEMENT
Cement is a binding material. The raw materials used for the manufacture of cement consist
mainly of lime, silica, alumina and iron oxide. Ordinary Portland Cement (OPC) of 53 grades
was used for casting all the specimens.
3.1.1 Specific gravity of Cement:
The specific gravity of cement is found out using density bottle.
Specific gravity (G) = (W2-W1)
(W4-W1) - (W3-W2)
Table. No 1: Specific gravity of cement
Sl. No
Weight of
Density bottle
(W1) g
Weight of
Density
bottle+
Cement (W2) g
Weight of
Density
bottle+
Cement+
Kerosene (W3)
g
Weight of
Density
bottle+
Kerosene (W4)
g
Specific
gravity (G)
1 5 14 34.1 28 3.10
2 5 15 34.9 28 3.20
Data derived from Laboratory
The obtained specific gravity of cement is 3.15, which is similar to the standard value of 3.15.
3.1.2 Fineness of cement:
The fineness of cement is found out with IS sieve of 90µ. The fineness modulus is
calculated by the equation,
Fineness = Weight of residue
Weight of sample
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Table. No 2: Percentage of Fineness Modulus of cement
Sample no. Weight of sample (g) Weight of residue (g) Fineness (%)
1 100 1.3 1.3
2 100 1.3 1.3
3 100 1.4 1.3
Data derived from Laboratory
Fineness = (weight of residue / weight of sample) x100
= (1.3/100) x100
= 1.3% < 10%
The fineness modulus is an important characteristic of cement. The fineness
modulus of cement should be within 10% for the rate of hydration. Fineness of cement reflects
great impact on the gain of strength and the evolution of heat too.
3.1.3 Standard consistency of Cement:
The standard consistency test is used to find out the setting time and strength
parameters of the cement. The Vicat apparatus is used for this test. This method is used to find
out the percentage of water required to produce a cement paste of standard consistency.
Table. No 3: Standard consistency of cement
Sl no. W/C ratio Amount of water added(ml) Depth of
penetration(mm)
1 0.24 72 0
2 0.25 75 3
3 0.26 78 6
4 0.27 81 11
5 0.28 84 13
6 0.29 87 16
Data derived from Laboratory
Standard consistency = 0.29
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The standard consistency of the cement paste is defined as that consistency which will permit the
Vicat plunger to penetrate 5 to 7mm from the Vicat mould. The standard consistency obtained
for cement is 0.29.
3.1.4 Setting time of Cement:
Initial Setting Time
It is the elapsed between the moments that the water is added to the cement, to the
time that the paste starts losing its plasticity. This method covers the testing procedure for
determining the initial setting time of cement. The apparatus used to find the setting time is Vicat
apparatus conforming to IS: 5513-1969 with dash pot, on-absorbent mixing plate measuring
cylinder gauging trowel and stopwatch.
Final Setting Time of Cement
It is the interval between the moment that the water is added to the cement to the
time that the paste completely lost its plasticity and has attained sufficient firmness to resist
certain definite pressure. This method covers the testing procedure for determining the final
setting time of cement. The apparatus used is same as Initial setting time expect the 1mm square
needle shall be replaced by a needle with annular attachment
Table. No 4: Initial Setting time of cement
Sl no. Duration(minutes) Initial Reading(mm) Final Reading(mm)
1 5 0 0
2 10 0 0
3 15 0 0
4 20 0 0
5 25 0 1
6 30 1 4
7 35 4 8
Data derived from Laboratory
The initial setting time is 35 minutes.
Weight of water = 0.85% of standard consistency
24
The time period elapsing between the time, water is added to the cement and the
time, the needle fails to penetrate the test block by 5.0±0.5mm measured from the bottom of the
mould, is the initial setting time. The initial setting time is 35minutes for the Ordinary Portland
Cement.
3.2 RICE HUSK ASH
Rice Husk Ash (RHA) is a by-product of the agricultural industry which contains
high amount silicon dioxide (Sio2). RHA is obtained by burning rice husk at a temperature
ranges between 600˚C and 750˚C. The obtained product is then grained in a ball mill to get fine
product.
3.2.1Specific gravity of RHA:
The specific gravity of cement is found out using density bottle.
Specific gravity (G) = (W2-W1)
(W4-W1) - (W3-W2)
Table. No 5: Specific gravity of RHA
Sl. No
Weight of
Pycnometer
(W1) g
Weight of
Pycnometer+
Cement (W2) g
Weight of
Pycnometer+
Cement (W3) g
Weight of
Pycnometer+
water (W4) g
Specific
gravity (G)
1 635 741 1569.5 1526 1.69
2 635 732.5 1567 1526 1.72
Data derived from Laboratory
The obtained specific gravity of RHA is 1.7.
3.2.2 Fineness of RHA:
The fineness of rice husk ash is found out with IS sieve in the order of 4.75mm,
2.36mm, 1.18mm, 600µ, 300µ, 150µ, 75µand pan. The fineness modulus of RHA is found out
from the formula
Fineness modulus = Total sum of cumulative % retained
1000
25
Table. No 6: Percentage of Fineness Modulus of RHA
Sl no. I.S Sieve Weight of sand
retained(g)
Cumulative
weight of sand
retained(g)
Cumulative
% retained % Finer
1 4.75mm 0.5 0.5 0.05 49.95
2 2.36mm 0.5 1.00 0.10 49.9
3 1.18mm 2.00 3.00 0.30 49.7
4 600µ 20.5 23.5 2.35 47.65
5 300µ 440 463.5 46.35 3.65
6 150µ 33 496.5 49.65 0.35
7 75 µ 1 497.5 49.75 0.25
7 Pan 2.5 500 50 0
Data derived from Laboratory
Fineness modulus = Total sum of cumulative % retained
1000
= 1985.5/1000
= 1.985<10%
The fineness modulus of RHA lies nearer to that of cement. This fineness modulus is less than
10% which is acceptable.
26
3.2.3 Standard consistency and setting time of RHA
Table 7: Standard consistency and initial and final setting time
Type of
cement
Consistency
(%)
Initial setting
time(min)
Final setting
time(hrs)
100%OPC 31 35 10
5% RHA 33 38 10
10% RHA 36 41 10
15% RHA 40 43 10
20% RHA 42 48 10
25%RHA 45 50 10
Data derived from Laboratory
3.2.4 Chemical properties of RHA
Table 8: Chemical properties of RHA [13]
Sl.No Characteristic tests Results
1 Calcium oxide (CaO) 1.05%
2 Silicon Oxide (SiO2) 77.4%
3 Aluminium Trioxide (Al2O3) 0.28%
4 Iron (Fe2O3) 0.66%
5 Magnesium (MgO) 1.96%
6 Loss of Ignition 7.98%
27
3.3 FINE AGGREGATES
The aggregates which passes through a IS sieve of size 4.75mm is known as fine
aggregates. Sand is used as a filler material in concrete and it gives strength to the concrete. The
sand is naturally obtained from the gravels and rocks and it should be free from impurities. In
this investigation locally available clean and dry Cauvery river sand was used. According to the
particle size distribution the fine aggregate has divided into four grading zones. In this test zone
II grade sand has been used.
