thesis.pptx

“HEALTH ANALYSIS OF HIGH PERFORMANCE
CONCRETE BY USING WASTE MATERIAL”
A thesis submitted in partial fulfilment of the requirements for the degree of
DOCTOR OF PHILOSOPHY
In Faculty of Engineering & Technology
To
GANPAT UNIVERSITY, KHERVA
February 2014
Submitted by
Piyushkumar Jayantilal Patel
(Registration No: EN/004/006/2009)
Under the Guidance of
Dr. Harshvadan. S. Patel
Principal, Government Engineering College, Patan, Gujarat
GANPAT UNIVERSITY
GANPAT VIDYANAGAR
Kherva, Dist. Mehsana – 384012, Gujarat

FACULTY OF ENGINEERING & TECHNOLOGY
DECLARATION
I, Mr. Piyushkumar Jayantilal Patel, Reg. No. EN/004/006/2009 registered as a
research Scholar for Ph.D. program in Faculty of Engineering, Ganpat University, do hereby
submit my thesis, entitled “Health Analysis of High Performance Concrete by Using
Waste Material" in printed as well as in electronic form for holding in the library of
records of the University.
I hereby declare that:
1. The electronic version of my thesis submitted herewith in CDROM which is in PDF
format.
2. My thesis is my original work of which the copyright vests in me and my thesis do not
infringe or violate the rights of anyone else.
3. The contents of the electronic version of my thesis submitted herewith are the same as
those submitted as final hard copy of my thesis after my viva voce and adjudication of
my thesis.
4. I agree to abide by the terms and conditions of the Ganpat University Policy on
Intellectual Property (hereinafter Policy) currently in effect, as approved by the
competent authority of the university.
5. I agree to allow the university to make available the abstract of my thesis to any user in
both hard copies (printed) and electronic forms.
6. For the University’s own, non-commercial, academic use I grant to the University the
non-exclusive license to make limited copies of my thesis in whole or in part and to
loan such copies at the University’s discretion to academic persons and bodies approved
from time to time by the University for non-commercial academic use. All usage under

this clause will be governed by the relevant fair use provisions in the Policy and by the
Indian Copyright Act in force at the time of submission of the thesis.
7. I agree to allow the University to place such copies of the electronic version of my
thesis on the private intranet maintained by the University for its own academic
community.
8. I agree to allow the University to publish such copies of the electronic version of my
thesis on a public access website of the internet.
9. If in the opinion of the University my thesis contains patentable or copyrightable
material and if the University decides to proceed with the process of securing
copyrights and/or patents, I expressly authorize the University to do so. I also undertake
not to disclose any of the patentable intellectual properties before being permitted by
the University to do so, or for a period of one year from the date of final thesis
examination, whichever is earlier.
10. In accordance with the Intellectual Property Policy of the University, I accept that any
commercializable intellectual property contained in my thesis is the joint property of
me, my co-workers, my supervisors and the Institute. I authorize the University to
proceed with protection of the intellectual property rights in accordance with prevailing
laws. I agree to abide by the provisions of the University Intellectual Property Right
Policy to facilitate protection of the intellectual property contained in my thesis.
11. If I intend to file a patent based on my thesis when the University does not wish so, I
shall notify my intention to the University. In such case, my thesis should be marked as
patentable intellectual property and access to my thesis is restricted. No part of my
thesis should be disclosed by the University to any person(s) without my written
authorization for one year after my information to the University to protect the IP on
my own, within 2 years after the date of submission of the thesis or the period necessary
for sealing the patent, whichever is earliest.
Research Scholar:
Mr. Piyushkumar Jayantilal Patel
Reg. No: EN/004/006/2009
Date: 25th
February, 2014
Place: Ganpat University

CERTIFICATE
This is to certify that the thesis entitled “Health Analysis of High Performance Concrete
by Using Waste Material" submitted by Mr. Piyushkumar Jayantilal Patel is his bonafide
work carried out in partial fulfillment of the requirements for the award of Doctor of
Philosophy degree in Civil Engineering. This research work is a record of his own work
carried out under my guidance and is up to my satisfaction.
Research Guide:
Dr. H.S. Patel
Principal
Govt. Engineering College, Patan
Forwarded through
Dr. P. H. Shah
Dean
Faculty of Engineering. & Technology.
Ganpat University
Date: 25th
February, 2014

CERTIFICATE
This is to certify that the thesis entitled “Health Analysis of High Performance
Concrete by Using Waste Material" submitted by Mr. Piyushkumar Jayantilal Patel
fulfill the suggestions given by doctoral committee during pre-doctoral seminar held on
26th
October, 2013, vide Ganpat University letter no. 89/GNU/Ph.D./1289/2013 dated 20th
November, 2013 are duly incorporated in this thesis.
Research Guide:
Dr. H.S. Patel
Principal
Govt. Engineering College, Patan
Forwarded through
Dr. P. H. Shah
Dean
Faculty of Engineering. & Technology.
Ganpat University
Date: 25th
February, 2014

February 2014
EXAMINER’S CERTIFICATE
This is to certify that the thesis entitled “Health Analysis of High Performance Concrete
by Using Waste Material" submitted by Mr. Piyushkumar Jayantilal Patel is his bonafide
work carried out in partial fulfillment of the requirements for the award of Doctor of
Philosophy in Civil Engineering of Faculty of Engineering & Technology; Ganpat University
is hereby approved for the award of Ph.D degree.
External Examiner Internal Examiner
Date: Date:

ACKNOWLEDGEMENTS
This research work is by far the most important triumph in my career and it would
be not possible without people who supported me and believed in me.
I would like to extend my gratitude and my sincere thanks to Late Dr. J. A. Desai. I have
lost one of the best teachers we had ever met. I personally have lost my guru, my mentor,
and a great human being. I fall short of words to express my grief on the sad demise of our
beloved Desai Sir. I pray to God for his soul rests in peace.
I would like to thank my supervisor, Prof. Dr. Harshvadan S. Patel, for the patient
guidance, encouragement and advice to rejuvenate my research work. He has provided
throughout my time as his student. I have been extremely lucky to have a supervisor who
cared so much about my work, and who responded to my questions and queries so
promptly.
I feel privileged to offer my sincere thanks and owe an enormous deal of gratitude to
Honorable Dr. M. S. Sharma, Vice Chancellor, Honorable Dr. P. H. Shah, Dean (FET),
Deputy Director (FET) & Principal (UVPCE), Dr. Amit Patel Registrar of Ganpat
University, for giving permission to pursue doctoral studies under the university.
I would like to thank staff members of UVPCE, Kherva for their support in performance
evaluation and laboratory investigations.
I also wish to express my gratitude towards my wife Sushila, children Bhrugu &
Maharshi and Parents for their love, encouragement and for putting up hardship during
the whole tenure of my research work
Last but not least I would like to thank my family and parents, who taught me the value of
hard work by their own instance. They rendered me enormous support being apart
during the whole tenure of my research work.
Last I want to pray GOD for encouraging and motivating me to carry out my research
successfully.
Piyushkumar Jayantilal Patel

ABSTRACT
Manufacturing of high performance concrete, which is majorly used as building material
in the major and huge infrastructure projects, is a daunting task. Though the recent
advancements have conquered the hurdles of the preparation of high performance
concrete, the use of green materials such as Fly Ash and Rice Husk Ash is limited. Apart
from the green materials, many conventional and mineral admixtures or micro materials
are available in the market, which enhances the quality and performance of concrete such
as Metakaoline, Alccofine and Silica Fume etc.
The quality of concrete mix is assessed through various mechanical properties like
compressive strength, flexural strength and split tensile strength and various durability
tests like rapid chloride penetration test (RCPT), sorptivity test, chloride resistance test,
accelerated corrosion test and sea water attack test are carried out to analyse the
performance of HPC.
The objective of this study is to evaluate the structural strength of high performance
concrete by utilizing green and pozzolanic material as supplementary cementitious
material and potential use of non-destructive testing devices for in-situ strength parameters
of HPC during and after construction. About 7,520 concrete specimens of different for
different mix proportions were analysed in the study. This research study primarily
focuses on the development of empirical correlations for estimating the 28 & 56 days
compressive strength, flexural strength and split tensile strength for diverse range of
water/binder ratio for binary and ternary concrete mixes. Detailed laboratory
investigations are performed covering almost all available supplementary cementitious
materials nearby area of Gujarat state of India. Measurement of reliability of developed
models is done by validating the developed empirical models by performing the field and
laboratory investigations.
This study helps in identifying influence of Alccofine, Fly Ash, Rice Husk ash, Fly Ash on
strength characteristics of HPC. The use of alternative material of Portland cement leads to
reduction of emission gases and impact on production capacity of cement plant. This study
also provides a strategy to reducing the cost of waste disposal and its related gains. This
i

research work will enhance and accelerates the decision making process in the pre, during
and post construction phases of any infrastructure projects.
Further the above developed empirical model can be applied for all manufacturing of high
performance concrete using supplementary cementitious material. These developed
correlations can offer excellent engineering judgment and assist in decision making
process for the structural evaluation of the HPC during pre-construction, during and post-
construction phases.
The developed empirical correlations are integrated into a single platform by developing a
comprehensive tool using Visual Basic (VB) software which behaves as a quick decision
making tool for a policy makers, concessionaires, designers and quality control engineers.
Key words: High Performance Concrete, Supplementary Cementitious Material, Waste
Utilization, Health Analysis of Concrete, Non-destructive Testing of Concrete,
Mechanical Properties, Durability Properties.
ii

TABLE OF CONTENTS
ABSTRACT
TABLE OF CONTENTS
LIST OF TABLES
LIST OF FIGURES
ABBREVIATIONS
1. INTRODUCTION
1. Research Background
i
iii
vii
ix
xvii
1
1
1
2
4
5
5
6
1. Concrete and Environment
2. Sustainability and Concrete Industry
3. High Performance Concrete
4. Research Significance
5. Study Contribution
6. Research Objective
7. Scope of Research work
2. LITERATURE REVIEW
1. High Performance Concrete
2. Utilization of Fly Ash in HPC
3. Utilization of Metakaoline in Concrete
4. Utilization of Rice HuskAsh in Concrete
5. Utilization of Silica Fumes in HPC
6. Utilization of Alccofine in HPC
7. Mix Design of High Performance Concrete
8. Concluding Remarks
7
10
13
15
16
19
21
22
3. MATERIALS AND METHODOLOGY
1. Introduction
2. Materials
23
23
23
24
1. Binder
1. Fly Ash (FA)
iii

2. Silica Fume (SF)
3. Rice Husk Ash (RHA)
4. Alccofine (A)
5. Metakaoline (M)
6. Ordinary Portland Cement (OPC)
2. Aggregates
3. Water
4. Glenium Sky 784 Super Plasticizer
iv
25
25
26
27
28
28
33
33
34
3.3 Research Methodology
4. EXPERIMENTAL INVESTIGATION
1. Overview
2. Concrete Specimens
36
36
37
37
39
40
41
42
42
42
43
44
47
49
49
50
53
56
57
61
65
65
68
1. Binary Mix
2. Ternary Mix
4.3
4.4
4.5
4.6
4.7
Design of Experiment
Experimental Program
Concrete Mixing
Curing of Specimens
Workability Properties
1. Slump Test
2. Flow Test
3. Test Results for Binary Mix
4. Test Results for Ternary Mix
4.8 Mechanical Properties of Concrete
1. Compressive Strength Test
2. Splitting Tensile Test
3. Flexural Strength