3.3.1Specific Gravity on Fine Aggregate
Table. No 9: Specific gravity of fine aggregates
Sl. No Description Trial-1 Trial-2
1 Empty weight of Pycnometer(W1)g 665 665
2 Weight of Pycnometer+ soil(W2)g 1322 1322
3 Weight of Pycnometer+ soil+ water(W3)g 1988 1983
4 Weight of Pycnometer+ water(W4)g 1578 1573
5 Specific gravity 2.65 2.66
6 Average Specific gravity 2.6
Data derived from Laboratory
3.3.2 Water absorption test:
The water absorption of aggregate is determined by measuring the increase in
weight of an oven dry sample when immersed in water for 24 hours. The ratio of increase in
weight to the weight of dry sample expressed as a percentage is known as water absorption of
aggregate.
Table 10: Water absorption test on fine aggregate
Sl.No Dry weight of aggregate (g) Wet weight of aggregate (g) Water absorption in
percentage
1 1000 1006 0.6%
2 1000 1008 0.8%
Data derived from Laboratory
Average water absorption = 0.7%
28
3.3.3 Sieve analysis of Fine Aggregate
Sieve analysis is the name given to the operation of dividing a sample of aggregates
into various fractions each consisting of particles of the same size. The sieve analysis is
conducted to determine the particle size distribution in a sample of aggregate, which we call
gradation. This analysis is used to find the zone conformation and also to find the fineness
modulus of fine aggregate. The zone conformation of fine aggregate is need for concrete design
mix.1000gm of fine aggregate is taken and the IS sieve are arranged in the order as
4.75mm,2.36mm,1.18mm,600µ,300µ,150µand 75µ.
Table. No 11: Fineness modulus of fine aggregates
Sl no. I.S Sieve Weight of sand
retained(g)
Cumulative
weight of sand
retained(g)
Cumulative
% retained % Finer
1 4.75mm 26 26 2.6 97.4
2 2.36mm 27 53 5.3 94.4
3 1.18mm 239 292 29.2 70.8
4 600µ 251 543 54.3 45.7
5 300µ 425 969 96.9 3.1
6 150µ 20 989 98.9 1.1
7 75 µ 7 996 99.6 0.4
7 Pan 4 1000 100 0
Data derived from Laboratory
Fineness modulus = Total sum of cumulative % retained
1000
= 4868/100
= 4.868
29
3.4 COPPER SLAG
Copper slag is an industrial byproduct. Copper slag is a glassy granular in nature.its particle size
is almost similar to sand so this can be used as a viable substitute for sand.
3.4.1 Specific Gravity of Copper slag
Table. No 12: Specific gravity of copper slag
Sl. No Description Trial-1 Trial-2
1 Empty weight of Pycnometer(W1)g 701 607
2 Weight of Pycnometer+ soil(W2)g 1629 1475
3 Weight of Pycnometer+ soil+ water(W3)g 2245 2101
4 Weight of Pycnometer+ water(W4)g 1584 1476
5 Specific gravity 3.47 3.52
6 Average Specific gravity 3.57
Data derived from Laboratory
3.4.2 Water absorption test:
The water absorption of aggregate is determined by measuring the increase in
weight of an oven dry sample when immersed in water for 24 hours. The ratio of increase in
weight to the weight of dry sample expressed as a percentage is known as water absorption of
aggregate.
Table 13: Water absorption test on copper slag
Sl.No Dry weight of aggregate (g) Wet weight of aggregate (g) Water absorption in
percentage
1 1000 1004 0.4%
2 1000 1002 0.2%
Data derived from Laboratory
Average water absorption = 0.3%
30
3.4.3 Fineness Modulus of Copper slag
1000gm of copper slag is taken and the IS sieve are arranged in the order as
4.75mm,2.36mm,1.18mm,600µ,300µ,150µ and 75µ
Table. No 14: Fineness modulus of copper slag
Sl. No I.S Sieve Weight of sand
retained(g)
Cumulative
weight of sand
retained(g)
Cumulative %
retained
% Finer
1 4.75mm 0 0 0 100
2 2.36mm 4 4 0.4 99.6
3 1.18mm 174 178 17.8 82.2
4 600µ 137 315 31.5 68.5
5 300µ 639 954 95.4 4.6
6 150µ 23 977 97.7 2.3
7 75µ 15 992 99.2 0.8
8 Pan 8 1000 100 0
Data derived from Laboratory
Fineness modulus = Total sum of cumulative % retained
1000
= 4420/1000
= 4.42
3.5 COARSE AGGREGATE
The aggregates which are retained on the 4.75mm IS sieve is known as the coarse
aggregates. Crushed aggregates with specific gravity of 2.815 and passing through 20mm sieve
and retained on 10mm will be used for casting all specimens. Several investigations concluded
that maximum size of those aggregates should be restricted in strength of the composite.
31
3.5.1 Specific Gravity of Coarse aggregate
This test can be used for finding the specific gravity of coarse aggregates using
Pycnometer. By knowing the specific gravity, its weight can be converted into solid volume and
hence theoretical yield of concrete per unit volume can be calculated.
Specific Gravity G = W2 - W1
(W2 - W1) - (W3 - W4)
Table. No 15: Specific gravity of coarse aggregates
Sl. No Description Trial-1 Trial-2
1 Empty weight of Pycnometer(W1)g 700 605
2 Weight of Pycnometer+ soil(W2)g 1321 1201
3 Weight of Pycnometer+ soil+
water(W3)g 1978 1862
4 Weight of Pycnometer+ water(W4)g 1577 1478
5 Specific gravity 2.82 2.81
6 Average Specific gravity 2.815
Data derived from Laboratory
3.5.2 Fineness Modulus of Coarse Aggregate
10000 gm of coarse aggregate is taken and the IS sieves are arranged in the order
as 25mm,20mm,16mm,12.5mm,10mm and pan.
Table. No 16: Fineness modulus of coarse aggregate
Sl no. IS sieve Weight the
aggregate
retained(g)
Cumulative
weight of
aggregate
retained(g)
Cumulative %
of aggregate
retained
% Finer
1 25mm 806 806 80.6 91.94
2 20mm 5204.5 6010.5 60.10 39.9
3 16mm 2110.15 8121 81.21 18.70
32
4 12.5mm 994 9115 91.15 8.85
5 10mm 750.5 9865.5 98.65 1.35
6 Pan 134.5 10000 100 0
Data derived from Laboratory
Fineness modulus = Total sum of cumulative % retained
1000
= 439.17/100
= 4.3917
Fineness of the coarse aggregate gives the uniformity of grading size and ranges of the particles.