4.9 Durability Properties
v
72
72
74
76
77
79
80
82
83
84
85
87
87
88
91
92
93
96
98
99
1. Rapid Chloride Permeability Test (RCPT)
2. Accelerated Electrolytic Corrosion test
3. Sorptivity
4. Chloride Resistance Test
5. Sea Water Attack Test
10. Non Destructive Testing of Concrete
1. UPV Test
2. Test Results for Ternary mix
2. Rebound Hammer Test
2. Test results for Ternary Mix
11. Concluding Remarks
12. Summary of Results
5. DEVELOPMENT OF EMPIRICAL CORRELATIONS AND VALIDATION
1. Overview
2. Empirical Correlations for Binary Mix
108
109
122
131
144
Incorporating
Supplementary Cementitious Materials
3. Empirical Correlations for Ternary Mix Incorporating
Supplementary Cementitious Materials
4. Empirical Correlations Strength Parameter Predation from RH
and UPV for Binary Mix Incorporating Supplementary
Cementitious Materials
5. Empirical Correlations Strength Parameter Prediction from RH
and UPV for Ternary Mix Incorporating Supplementary
Cementitious Materials

6. DEVELOPMENT OF VB PLATFORM
vi
1. Introduction
2. VB Platform
3. Screen Shots of Developed VB Model
152
152
155
7. CONCLUSION AND RECOMMENDATIONS
1. Conclusions
2. Future Scope of Research Work
158
161
REFERENCES
PAPERS PUBLISHED
APPENDIX – I
162
170
171

LIST OF TABLES
Table 3.1 Physical and Chemical Properties of Fly Ash 24
Table 3.2 Physical and Chemical Properties of Rice Husk Ash And Silica
Fume
26
Table 3.3 Physical and Chemical Properties of Alccofine 27
Table 3.4 Physical and Chemical Properties of and Metakoline 27
Table 3.5 Physical and Chemical Properties of Cement 28
Table 3.6 Physical Properties of Fine Aggregates 30
Table 3.7 Gradation Results of Fine Aggregate 31
Table 3.8 Physical Properties of Coarse Aggregates (10 mm) 31
Table 3.9 Gradation Results of Coarse Aggregate (10 mm) 32
Table 3.10 Physical Properties of Coarse Aggregates (20 mm) 32
Table 3.11 Gradation Results of Coarse Aggregate (20 mm) 33
Table 4.1 Chloride Ion Penetrability Based on Charge Passed (ASTM
C1202)
73
Table 4.2 Velocity Criterion for Concrete Quality Grading (IS 13311 Part
1:1992)
88
Table 4.3 Summary of Results Obtained From Experimental Investigation
of Binary Mix
99
of Ternary Mix
102
for Durability Properties
105
Table 5.1 Proposed Correlation Equations for 28 Days Strength of Binary
Mix Incorporating Supplementary Cementitious Materials
120
121
Table 5.3 Proposed Correlation Equations for 28 Days Strength of Ternary
129
130
vii

Mix Incorporating Supplementary Cementitious Materials From
RH & UPV
142
RH & UPV
143
RH & UPV
150
RH & UPV
151
Table 6.1 Input Data Range for Binary Mix for Rice Husk Ash as SCM 152
Table 6.2 Input Data Range for Binary Mix for Fly Ash as SCM 153
Table 6.3 Input Data Range for Binary Mix for Alccofine as SCM 153
Table 6.4 Input Data Range for Binary Mix for Silica Fume as SCM 153
Table 6.5 Input Data Range for Binary Mix for Metakoline as SCM 154
Table 6.6 Input Data Range for Ternary Mix for Alccofine and Fly Ash as
SCM
154
Table 6.7 Input Data Range for Ternary Mix for Silica Fume and Fly Ash
as SCM
154
Table 6.8 Input Data Range for Ternary Mix for Metakoline and Fly Ash as
SCM
155
viii

LIST OF FIGURES
Figure 3.1
Figure 4.1
Figure 4.2
Figure 4.3
Figure 4.4
Figure 4.5
Figure 4.6
Figure 4.7
Figure 4.8
Layout of the Programme of Investigation
Casted Cube, Beam and Cylindrical Samples
Numbers of Samples For Experimental Investigation
General Model of a Process (Montgomery, 2009)
Drum Mixer Used In Experimental Investigation
Curing of Samples In Water Tank
Slump Test In Laboratory
Flow Test In Laboratory
Slump Test Results of Concrete Mix Incorporating Rice Husk
Ash as SCM
Slump Test Results of Concrete Mix Incorporating Fly Ash as
SCM
Slump Test Results of Concrete Mix Incorporating Alccofine as
SCM
Slump Test Results of Concrete Mix Incorporating Silica Fume
as SCM
Slump Test Results of Concrete Mix Incorporating Metakaoline
as SCM
Slump Test Results of Concrete Mix Incorporating Alccofine
and Fly Ash as SCM
Slump Test Results of Concrete Mix Incorporating Silica Fume
and Fly Ash as SCM
Slump Test Results of Concrete Mix Incorporating Metakaoline
and Fly Ash as SCM
Compressive Strength Testing Apparatus In Laboratory
Compressive Strength of Concrete Mix Incorporating Rice Husk
Ash as SCM
Compressive Strength of Concrete Mix Incorporating Fly Ash as
SCM
Compressive Strength of Concrete Mix Incorporating Alccofine
as SCM
34
38
39
40
41
42
43
44
44
Figure 4.9 45
Figure 4.10 45
Figure 4.11 45
Figure 4.12 46
Figure 4.13 47
Figure 4.14 48
Figure 4.15 48
Figure 4.16
Figure 4.17
49
50
Figure 4.18 51
Figure 4.19 51
ix

Figure 4.20
x
Compressive Strength of Concrete Mix Incorporating Silica
Fume as SCM
52
Figure 4.21 Compressive Strength of Concrete Mix Incorporating
Metakaoline as SCM
Compressive Strength of Concrete Mix Incorporating Alccofine
and Fly Ash as SCM
Compressive Strength of Concrete Mix Incorporating Silica
Fume and Fly Ash as SCM
52
Figure 4.22 54
Figure 4.23 54
Figure 4.24 Compressive Strength of Concrete Mix Incorporating
Metakaoline and Fly Ash as SCM
Split Tensile Strength Testing Apparatus In Laboratory
Split Tensile Strength of Concrete Mix Incorporating Rice Husk
Ash as SCM
Split Tensile Strength of Concrete Mix Incorporating Fly Ash as
SCM
Split Tensile Strength of Concrete Mix Incorporating Alccofine
as SCM
Split Tensile Strength of Concrete Mix Incorporating Silica
Fume as SCM
55
Figure 4.25
Figure 4.26
57
58
Figure 4.27 58
Figure 4.28 59
Figure 4.29 60
Figure 4.30 Split Tensile Strength of Concrete Mix Incorporating
Metakaoline as SCM
Split Tensile Strength of Concrete Mix Incorporating Alccofine
and Fly Ash as SCM
Split Tensile Strength of Concrete Mix Incorporating Silica
60
Figure 4.31 62
Figure 4.32 63
Figure 4.33 Split Tensile Strength of Concrete Mix Incorporating
Flexural Test Apparatus In Laboratory
Flexural Strength of Concrete Mix Incorporating Rice Husk Ash
as SCM
Flexural Strength of Concrete Mix Incorporating Fly Ash as
SCM
Flexural Strength of Concrete Mix Incorporating Alccofine as
SCM
64
Figure 4.34
Figure 4.35
65
66
Figure 4.36 66
Figure 4.37 67

Figure 4.38
xi
Flexural Strength of Concrete Mix Incorporating Silica Fume as
SCM
Flexural Strength of Concrete Mix Incorporating Metakaoline as
SCM
Flexural Strength of Concrete Mix Incorporating Alccofine and
Fly Ash as SCM
Flexural Strength of Concrete Mix Incorporating Silica Fume
and Fly Ash as SCM
Flexural Strength of Concrete Mix Incorporating Metakaoline
and Fly Ash as SCM
Rapid Chloride Permeability Test Apparatus
Rapid Chloride Permeability Test Results of Concrete Mix
Incorporating Alccofine and Fly Ash as SCM
Incorporating Silica Fume and Fly Ash as SCM
Incorporating Metakaoline and Fly Ash as SCM
Accelerated Electrolytic Corrosion Test In Laboratory
Accelerated Electrolytic Corrosion Results of Concrete Mix
Incorporating Alccofine and Fly Ash as SCM
Incorporating Silica Fume and Fly Ash as SCM
Incorporating Metakaoline and Fly Ash as SCM
Sorptivity Test Apparatus In Laboratory
Sorptivity Test Results of Concrete Mix Incorporating Alccofine
and Fly Ash as SCM
Sorptivity Test Results of Concrete Mix Incorporating Silica
Sorptivity Test Results of Concrete Mix Incorporating
Chloride Resistance Test In Laboratory
Chloride Resistance Test Results of Concrete Mix Incorporating
Alccofine and Fly Ash as SCM
68
Figure 4.39 68
Figure 4.40 69
Figure 4.41 70
Figure 4.42 71
Figure 4.43
Figure 4.44
73
74
Figure 4.45 75
Figure 4.46 75
Figure 4.47
Figure 4.48
76
77
Figure 4.49 78
Figure 4.50 78
Figure 4.51
Figure 4.52
80
81
Figure 4.53 81
Figure 4.54 82
Figure 4.55
Figure 4.56
82
83

Figure 4.57
xii
Silica Fume and Fly Ash as SCM
Sea Water Attack Test Results of Concrete Mix Incorporating
Ultrasonic Pulse Velocity Tests On Casted Specimens
Ultrasonic Pulse Velocity of Concrete Mix Incorporating Rice
Husk Ash as SCM
Ultrasonic Pulse Velocity of Concrete Mix Incorporating Fly
Ash as SCM
Ultrasonic Pulse Velocity of Concrete Mix Incorporating
Alccofine as SCM
Ultrasonic Pulse Velocity of Concrete Mix Incorporating Silica
Fume as SCM
Metakaoline as SCM
Ultrasonic Pulse Velocity of Concrete Mix Incorporating Silica
Rebound Hammer Testing In Laboratory
Rebound Hammer Test Results of Concrete Mix Incorporating
Rice Husk Ash as SCM
Fly Ash as SCM
Fly Ash as SCM
84
Figure 4.58 84
Figure 4.59 86
Figure 4.60 86
Figure 4.61 87
Figure 4.62
Figure 4.63
88
89
Figure 4.64 89
Figure 4.65 90
Figure 4.66 90
Figure 4.67 90
Figure 4.68 91
Figure 4.69 91
Figure 4.70 92
Figure 4.71
Figure 4.72
93
93
Figure 4.73 94
Figure 4.74 94

Figure 4.75
xiii
Silica Fume as SCM
Metakaoline as SCM
Metakaoline Fly Ash as SCM
Actual and Predicted Values of 28/56 Days Compressive
Strength of Concrete Mix Incorporating Rice Husk Ash as SCM
Strength of Concrete Mix Incorporating Fly Ash as SCM
Strength of Concrete Mix Incorporating Alccofine as SCM
Strength of Concrete Mix Incorporating Silica Fume as SCM
Strength of Concrete Mix Incorporating Metakaoline as SCM
Actual and Predicted Values of 28/56 Days Flexural Strength of
Concrete Mix Incorporating Rice Husk Ash as SCM
Concrete Mix Incorporating Fly Ash as SCM
Concrete Mix Incorporating Alccofine as SCM
Concrete Mix Incorporating Silica Fume as SCM
Concrete Mix Incorporating Metakaoline as SCM
Actual and Predicted Values of 28/56 Days Split Tensile
Strength of Concrete Mix Incorporating Rice Husk Ash as
SCM
Strength of Concrete Mix Incorporating Fly Ash as SCM
95
Figure 4.76 95
Figure 4.77 96
Figure 4.78 96
Figure 4.79 97
Figure 5.1 110
Figure 5.2 110
Figure 5.3 111
Figure 5.4 112
Figure 5.5 112
Figure 5.6 113
Figure 5.7 114
Figure 5.8 114
Figure 5.9 115
Figure 5.10 116
Figure 5.11 116
Figure 5.12 117