The fineness of coarse aggregate particles was within the limits as per Indian Standards. And it is
also required to find the cohesion properties of particles.
3.6 WATER
Casting and curing of specimens where done with the potable water that is available in
the university premises.
3.7 CONCRETE MIX DESIGN
The bureau of Indian standard, recommended a set of procedure for the design of concrete mix
mainly based on the work in national laboratories. The mix design procedures are covered in IS
10262-1982. The methods given can be applied for both medium strength and higher strength of
concrete.
The mix design for M20 grade concrete is designed as per IS 10262-1982
3.7.1 DATAS
DESIGN STIPULATIONS
i. Characteristic compressive strength…………………….. 20 Mpa
Required in the field at 28 days
ii. Maximum size of aggregate……………………………...20 mm(angular)
33
iii. Degree of workability…………………………………... 0.90
iv. Degree of quality control……………………………….. Good
v. Type of exposure………………………………………... Mild
Test data for materials
i. Cement used……………..……………Ordinary Portland cement
ii. Specific gravity of cement……………………………..3.15
iii. Specific gravity of fine aggregates…………………….2.6
iv. Specific gravity of coarse aggregates…………………2.815
v. Compressive strength ……………………………Satisfies the
requirement of cement
at 7 days
vi. Water absorption:
Fine aggregate…………………………………………..0.7%
Coarse aggregate………………………………………..0.5%
vii. Free moisture:
Coarse aggregate……………………………………………. Nil
Fine aggregate ……………………………………………….2%
viii. Sieve analysis of fine aggregate……………………conforming to
grading Zone II with reference of IS 383 - 1970
3.7.2 TARGET MEAN STRENGTH
The target mean compressive (Fck) strength at 28 days is given by
Fck = f ck + tS
where
fck = characteristic compressive strength at 28 days
34
t = risk factor (1.65) IS: 456 – 2000 and IS: 1343 – 1980
s = Standard deviation as per IS: 456 – 2000 for M20 grade concrete
Fck = 20 + (1.65+4)
= 26.6 Mpa
3.7.3 SELECTION OF WATER CEMENT RATIO
From fig 1 in IS 10262-1982,
Fck = 26.6 Mpa
The water cement ratio required for the target mean strength of 26.6 Mpa is 0.5.
As per IS 456-2000, table-5 the maximum water cement ratio for M20 and it is mild exposure
condition is 0.5. Adopt water cement ratio is 0.5
3.7.4 SELECTION OF WATER AND SAND CONTENT
From IS: 383 – 1970, for 20 mm maximum size aggregate, sand conforming to grading
zone II, water content per cubic metre of concrete = 186 kg and sand content as percentage of
total aggregate of total aggregate by absolute volume = 35%.
For change in value in water-cement ratio, compaction factor, for sand belonging to zone III,
following adjustment is required.
Table 17: Adjustments of water and sand content
Change in condition
Percent adjustment required
Water content Sand in total
aggregate
For decrease in water-cement ratio by (0.6-0.5)
that is 0.10 0 0
For increase in compacting factor (0.9-0.8)
that is 0.10 0 -3
35
For sand conforming zone II of IS: 383 – 1970 +3 0
Total +3 -3
Therefore required sand content as percentage of total aggregate by absolute volume
= 35 – 2
= 33%
Required water content = 186+[186 x 3/100]
= 186+ 5.58
= 191.6 Lit/m3
3.7.5 DETERMINATION OF CEMENT CONTENT
Water-cement ratio = 0.5
Water = 191.6 L/m3
Cement = 191.6/0.5
= 383 kg/m3
This cement content is adequate for mild exposure condition as per IS: 456 – 2000
3.7.6 DETERMINATION OF COARSE AND FINE AGGREGATE CONTENTS
From IS: 383 – 1970 for the specified maximum size of aggregate of 20mm, the amount
of entrapped air in the wet concrete is 2%
CALCULATION OF AGGREGATE CONTENT
Aggregate content can be determined from the following equations
Fine aggregate:
V = [w+ (C/Sc) + (1/p) (Fa /Sa)]
1000
P = 0.325/1 =0.325
36
V = 0.98
0.98 = [191.6 + (383.2/3.15)+1/0.325 X Fa/2.66] X (1/1000)
Fa =576.40kg/m3
Coarse aggregate:
V = [w+ (C/Sc) + (1/1-p) (Ca /Sa)]
1000
0.98 = [191.6 + (383.2/3.15) + (1/ [1-0.325]) X (Ca/2.815)] X (1/1000)
Ca =1267kg/m3
Table 18: Various mix proportions of the proposed concrete
Water Cement Sand Coarse aggregate
191.6ml 383.2kg 570kg 1267kg
0.5 1 1.48 3.30
Design mix concrete 1:1.48:3.30 and the water cement ratio is 0.5
37
CHAPTER –IV
TEST DATA ANALYSIS
PROPERTIES OF CONCRETE
The properties of concrete is two types, they are fresh and hardened concrete
properties. The performance of concrete properties are mainly depends upon the mix design,
shape and strength of aggregates. Water-cement ratio is a main factor of fresh concrete
properties. It may affect the strength and durability of concrete. The strength and life time of the
structure is mainly depending on properties of concrete only.
4.1 FRESH CONCRETE
Fresh concrete is a concentrated suspension of particulate materials of widely
differing densities, particle sizes and chemical composition in a solution of lime and other
components. While the mixing of cement and water takes place, a chemical reaction occurs due
to increase in temperature. For effective mix and place of concrete, a certain degree of fluidity or
workability is required.
4.1.1 FRESH CONCRETE PROPERTIES
The fresh concrete property is depending upon properties like cement, grading of
aggregate and water. The slump test, compaction factor test are used to find the workability of
the concrete. The required quantity of water is calculated and added to the concrete to find the
workability concrete. The test was carried out according to IS 6461 (Part 7) -1973 define the
workability as that property of freshly mixed concrete.
TESTS FOR WORKABILITY
Slump test
Compaction factor
38
4.1.2 Slump test:
This method of test specifies the procedure to be adopted either in the laboratory or
in the field during the work, for determining the workability of concrete where the nominal
maximum size of the aggregate does not exceed 38mm.
The apparatus used in the experiment are Metal slump cone of at least 1.6mm
thickness provided with suitable base plate and also handles for lifting it from the moulded
concrete test specimen vertically.
The slump measured shall be reported in terms of millimeters of subsidence of the
specimen during the test. Any slump specimen, which collapses or shears off laterally, shall be
repeated with another sample. If in the repeat test also the specimen shears, the slump shall be
measured and the fact that the specimen sheared, shall be reported. Take corrective action to
make the mix cohesive.Slump value test has been conducted for both types of concrete replaced
with copper slag and rice husk ash with water cement ratio 0.5.
Table. No 19: Workability of Concrete replaced with copper slag
Sl. No Concrete Type Slump
Value (mm)
1 Control concrete 30
2 10% Replacement of sand with CS 35
3 20% Replacement of sand with CS 40
4 30 % Replacement of sand with CS 45
5 40% Replacement of sand with CS 50
6 50% Replacement of sand with CS 55
7 60% Replacement of sand with CS 60
8 70% Replacement of sand with CS 65
39
Fig 3: Slump value for copper slag
Table. No 20: Workability of Concrete replaced with RHA
Sl. No Concrete Type Slump
Value
1 Control concrete 30
2 5% Replacement of cement
with RHA 35
3 10% Replacement of cement
with RHA 40
4 15% Replacement of cement
with RHA
45
5 20% Replacement of cement
with RHA 50
6 25% Replacement of cement
with RHA 55
0
10
20
30
40
50
60
70
CC 10% ofCS
20% ofCS
30% ofCS
40% ofCS
50% ofCS
60% ofCS
70% ofCS
slu
mp
in
mm
SLUMP VALUE (mm)
40
Fig 4: Slump value for Rice husk ash
The IS code book IS 456:2000 recommended the guide line for concrete mix design
adopted slump value as a measure for workability. The w/c ratio of fresh concrete by slump test
is 0.5. For control concrete the slump value obtained is 30mm. When the percentage of
replacement increased then the subsidence increased to 35mm and 40mm for the replacement of
10% and 20% of copper slag. Finally slump value obtained for 70% replacement of copper slag
is 65mm. For the concrete rice husk ash replaced instead of cement the slump value observed for
control concrete is 30mm. As well as when the percentage of replacement increased then the
value remains 35mm and 40mm for 5% and 10% of rice husk ash. Finally slump value obtained
for 25% replacement of rice husk ash is however increased to 55mm.The slump value of
combined mix is 50mm.
4.1.3 Compaction Factor Test
The compaction factor tests were designed for very low workable concrete. The
degree of compaction called as compacting factor is measured by the density ratio. That is, ratio
of the density actually achieved in the test to the density of the same concrete fully compacted.
The apparatus used for the testing are Compaction testing machine, tamping rod and weighing
machine.
Compacting factor = Weight of partially compacted concrete
Weight of fully compacted concrete
0
10
20
30
40
50
60
CC RHA 5 RHA 10 RHA 15 RHA 20 RHA 25
Slump Value (mm)
Slump Value (mm)
41
Table 21: compaction factor for concrete replaced with copper slag
Sl. No Concrete type Water-cement ratio
Weight of
partially
compacted
concrete (w1) g
Weight of fully
compacted
concrete (w2) g
Compaction
factor
1 Control concrete 0.5 18710 21500 0.87
2 10% of sand
replaced with CS 0.5 19000 21800 0.87
3 20% of of sand
replaced with CS 0.5 18440 20950 0.88
4 30% of of sand
replaced with CS 0.5 18340 20600 0.89
5 40% of sand
replaced with CS 0.5 18720 20800 0.9
6 50% of sand
replaced with CS 0.5 18630 20700 0.9
7 60% of sand
replaced with CS 0.5 18660 20500 0.9
8 70% of sand
replaced with CS 0.45 18810 20450 0.92
Table 22: Compaction factor for concrete replaced with Rice husk ash
Sl. No Concrete type Water-
cement ratio
Weight of
partially
compacted
concrete (w1) g
Weight of fully
compacted
concrete (w2) g
Compaction
factor
1 Control
concrete 0.5 18710 21500 0.87
2
5% of cement
replaced with
RHA
0.5 17920 20600 0.87
42
3.
10% of cement
replaced with
RHA
0.5 17290 20100 0.86
4
15% of cement
replaced with
RHA
0.5 17680 20800 0.85
5
20% of cement
replaced with
RHA
0.5 17390 20450 0.85
6
25% of cement
replaced with
RHA
0.5 17260 20550 0.84
4.2 Test on hardened concrete
4.2.1 Compression Test
It is the most common test conducted on hardened concrete and an easy test to
perform. Most of the desirable characteristic properties of concrete are qualitatively related to its
compressive strength. The apparatus used for the test is Compression testing machine.
The tests were carried out on 150x150x150mm size cube, as per IS: 516-1959.
The test specimen were removed from the moulds and immediately submerged in clean fresh
water and kept there until taken out just prior to test. The specimen was placed on the
compression testing machine. The load is applied at the rate of kg/cm2 per minute, and failure
load in KN is observed from the dial gauge of compression testing machine.
Compressive strength = Load N/mm2
Area
43
Table. No 23: Compression strength of Concrete replaced with Copper Slag
Sl. No Specimen Compressive strength N/mm
2
7th
day 14th
day 28th
day
1 Control Concrete 19.7 29.32 31
2 10% Replacement of sand with
copper slag 24.87 33.7 36
3 20% Replacement of sand with
copper slag 34.37 42.44 43.8
4 30% Replacement of sand with
copper slag 35.7 44.44 45.3
5 40% Replacement of sand with
copper slag 34.9 36.3 38.7
6 50% Replacement of sand with
copper slag 32.22 34.44 36
7 60% Replacement of sand with
copper slag 29 30 32
8 70% Replacement of sand with
copper slag 27 29 31
Fig 5: Compressive strength of concrete replaced with copper slag
7TH DAY,
14 TH DAY,
28th day,
0
20
40
60
80
100
120
140
CC CS10 CS20 CS30 CS40 CS50 CS60 CS70
COMPRESSIVE STRENGTH(N/mm2)
44
Table. No 24: Compression strength of Concrete replaced with RHA
Sl. No Specimen
Compressive strength N/mm2
7th
day 14th
day 28th
day
1 Control Concrete 19.7 29.32 31
2 5% Replacement of cement with
RHA 25.3 31 34.6
3 10% Replacement of cement with
RHA 28.7 33.6 38.8
4 15% Replacement of cement with
RHA 24.6 30 33.7
5 20% Replacement of cement with
RHA 19 22.7 25.6
6 25% Replacement of cement with
RHA 15.55 20 23.7
Fig 6: Compressive strength of concrete replaced with RHA
0
20
40
60
80
100
120
CC RHA 5 RHA 10 RHA 15 RHA 20 RHA 25
COMPRESSION STRENGTH (N/mm²)
28th day
14th day
7th day
45
The compressive strength obtained by replacement of copper slag in concrete shows maximum
strength than control concrete on 28th
day. The increase of compressive strength is due to the
replacement of copper slag instead of fine aggregate. However, compressive strength obtained by
replacement of rice husk ash in concrete shows decrease in strength than the control concrete on
28th
day. But it has obtained maximum strength compare to control concrete for 10%
replacement of RHA on 28th
day.
4.2.2 Split tensile test
It is a method of determining the tensile strength of concrete using a cylinder
which splits the specimen across the vertical diameter. It is expressed as the minimum tensile
stress (force per unit area) needed to split the material apart. The test is carried out in Universal
Testing Machine.