Figure 5.13
xiv
Strength of Concrete Mix Incorporating Alccofine Ash as SCM
Strength of Concrete Mix Incorporating Silica Fume as SCM
Strength of Concrete Mix Incorporating Metakaoline as SCM
Strength of Concrete Mix Incorporating as Fly Ash & Alccofine
as SCM
Strength of Concrete Mix Incorporating Fly Ash & Silica Fume
as SCM
Strength of Concrete Mix Incorporating Fly Ash & Metakaoline
as SCM
Concrete Mix Incorporating Fly Ash & Alccofine as SCM
Concrete Mix Incorporating Fly Ash & Silica Fume as SCM
Concrete Mix Incorporating Fly Ash & Metakaoline as SCM
Strength of Concrete Mix Incorporating Fly Ash & Alccofine as
SCM
Strength of Concrete Mix Incorporating Fly Ash & Silica Fume
as SCM
Strength of Concrete Mix Incorporating Fly Ash & Metakaoline
as SCM
Strength (NDT Method) of Concrete Mix Incorporating Rice
Husk Ash as SCM
Strength (NDT Method) of Concrete Mix Incorporating Fly
Ash as SCM
118
Figure 5.14 118
Figure 5.15 119
Figure 5.16 122
Figure 5.17 123
Figure 5.18 124
Figure 5.19 124
Figure 5.20 125
Figure 5.21 126
Figure 5.22 126
Figure 5.23 127
Figure 5.24 128
Figure 5.25 131
Figure 5.26 132

Figure 5.27
xv
Concrete Mix Incorporating
Strength (NDT Method) of
Alccofine as SCM
Actual and Predicted Values
133
Figure 5.28 of 28/56 Days Compressive
Strength (NDT Method) of Concrete Mix Incorporating Silica
Fume as SCM
133
Figure 5.29
Strength (NDT Method) of Concrete Mix Incorporating
Metakaoline as SCM
Actual and Predicted Values of 28/56 Days Flexural Strength
(NDT Method) of Concrete Mix Incorporating Rice Husk Ash
as SCM
(NDT Method) of Concrete Mix Incorporating Fly Ash as SCM
(NDT Method) of Concrete Mix Incorporating Alccofine as
SCM
(NDT Method) of Concrete Mix Incorporating Silica Fume as
SCM
(NDT Method) of Concrete Mix Incorporating Metakaoline as
SCM
Strength (NDT Method) of Concrete Mix Incorporating Rice
Husk Ash as SCM
Ash as SCM
134
Figure 5.30 135
Figure 5.31 135
Figure 5.32 136
Figure 5.33 137
Figure 5.34 137
Figure 5.35 138
Figure 5.36 139
Figure 5.37
Alccofine Ash as SCM
Strength (NDT Method) of Concrete Mix Incorporating Silica
Fume Ash as SCM
139
Figure 5.38 140

Figure 5.39
xvi
Metakaoline as SCM
Strength (NDT Method) of Concrete Mix Incorporating Fly Ash
& Alccofine as SCM
Ash & Silica Fume as SCM
Ash & Metakaoline as SCM
(NDT Method) of Concrete Mix Incorporating Fly Ash &
Alccofine as SCM
Silica Fume as SCM
Metakaoline as SCM
Ash & Alccofine as SCM
Ash & Silica Fume as SCM
Strength (NDT Method) of Concrete Mix Incorporating Fly Ash
& Metakaoline as SCM
141
Figure 5.40 144
Figure 5.41 145
Figure 5.42 146
Figure 5.43 146
Figure 5.44 147
Figure 5.45 148
Figure 5.46 148
Figure 5.47 149
Figure 5.48 150

ABBREVIATIONS
A Alccofine
ACC Accelerated Electrolytic Corrosion Test
ACI American Concrete Institute
ASTM American Standard of Testing Materials
C Cement
FA Fly Ash
f'c Compressive Strength
fcr Flexural Strength
FHWA Federal Highway Administration
fsp Split Tensile Strength
GGBS Ground Granulated Blast Slag
HPC High Performance concrete
IS Indian Standard
M Metakaoline
NDT Non-Destructive Testing
NSC Normal Strength Concrete
OPC Ordinary Portland Cement
RCPT Rapid Chloride Penetration Test
RH Rebound Hammer
RHA Rice Husk Ash
SCM Supplementary Cementitious Materials
SF Silica Fume
UPV Ultrasonic Pulse velocity
VB Visual Basic
W/B ratio Water/ Binder ratio
xvii