The specimens were taken out from the water only after 28days. The specimen
were placed or kept on the plate and the loads were applied gradually. The ultimate loads were
observed. The load is applied till the failure of the specimen occurs. After obtaining the failure
load, the split tensile strength (sp) can be determined by the following equation.
=2p/πdl N/mm2
Where,
sp
= Flexural stress (N/mm2)
P = Failure load (kg)
D = Diameter of the specimen 150mm
l = Length of the specimen 300mm
The test was carried out on 150x300mm size cylinder. The test results are tabulated in
table using the stress value
Table. No 25: Split tensile strength of concrete with Copper Slag
Sl.no Type of concrete Average failure
load(kg)x103
Split tensile
strength(N/mm2)
on 28th
day
1 Control concrete 22620 3.2
2 10% Replacement of sand 23326 3.3
46
with copper slag
3 20% Replacement of sand
with copper slag 26860 3.8
4 30% Replacement of sand
with copper slag 29690 4.2
5 40% Replacement of sand
with copper slag 28280 4
6 50% Replacement of sand
with copper slag 26160 3.7
7 60% Replacement of sand
with copper slag 23330 3.3
7 70% Replacement of sand
with copper slag 20500 2.9
Fig 7: split tensile strength of concrete replaced with copper slag
00.5
11.5
22.5
33.5
44.5
Split tensile strength(N/mm2)
Split tensilestrength(N/mm2) on 28thday
47
Table. No 26: Split tensile strength of concrete with RHA
Sl.no Type of concrete Average failure
load(kg)x103
Split tensile
strength(N/mm2)
1 Control Concrete 21210 3.2
2 5% Replacement of
cement with RHA
23750 3.36
3 10% Replacement of
cement with RHA
28980 4.1
4 15% Replacement of
cement with RHA
24880 3.52
5 20% Replacement of
cement with RHA
20220 2.86
6 25% Replacement of
cement with RHA
15770 2.23
Fig 8: Split tensile strength of concrete replaced with RHA
00.5
11.5
22.5
33.5
44.5
CC RHA 5 RHA 10 RHA 15 RHA 20 RHA 25
Split tensile strength(N/mm2)
Split tensile strength(N/mm2)
48
4.2.3Acid resistance test:
The acid resistance study were conducted for all the concrete cubes, in the present
investigation immersion techniques was adopted. After 28 days 150mm cube specimens were
immersed in 5% H2SO4 solution. The solution was kept at room temperature and the solution
was stirred regularly, at least twice a day to maintain uniformity. The solution was replaced at
regular intervals to maintain concentration of solution throughout the test period. The evalutions
were conducted after 14 days from the immersion. After removing the specimens from the
solution, the surfaces were cleaned with soft nylon wire brush under the running tap water to
remove weak products and loose material from the surface. Then the specimens were allotted to
surface dry. From the initial and final weight at particular intervals, the loss of the weight and
strength were studied. All the concrete cubes were showing percentage of mass loss less than….
The percentage of mass loss for concrete was only fraction compared to the normal concrete of
equal strength grades.
Table. No 27: Results of acid resistance test
Sl.No Mix ID Weight loss% % of Strength loss
1 CC 1.74 14.8
2 CS10 1.30 22.5
3 CS30 2.15 28.9
4 CS50 3.0 32.8
5 CS70 3.44 38.6
6 RHA 10 1.65 15.3
7 RHA 15 1.87 19.7
8 RHA 25 2.03 24.6
9 CMB 1.98 25.3
49
Fig 9 Loss of weight in Acid resistance test
Fig 10 Loss of strength in Acid resistance test
0
0.5
1
1.5
2
2.5
3
3.5
4
CC CS10 CS30 CS50 CS70 RHA 10RHA 15RHA 25 CMB
MIX ID
% OF WEIGHT LOSS
Weight loss%
0
5
10
15
20
25
30
35
40
45
CC CS10 CS30 CS50 CS70 RHA10
RHA15
RHA25
CMB
% OF STRENGTH LOSS
% of Strength loss
50
SEM analysis:
SEM (Scanning electron microscopy) is an important technique in the study of cement and
concrete. It will describe the scanning electron in the following manner:
Image analysis
Examinations of fractured and polished surface
Examination of concrete: how to do it and what information can be obtained, including:
estimation of water-cement ratios; measurement of mix proportions; cement type
determination; quantitative X-ray microanalysis and hydrate characterization;
indentification of deleterious processes and effect of admixture.
For SEM analysis three samples has selected
Sample 1- Control concrete
Sample 2- Concrete in which 30% of sand is replaced with Copper Slag.
Sample 3- Concrete in which 15% of cement is replaced with RHA.
51
Figure 11: SEM results of control concrete
Figure 12: SEM results of concrete replaced with copper slag 30 %
Figure 13: SEM results of concrete replaced with RHA 15
2 4 6 8 10 12 14 16 18 20keV
0
1
2
3
4
5
6 cps/eV
C-KO-KAl-KSi-KA Ca-KATi-KA Fe-KA
C O
Al Si
Ca
Ca Ti
Ti
Fe
Fe
2 4 6 8 10 12 14 16 18 20keV
0
2
4
6
8
10
12 cps/eV
C-KO-KAl-KSi-KA Ca-KA Fe-KA
C O
Al Si
Ca
Ca
Fe
Fe
2 4 6 8 10 12 14 16 18 20keV
0
2
4
6
8
10
12 cps/eV
C-KO-KAl-KSi-KA Ca-KA Fe-KA
C O
Al Si
Ca
Ca
Fe
Fe
52
CHAPTER – V
RESULTS AND DISSCUSSIONS
Specific gravity
The standard value of specific gravity of OPC is 3.15 which is a standard value..The
specific gravity of RHA is 1.7. This shows that concrete with less specific gravity is less dense
and thus gives light weight concrete.
The specific gravity fine aggregate is 2.66 which is within the permissible limit 2.6 to
2.8 and for coarse aggregate it is 2.815 which is within 2.6 to 2.9.The specific gravity of copper
slag is 3.52. This produce high dense concrete.
Fineness test
The test results of fineness of cement obtained is 1.4% and for RHA is 1.98%.Generally the
experiment says that the value below 2.3% is considered as very fine grade where as above 3% is
considered to be coarser grade.
Standard consistency test:
The standard value recommended for consistency is 26% to 33%.The results obtained for cement
is 29% which is within the limit. Consistency of cement replaced with RHA increases with the
increase in percentage of RHA anyhow the value is within the limit.
Setting time
The initial setting time of cement is observed as 35 minutes. Initial setting of cement
with RHA 5% is 35 minutes. Initial setting time increases with the increase in percentage of
RHA. The final setting time observed is 10 hours for all mix.
Water absorption test:
Water absorption test result for copper slag is 0.3% is lower than the river sand
(0.7%). This implies that concrete made with copper slag posses less porous
53
Slump cone test:
The slump value of all the mixes ranges between 35 and 100.this implies that all the
mixes posses good workability. The slump value increases with increase I percentage of copper
slag and RHA..
Compression test
For different mixes the compressive strength at different ages 7 , 14 and 28 days were
found out. From the above analysis it is observed that optimum strength is obtained at 30%
replacement of sand with copper slag. The increment in strength is about 46% compared to
control concrete. Anyhow upto 50% replacement compressive strength is higher than control
concrete. The results on replacement of 10% RHA on cement shows optimum strength, whereas
upto 15% the strength does not go beyond control concrete. The compressive strength of
combined mix is 46.8N/mm2
The results obtained for the different mixes are almost nearer to the values of Brindha et al [6]
Split tensile strength
The split tensile strength is observed on 28th
day. Optimum strength is obtained on 30%
replacement of sand with CS is 4.2N/mm2. In case of RHA peak value is 4.1N/mm2 on 10%
replacement of cement.the combined mix shows 4.1N/mm2. Optimum strength is obtained on the
combined mix is 4.4N/mm2
Acid resistance test
From the result of acid resistance test, mixes with high percentage of copper slag shows
less resistance to H2SO4 whereas the .mixes containing RHA gives more resistance to acid
attack.
SEM analysis
From the analysis it is found that sample 1 contains more oxygen content followed by carbon
whereas the sample 2 contain carbon 3.7% less than sample 1. calcium content is 1.65% more in
sample 2 compared to sample 1.Al content is found to be very less in RHA 10. Iron (Fe) is found
to be same in samples 1 and 2 and less in sample 3.
54
CHAPTER – VI
CONCLUSION:
The physical and chemical properties of waste materials i.e. copper slag and RHA is studied.
From the above study the performance of this blended concrete is found to be good. The analysis
of the study reveals that the partial replacement of fine aggregate with copper slag and cement
with RHA provides additional environmental and technical benefits for all related industries.
Further the cost of concrete reduces due to the partial replacement of wastes. This alternate
technology assures high strength and high workability concrete is possible at cheaper cost.
Additionally it is found that water absorption of blended concrete is found to be less compared to
control concrete.
This experimental study reveals that replacement of cement up to 10% gives optimum
compressive and tensile strength. However the duration and the temperature of burning and
fineness of RHA has more effect on strength .The durability of this blended concrete depends
highly on the physical and chemical properties of RHA and CS which may vary according to the
condition of regions. Further research is needed to study the durability of this blended concrete.
RECOMMENDATIONS
The behaviour of concrete can be studied for long term duration.
The increment of strength can be studied with the addition of chemical admixtures to the
concrete.
Study is needed to find the suitability of concrete in marine environment.
Corrosive nature of concrete is to examined.
55
REFERENCE
[1]ACI Committee233, “Ground Granulated Blast-Furnace Slag as a Cementitious Constituent in
Concrete” ACI Materials Journal., vol.84, no.4, pp.330, July-Aug.1987.
[2] S.Meenakshi Sudarvizhi and R.Ilangovan,”Performance of Copper slag and Ferrous slag as
partial replacement of sand in Concrete” International Journal of Civil and Structural
Engineering., vol.1. no. 4,2011
[3] Y. Akihiko and Y. Takashi, “Study of Utilization of copper slag as fine aggregate for
concrete”, Ashikaya Kogyo Daigaku Kenkyu Shuroku., 23 79-85.1996.
[4]. Zhang, M.H and Malhotra, V.M “High performance concrete Incorporating Rice Husk Ash
as a Supplementry Cementiting Material” ACI Materials Journal, Nov/Dec pp 629-636.1996
[5] M.S.Shetty, “Concrete technology”, S.Chand Publications, Ram Nagar, New Delhi pp.186
2009 Edition
[6] Brindha.D, Baskaran.T and Nagan.S, “Assessment of Corrosion and Durability
Characteristics of Copper Slag Admixed Concrete”, International journal of civil and structural
engineering, vol.1, no.2. pp. 194, 208, 2010.
[7] Mobasher.B, ASCE.M, and Devaguptapu.R, Arino.A.M, “Effect of copper slag on the
hydration of blended cementitious mixtures”, ASCE, Materials Engineering Conference,
Materials for the New Millenium, ed. K. Chong, pp. 1677-86, 1996.
[8] K. Pazhani and R. Jeyaraj, “Study on durability of high performance concrete with industrial
wastes”, ATI - Applied Technologies & Innovations., vol.2, no.4, pp.19-28, 2010.
[9] Brindha.D and Nagan.S, “Durability studies on copper slag admixed concrete”, ASIAN Journal
of civil engineering (Building and Housing) vol.12, no.5. pp.563-578, 2011.
[10] R.C Gupta, Blessen Skariah Thomas and Prachi Gupta,“ Utilization of copper slag and
discarded rubber tyres in construction” International Journal of civil and structural engineering,
vol. 3, no. 2, pp. 271-281, 2012.
[11] Alnuaimi AS,“Effects of Copper Slag as a Replacement for Fine Aggregate on the Behavior
and Ultimate Strength of Reinforced Concrete Slender Columns”TJER,vol.9,no.2,pp 90-102,
2012
56
[12] Lavanya . C, Sreerama Rao . A, Darga Kumar. N, “A Review on Utilization of copper slag
in geotechnical applications” Indian Geotechnical Conference, no.212 pp. 15-17, 2012.
[13] Jayasankar.R, Mahindran.N, Ilangovan.R,“Studies on Concrete using Fly Ash, Rice Husk
Ash and Egg Shell Powder ” International journal of civil and structural engineering, vol.1,
no.3, pp. 362-372, 2010.
[14] Ghassan Abood Habeeb, Hilmi Bin Mahmud ,“Study on Properties of Rice Husk Ash and
Its Use as Cement Replacement Material” Materials research, vol.13, no.2, pp 185-190, 2010.
[15] E. B. Oyetola and M. Abdullahi, “The Use of Rice Husk Ash in Low - Cost Sandcrete Block
Production” Leonardo Electronic Journal of Practices and Technologies, vol.8, pp. 58-70, 2006
[16] Abhilash Shukla , Singh C.K , Arbind Kumar Sharma, “Study of the Properties of Concrete
by Partial Replacement of Ordinary Portland Cement by Rice Husk Ash” International Journal of
Earth Sciences and Engineering, vol.4, no.6, pp. 965-968, 2011.
[17] Nagrale S.D, Dr. Hemant Hajare, Pankaj R. Modak, “Utilization Of Rice Husk Ash”
International Journal of Emerging Technology and Advanced Engineering, vol.2, no.9,
pp.261-26, 2012
[18] Maurice E. Ephraim, Godwin A. Akeke and Joseph O. Ukpata, “Compressive strength of
concrete with rice husk ash as partial replacement of ordinary Portland cement”Scholarly
Journal of Engineering Research, vol.1, no.2, pp 32-36, 2012.