Health Analysis of High Performance Concrete by Using Waste Material
1. INTRODUCTION
1. RESEARCH BACKGROUND
1. CONCRETE AND ENVIRONMENT
Concrete is an extraordinary and key structural material in the human history. As written
by Brunauer and Copeland (1964)17
, “Man consumes no material except water in such
tremendous quantities”. It is no doubt that with the development of human civilization,
concrete will continue to be a dominant construction material in the future. However, the
development of modern concrete industry also introduces many environmental problems
such as pollution, waste dumping, emission of dangerous gases, depletion of natural
resources etc.
Presently, Portland cement and supplementary cementitious materials are cheapest binders
which maintain enhance the performance of concrete. However, out of these binders,
production of Portland cement is very energy exhaustive along with CO2 production.
About 1 tonne of CO2 is produced in manufacturing of each tonne of Portland cement
(PC). Thus, cement production accounts for about 5% of total global CO2 emissions
(Tatem, 2003)94
. On the other side of the spectrum, in order to reduce the rate of climate
change, a global resolution to an 8% reduction in greenhouse gas emissions by 2010 was
set in the Kyoto Protocol in 1997. Developed countries are much aware for its need and a
climate change tax was introduced by them. In this connection, UK Government also
introduced same kind of tax on 1st
April 2001, in order to achieve its target of a 12.5%
reduction in greenhouse gas emissions which is the government’s domestic goal of a 20%
reduction in CO2 emissions by 2010. Therefore, it is evident that, in order to keep its
position as a dominant material in the future, the model of concrete industry needs to be
shifted towards “sustainability”.
2. SUSTAINABILITY AND CONCRETE INDUSTRY
Sustainability is defined as “development that meets the needs of the present without
compromising the ability of future generations to meet their own needs” (Brundtland,
1

1987)18
. Therefore, sustainable development is disturbed with protecting the world’s
resources and sharing its benefits for the betterment of generations to come.
In order to fulfill its commitment to the sustainable development of the whole society, the
concrete of tomorrow will not only be more durable, but also should be developed to
satisfy socio-economic needs at the lowest environmental impact. In his prediction for the
21st
century concrete construction, Swamy (1998)92
stated “bearing in mind the technical
advantages of incorporating PFA, slag, SF and other industrial pozzolanic by-products in
concrete, and the fact that concrete with these materials provides the best economic and
technological solution to waste handling and disposal in a way to cause the least harm to
the environment, PFA, slag, SF and similar materials thus need to be recognized not
merely as partial replacements for PC, but as vital and essential constituent of concrete”.
Thus, using various wastes or by-products in concrete is a major contribution of the 21st
century concrete industry to the sustainable development of human society.
By-products from various industries cause a major environmental problem around the
world. In order to encourage waste recycling and prevent waste dumping, a landfill tax has
also been imposed in the developed countries. However, the waste dumping is still a
serious environmental issue throughout the world. Among various by-products generated
by the industries, Fly Ash (FA) and Rice Husk Ash have attracted much attention by
concrete researchers. As stated by Mehta (1998)63
, “the goal of sustainable development of
the cement and concrete industries is, therefore, very important, and it can be reached if
we make a serious effort for complete utilization of cementitious and pozzolanic by-
products produced by thermal power plants and metallurgical industries.”
1.1.3 HIGH PERFORMANCE CONCRETE
It is mistaken to bestow that supplementary cementitious materials were used in the
concrete only because of their availability and just for economic considerations. These
materials present some unique desirable properties which cannot be met by using OPC
only (Neville, 1995a)76
. For producing high performance concrete (HPC), it is well
recognized that the use of supplementary cementitious materials (SCMs), such as Silica
Fume (SF), Alccofine andFly Ash (FA) are necessary. The concept of HPC has definitely
evolved with time. Initially it was equated to high strength concrete (HSC), which
certainly has some merit, but it does not show a complete and true picture. There is a need
2

to consider other properties of the concrete as well which sometimes, may even take
priority over the strength criterion. Various authors proposed different definitions for
HPC. High Performance Concrete is a concrete which made with appropriate materials,
combined according to a selected mix design; properly mixed, transported, placed,
consolidated and cured so that the resulting concrete will give an excellent performance in
the structure in which it is placed, in the environment to which it is exposed and with the
loads to which it will be subjected for its design. Thus, HPC is directly related to durable
concretes.
There are numerous ways to measure the durability of concrete. The resistance to chloride,
water and air penetration is some of the simplest measures to determine the durability of
concrete. The penetration of water, chloride and other aggressive ions into concrete
primarily governs the physical and chemical processes of deterioration (Monteiro, 1993)96
.
The microstructure of concrete mainly controls the physical/chemical phenomena
associated with water movements and the transport of ions in concrete. Thus, HPC may be
defined as the concrete having high resistance to fluid penetration as well as satisfying the
strength requirement.
The mineral materials, when used in HPC, can enhance either or both the physical and
durability properties of concrete. Concretes with these cementitious materials are used
extensively throughout the world. Some of the major users are power, gas, oil and nuclear
industries. The applications of such concretes are increasing with the passage of time due
to their excellent performance, low influence on energy utilisation and environment
friendliness (Mehta, 1999)63
.
In order to compare the strength and durability performance of the HPC concrete, it is
necessary to produce them with the same set of materials and test them under the same
environmental conditions. The type of aggregate, curing and testing conditions and
strength grades were different between different previous studies (Khatri and
Sirivivatnanon, 1995)49
, which made it difficult to generalise the results for any given
application. Nonetheless, in most cases, the effect of using high volumes of SCMs was
found to decrease both the early age and long-term strengths (Mukherjee et al., 1997;
Mehta, 1989)69
. In some cases, SF was added to compensate for the decrease in early
strength (Erdem and Kirca, 2008)28
whilst trying to maintain/enhance the durability
3