[19] Sathish Kumar .R, “ Experimental study on the properties of concrete made with alternate
construction materials”International Journal of Modern Engineering Research (IJMER), vol.2,
no.5, pp. 3006-3012, 2012.
[20] Opeyemi1 D.A, Makinde O.O, “The suitability of partial replacement of cement with rice
husk ash and bone powder in concrete structures” International Journal of Emerging Technology
and Advanced Engineering, vol.2, no.9, pp.261-265,2012.
59
EXPERIMENTAL STUDY OF STRENGTH AND DURABILITY OF CONCRETE USING
WASTE MATERIALS
K.Mahendran, M.Ummu Thahira ,K.Renu Priyanka
Rural Technology Centre
Gandhigram Rural Institute-Deemed University
Gandhigram-624302.Dindigul District
TamilNadu,India
Mahendran_gri@rediffmail.com thahicivilengg@gmail.com renu.rahul12@gmail.com
Abstract
Disposal of wastes is one of the issues
confronting the world today. Scientists all
over the world are making efforts to minimize
the production and to effectively recycle the
waste. Reducing the green house gas emission
and recycling of industrial wastes are the key
areas of concern. Production of wealth will be
a boon to the industries as the benefits are
twofold: the pollution problem is addressed
and the raw material shortage problem is also
effectively tackled. Against this back-drop, in
the present work, copper slag (CS) and Rice
Husk Ash (RHA) are utilized as viable
substitutes in concrete. M20 grade concrete
with different mix proportion of sand replaced
with copper slag from 0 to 70% and 0 to 25%
cement replaced with Rice Husk Ash (RHA)
and a combination of both (30% CS +10%
RHA) is prepared. Tests for strength
(compression and split tensile strength) and
durability (acid resistance and SEM analysis)
are carried out. The results of this work
undertaken have revealed that maximum
strength is obtained on 30% replacement of
sand with copper slag (45.3 Mpa) and 10% of
cement with RHA (38.8Mpa).
Key words- Copper slag, Rice Husk Ash,
Compression test, waste disposal
1. Introduction
Concrete is one of the prime materials for
structures and it is widely used for various
applications all over the world. Aggregates
and cement play a major role in concrete. In
India there is a great shortage of natural
aggregates Recently Tamil Nadu government
(in India) has imposed restrictions on removal
of sand from the riverbeds due to unsafe
impacts threatening many parts of the state
[1].Production of cement librates similar
amount of carbon dioxide which is the great
cause of ozone depletion. In order to
overcome these drawbacks and to make
concrete sustainable copper slag and Rice
husk Ash are used as suitable substitutes for
sand and cement respectively.
Copper slag is an industrial by-product
obtained during the matte smelting and
refining of copper. Large quantities of slag are
produced as a byproduct of metallurgical
operations, resulting in environmental
concerns with disposal [2]. The applications
utilize only about 15% to20% and the rest is
dumped as a waste material and this cause
environmental pollution [3] .Caijun Shi et al
[4] reported that copper slag is glassy and
granular in nature and has a similar particle
size range to sand, indicating that it could be
used as a replacement for the sand present in
the cementitious mixes. Khalifa S et al [5] has
investigated the performance of high strength
60
concrete made with copper slag as a fine
aggregate.
Rice husk is an agro-waste constitutes
about one fifth of 300 million tons of rice
production annually in the world. This Rice
Husk is used only as a fuel in rice boiling
process. By burning rice husk under a
controlled temperature and atmosphere, a
highly reactive RHA is obtained [6]. The most
important property of RHA that determines
pozzolanic activity is the amorphous phase
content Recently, Nair et al.[7] reported an
investigation on the pozzolanic activity of
RHA by using various techniques in order to
verify the effect of incineration temperature
and burning duration. He stated that the
samples burnt at 500 or 700 °C and burned for
more than 12 hours produced ashes with high
reactivity with no significant amount of
crystalline material.
Although there are many studies has been
carried out on CS and RHA not much
researches has been investigated the combined
effect of both and their durability. This paper
evaluates not only the strength but also the
durability of blended concrete.
II.MATERIALS AND METHODS
2.1. Cement
Ordinary Portland cement from
Ultratech Cement Company of grade
53 was used for this study. This
cement is the most widely used one in
the construction industry in India. The
specific gravity and fineness modulus
is 3.15 and 1.3 respectively
2.2 Fine aggregate
Fine aggregate of zone II is used with
specific gravity 2.66.
2.3. Coarse Aggregate
Coarse aggregates of maximum size
20mm ,specific gravity 2.815,finess modulus
4.9 is used.
2.4. Copper Slag
Copper Slag used in this work has been
brought from Sterlite Industries Ltd (SIL),
Tuticorin, Tamil Nadu, India Its Specific
gravity, water absorption and fineness are
2.66,0.7% and 4.8 respectively .copper slag
used has high iron oxide followed by silica.
2.5. Rice husk Ash
Rice Husk Ash is obtained by burning rice
husk at 700oC to 800
oC under uncontrolled
combustion. The specific gravity and fineness
of RHA used is 1.72 and 1.98 respectively. Its
chemical properties isgiven in table II
TABLE 1: Chemical composition of RHA
Sl.No Chemical composition Content
in %
1 Calcium oxide (CaO) 1.05
2 Silicon Oxide (SiO2) 77.4
3 Aluminium Trioxide
(Al2O3) 0.28
4 Iron (Fe2O3) 0.66
5 Magnesium (MgO) 1.96
6 Loss of Ignition 7.98
2.6. Water
Casting and curing of specimens were done
with the potable water that is available in the
university premises
61
MIX DESIGN
The mix design chosen for grade M20, (i.e., 1:
1.48: 3.30 with water cement ratio as 0.5.)
Concrete mixes with different proportions of
copper slag and RHA are used. 0 to 70% sand
replacement with copper slag and 0 to 25%
RHA replacement for ement. 140 cubes, 45
cylinders were prepared for these tests. The
slump tests were done on fresh concrete to
determine its workability. Compression test,
split tensile test, acid resistance test,corrosion
test and SEM analysis were done on the
specimens as per IS specifications.
TABLE 2: Concrete Mixtures With Different
Mix Proportions
MIX ID CEMEN
T
Kg/m3
F.A
Kg/m3
C.A
Kg/m3
C.S
Kg/m3
RHA
Kg/m3
CC 383.2 570 1267 0 0
CS10 383.2 513 1267 77.45 0
CS20 383.2 456 1267 154.9 0
CS30 383.2 399 1267 232.3 0
CS40 383.2 342 1267 309.8 0
CS50 383.2 285 1267 387.2 0
CS60 383.2 228 1267 464.7 0
CS70 383.2 171 1267 542.1 0
RHA 5 364 570 1267 0 19.16
RHA
10
344.88 570 1267 0 38.32
RHA
15
325.72 570 1267 0 57.5
RHA
20
306.56 570 1267 0 76.64
RHA
25
287.4 570 1267 0 95.8
CMB 344.8 399 1267 232.3 38.32
F.A-Fine Aggregate; C.A-Coarse Aggregate
CS 10-10% sand is replaced with copper slag.
RHA 5-5% of cement is replaced with RHA ,
CMB- 30%sand is replaced with copper slag
and 10% of cement is replaced with RHA.
III.TEST RESULTS AND DISCUSSIONS
3.1. Slump test
Slump test is conducted on fresh concrete of
different mix proportion. The slump value of
all mix proportion shows good workability of
concrete. The value ranges between 40 and
100.This implies that all concrete mixes shows
good workability.
3.2. Compressive Strength
Concrete cubes of size 150 mm X 150 mm X
150 mm were prepared as per IS 10086-
1982.Once the specimen is cured, it is tested
for compressive strength. The maximum load
at failure reading was taken and their average
compressive strength are given in figure1.
Figure 1 Compressive strength of various
mixes
The compressive strength results reveals that
maximum strength is obtained on 30%
replacement of sand with CS and 10% cement
with RHA. The obtained results of RHA
mixes are almost nearer to the values of
Maurice E. Ephraim et al [9] and CS mixes
are similar to Brindha.D et al [8]. The
0
50
CC
CS1
0
CS2
0
CS3
0
CS4
0
CS5
0
CS6
0
CS7
0
RH
A 5
RH
A 1
0
RH
A 1
5
RH
A 2
0
RH
A 2
5
CM
B
Compressive Strength
(KN/m3 )
28th Day
62
combined mix gives % higher strength than
control concrete.
3.3. Split Tensile Strength
Concrete cylinders of diameter 150 mm and
height 300mm were casted as per IS 10086-
1982.Once the specimen is cured, it is tested
for split tensile on 28th
day. The maximum
load at failure reading was taken and their
average compressive strength are given in
figure
Figure 2 Split tensile strength of various mix
3.4. Acid resistance test
The acid resistance tests is conducted for
selected concrete mixes. In the present
investigation immersion techniques was
adopted. After 28 days 150mm cube
specimens were immersed in 5% H2SO4
solution. The solution was kept at room
temperature and the solution was stirred
regularly, at least twice a day to maintain
uniformity. The evaluations is conducted
after14 days from the immersion.
Figure 3 Results of acid resistance test
The results shows that the concrete with
higher percentage of copper slag posses less
resistance to acid attack,whereas RHA posses
good resistance
3.5 SEM analysis:
SEM (Scanning electron microscopy) is an
important technique in the study of cement
and concrete. From the analysis it is found that
control concrete contain more oxygen content
followed by carbon .whereas the mix contain
30% of copper slag contain carbon 3.7% less
than control concrete. calcium content is
1.65% more in CS30 mix compared to control
concrete..Al content is found to be very less in
RHA 10.
012345
CC
CS1
0
CS2
0
CS3
0
CS4
0
CS5
0
CS6
0
CS7
0
RH
A 5
RH
A 1
0
RH
A 1
5
RH
A 2
0
RH
A 2
5
CM
BSplit Tensile Strength
0
10
2030
40
50
% Loss ofWeight
% Loss ofStrength
63
Figure 4.SEM analysis of Control concrete
Figure 5.SEM analysis of Coppe r slag 30%
Figure 6.SEM analysis of Rice Husk Ash 10
Conclusion
From the above study the following
conclusion is made.
The physical and chemical properties
of waste materials i.e. copper slag and
RHA is studied.
The performance of this blended
concrete is found to be good.
This alternate technology assures high
strength and high workability concrete.
it is found that water absorption of
blended concrete is found to be less
compared to control concrete
This experimental study reveals that
replacement of cement up to 10% and
sand upto 30% gives optimum
compressive and tensile strength.
1 2 3 4 5 6 7 8keV
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5 cps/eV
C O Al Si S S
K
K
Ca
Ca
Fe Fe
1 2 3 4 5 6 7 8keV
0
1
2
3
4
5
6
7
8
9 cps/eV
C O Al Si Ca Ca Fe Fe
Au Au Au
Au
1 2 3 4 5 6 7 8keV
0
2
4
6
8
10
12
14
16
cps/eV
C O Al Si K K
Ca
Ca
Sc
Sc
Fe Fe
Au Au Au
Au
64
From acid resistance test, it was
observed that the concrete containing
copper slag was found to be low
resistant to the H2So4 solution than the
control concrete.
The cost of concrete reduces due to the
partial replacement of wastes
The partial replacement of fine
aggregate with copper slag and cement
with RHA provides additional
environmental and technical benefits
for all related industries
REFRENCE
[1] C. Kanmalai Williams, P. Partheeban and
T.Felix Kala, “Mechanical Properties of High
Performance Concrete Incorporating Granite
Powder as Fine Aggregate”, International
Journal on Design and Manufacturing
Technologies, vol.2, no.1. 2008.
[2]ACI Committee233, “Ground Granulated
Blast-Furnace Slag as a Cementitious
Constituent in Concrete” ACI Materials
Journal., vol.84, no.4, pp.330, July-Aug.1987.
[3] S.Meenakshi Sudarvizhi and
R.Ilangovan,”Performance of Copper slag and
Ferrous slag as partial replacement of sand in
Concrete”,International Journal of Civil and
Structural Engineering., vol.1. no. 4,2011.
[4] Caijun Shi, Christian Meyer , Ali
Behnood, “ Utilization of copper slag in
cement
and concrete” Resources, Conservation and
Recycling 52 pp 1115–1120.2008.
[5] Khalifa S. AlJabri , Makoto Hisada,et al.
“Copper slag as sand replacement for
high performance concrete” Cement &
Concrete Composites 31 pp 483–488. 2009
[6]. Zhang, M.H and Malhotra, V.M “High
performance concrete Incorporating Rice
Husk Ash as a Supplementry Cementiting
Material” ACI Materials Journal, Nov/Dec pp
629-636.1996
[7] Nair D, Fraaij A, Klaassen A and
Kentgens A. A structural investigation relating
to the pozzolanic activity of rice husk ashes.
Cement and Concrete Research (Elmsford),
38(6): pp 861-869.2008.
[8] D.Brindha, T.Baskaran and
S.Nagan“Assessment of Corrosion and
Durability Characteristics of Copper Slag
Admixed Concrete” International Journal of
Civil and Structural Engineering., vol.1. no. 2,
2010
[9] Maurice E. Ephraim, Godwin A. Akeke
and Joseph O. Ukpata “Compressive strength
of concrete with rice husk ash as partial
replacement of ordinary Portland cement”
Scholarly Journal of Engineering Research.,
Vol. 1(2), pp. 32-36, May 2012