characteristics associated with high level replacements of Portland cement with these
materials.
However, a close examination of published data would indicate that the effects of SF
addition on high performance concretes containing large quantities of FA and GGBS are
not consistent. The use of HPC in concrete structures has increased in recent years
(Aitcin, 2004)3
. An increasing interest in the use of HPC in construction industry has made
it necessary to explore all its properties. The durability properties of normal strength
concrete (NSC) has been comprehensively studied for many decades, but these properties
of HPC have not been studied to the same level. Therefore, the influence of SF on HPC
with high volumes of FA and GGBS needs a greater attention.
With this background, a comprehensive experimental investigation was carried out to
consider the effects of both the type and content of different SCMs on the properties HPC.
It was intended that the data from this systematic investigation could contribute to the
development of performance based specifications for both strength and durability.
1.1.4 RESEARCH SIGNIFICANCE
As stated in introduction, one of the main objectives of this research was to produce data
from a systematic investigation so as to contribute to the development of performance-
based specifications for HPCs. Although the latter was not part of this research, it was
considered to be essential to measure both physical properties and durability
characteristics of HPCs containing both binary and ternary blends of Portland cement and
supplementary cementitious materials. The criteria for assessing the quality of hardened
HPCs are dependent on their intended purposes. For instance, a HPC designed for a
sulphate exposure condition needs to be assessed differently from that designed to resist a
marine exposure condition. This means that a general research on HPC with the aim of the
data contributing to the development of performance based specifications should not be
confined to one transport property or durability mechanism. This performance based
specifications will be beneficial for developing countries like India as industries are
switching from oil to coal due to energy crisis. Empirical correlations developed for
estimating the concrete strength parameters can be used for the instant in-situ strength
assessment of HPC, defining project management strategies of construction of building,
development of mix proportion of high performance concrete.Empirical correlations
4

developed for estimating the concrete strength parameters can be used in the defining the
desired/optimum strength requirements with different SCM proportions of the HPC and
for the preliminary cost estimates during pre-construction phase.
5. STUDY CONTRIBUTION
This study helps in identifying Influence of Alccofine , Fly Ash, Rice Husk Ash, Fly Ash
on strength characteristics of HPC. The use of alternative material of Portland cement
leads to reduction of emission gases and impact on production capacity of cement plant.
This study also provides a strategy to reducing the cost of waste disposal and its related
gains. This research work will enhance and accelerates the decision making process in the
pre, during and post construction phases of any infrastructure projects.
6. RESEARCH OBJECTIVE
The primary objective of this research work is to develop common unified in-situ
approach by developing simple and multivariate linear parametric regression models for
estimating the strength parameters of concrete to accelerate the decision process of mix
design and to simplify the Quality assurance assessment of any concrete structure.
Following sub objectives are defined to achieve above main objective of research:
 To determine the effect of mechanical and durability characteristics of HPC by
incorporating supplementary cementitious material.
 To identify the optimum proportion of green materials like Fly Ash, Silica Fume
and Rice Husk Ash and micro materials like Alccofine and Metakaolin in order to
accelerate the mechanical properties of the concrete mix along with cement.
 To develop multi-variate parametric regression models for estimating the flexural
strength with different proportions and combinations of Alccofine , Metakaolin,
Silica Fume, , Rice Husk Ash, Cement, Fly Ash and Water/Binder ratio.
 To develop multi-variate parametric regression models for estimating the split
tensile strength with different proportions and combinations of Alccofine ,
Metakaolin, Silica Fume, Rice Husk Ash, Cement, Fly Ash and Water/Binder
ratio.
5

 To develop multi-variate parametric regression models for estimating the
compressive strength with different proportions and combinations of Alccofine,
Silica Fume, Rice Husk Ash, Cement, Fly Ash and Water/Binder ratio.
 To develop multi-variate parametric regression models for estimating the
mechanical properties of HPC by rebound hammer and ultrasonic pulse velocity
test.
 To validate the developed empirical models by performing the field and laboratory
investigations
1.1.7 SCOPE OF RESEARCH WORK
To accomplish the defined objectives for this research work the following scope of work
was defined:
 Identifying and collecting the samples of appropriate green materials and the micro
materials that are suitable for the concrete mix
 Green materials that were used for the research work are Fly Ash, Silica Fume and
Rice Husk Ash and Micro materials that were used are Alccofine and Metakaolin.
 Detailed laboratory investigations for determination of mechanical properties of
HPC like compressive strength, flexural strength, split tensile strength test and
slump test were performed with different proportions and combinations of green
materials and micro materials.
 Detailed laboratory investigations for determination of durability characteristics of
HPC like sulphate test, chloride test, alkalinity test and Sorptivity test.
 To asses and analyze the laboratory results of mechanical properties obtained at 7,
28 and 56 days.
 Detailed field investigations like Rebound Hammer test and UV test were
performed in order to develop the empirical relationship between laboratory and
In-situ assessment.
 Performing the statistical analysis of results obtained from experimental
investigation.
6

2. LITERATURE REVIEW
To define the objectives and scope in the proposed research area, detailed literature survey
is carried out in terms of both, experimentation and theory pertaining to the proposed area
of research.
2.1 HIGH PERFORMANCE CONCRETE
Concrete has some advantages as main material for construction in comparison to the
other construction materials. It is the most readily available material everywhere and it
possesses excellent resistance to water in comparison to wood and steel. Therefore,
concrete has become a more durable material. In addition, the plastic consistency of fresh
concrete makes it easier to be formed into a variety of shapes and sizes using prefabricated
formwork P. Kumar Mehta(1986)63
.
The rapid development of construction industry has led to an increase in the demand for
tall and long span concrete structures and this demand can be accomplished by high
strength concrete, a type of concrete with compressive strength greater than 6,000 psi (41
MPa). It is due to the fact that high strength concrete can carry loads more efficiently
than normal concrete, reduce the total amount of material needed and reduces overall cost
of the structure.
Prof. Dr. Harald Justnes (2012)34
concrete can never be made sustainable since it is based on
non-renewable mineral resources. However, concrete can be made more sustainable (or less un-
sustainable) by replacing cement with supplementary cementing materials based on industrial
by-products like slag and fly ash. Larger amount of fly ash can be used if loss in early strength
is counteracted by finer grinding or special grinding (mechanical activation) or accelerators.
Muthu,K. U., M. S. Ramaiah (2008)72
Self-Compacting Concrete technology is widely
accepted as a quality product and investigations show that Nan Su’s method is simple to
apply and can be used for producing high strength self-compacting concrete. The
investigation of SCC under fatigue loading is very few. In the near future new concrete
viz. Geopolymer concrete, Basalt fibre concrete, Bacterial concrete, and Nano composites
will find suitable applications in the construction industry. The investigations related to
7

Light weight concrete applications in structural concrete are in progress and a rational
method of mix design of Foam concrete is required. The application high volume Fly ash
technology to the construction of rigid pavements is found to be suitable for sustainable
developments. The above application would help to solve many environmental issues.
Numerous investigations were reported in the study of shear strength of concrete beams. A
data base of about 400 tests indicates a wide scatter between the theoretical and computed
ultimate shear strength of beams. Application of ANN provides a better tool in predicting
the ultimate shear strength of beams. In the recent past, the Arching action on slabs has
been revisited and methods are proposed including the same.
Kulkarni,Vijay(2011)52
the concrete industry scenario in India and the current practice of
specifying concrete. The paper provides a few definitions of performance specifications
and highlights their advantages. The basic elements of performance specifications such as
pre-qualification, sampling, testing methods, development of acceptance criteria and the
bonus-penalty system are briefly described. It is suggested that some pilot projects
demonstrating the benefits of performance specifications may be taken up in India in the
near future.
Patel.,Vatsal,Shah., Niraj(2013)99
effect of Mineral and Chemical Admixtures used to
improve performance of concrete. High Performance Concrete can be prepared to give
optimized performance characteristics for a given loading and exposure conditions along
with the requirements of cost, service life and durability. The success of High Performance
Concrete requires more attention on proper Mix Design, Production, Placing and Curing
of Concrete. For each of these operations controlling parameters should be achieved by
concrete producer for an environment that a structure has to face.
Desai S N and Patil H S. (2011)22
“Geolite Based Spent Catalyst” (GBSC) of size 30μm to
50 μm which is finer than cement gives very smooth finishing surface and due to its
fineness requirement of surface area and water is very high. Achieving higher strength at
lower W/B ratio, super plasticizer is must. Initial strength of cement with GBSC is lower
but after 90 days it gives the same strength whatever the strength given by normal
concrete. Optimum design mix is obtained by replacing 35% cement with GBSC,
W/B=0.5 and admixture = 1%. In this mix design cost reduces by 14.166% and strength
reduces by 7.639% which is negligible. So, this type of mix design is cost saving. The
8

main benefit of this petroleum industry waste (GBSC) and FES dust in making concrete is
to save environment from hazardous material and to minimize the pollution.
Mccarthy M J, Dhir R K, Newlands M D and Singh S P (2011)61
it is noted that some of
the low ECO2 concretes require longer times to attain the early strength necessary for
structural applications. The results indicate that at equal design strength, there was little or
no difference in measured carbonation depth of concrete with difference cement types.
Work examining some of the recycle material, refer to above indicates that providing this
concrete are proportional for equivalent strength to conventional concrete, similar
performance can be achieved. The result indicates that with reducing cement contains
minor enhancement in abbreviation resistance were noted, which appears to a reflect the
increase aggregate contents associated with cement reduction.
Mishra A, Babu Narayan K S, Yaragal S C and Desai S N (2011)65
the possibilities of use
of some of the industrial waste products in concrete such as Marble powder from marble
cutting units, jerosite from zinc extraction units, geolite based spent catalyst from
petroleum industry, iron ore tailing from iron ore companies etc. For every water-cement
ratio the compressive strength at 20 % replacement level is lesser than the control mix
concrete and concrete containing 10% marble powder. While preparing trial concrete mix
with part replacement of cement by industrial waste it was observed that the water
requirement increased due to very fine particles of waste.The penetration resistance is
found to increase as the percentage of marble powder increases in the concrete mixes for
all the water cement ratios tested.
Bhattacharjee B, Mishra A and Rai H S (2011)16
an investigation on slump retention was
also carried out and overall possibilities of using metakaolin as an alternative Pozzolana as
against Silica Fume was demonstrated. The result indicate that with addition Fly Ash,
super plasticizer dosage reduce by up to 1.5% although there is a reduction in 28 days
cube compressive strength 10 to 15%. Specifying durability performance is a grey area of
concrete technology as the understanding of phenomena involve in deterioration of
concrete is steel poor.
9

2.2 UTILIZATION OF FLY ASH IN HPC
The worldwide production of coal combustion products is estimated to be about 1300
million tonnes per year by the cement and concrete industry. To achieve a sustainable
development of the concrete industry, the rate of the use of pozzolanic and cementitious
by-products will have to be accelerated (Malhotra & Mehta (2002))56
. Reusing
greater amounts of FA in concrete mixtures and replacing higher quantities of cement will
certainly help to reduce a major problem of environmental impact. Incorporating high
volumes of FA in concrete is one of the possible ways for making green concrete.
Design requirements related to mechanical characteristics will be perfectly fulfilled
and with this type of concrete it will be possible to build more durable structures while
contributing significantly to the construction sustainability.
The following characteristics are typical for HVFAC: a minimum of 50 to 60% Fly Ash by
mass of cementitious materials; low water content, generally less than 130 kg/m3
of
concrete; cement content not more than 200 kg/m3
of concrete, but generally about 150
kg/m3
; low water/cementitious ratio, generally less than 0.35.
P. Kumar Mehta.(2003)63
took Class F Fly Ash, OPC Cement replacement is 15 to 60 %
by Fly ash and W/B ratio is 0.30 to 0.40. At the age of 28 days 25-30 % replacement
achieved good compressive strength, thermal cracking & salt resistant. Use more than
50% FA for sustainable development.
Roongta., Dewangan & Dr. Usha (2004)88
, IS 1489:1969 for PPC was introduced in
India the addition of Fly Ash was limited from 10–25% only & now in IS 1489:1991 the
limit of Fly Ash addition in PPC is 15–35%. This research and development work was
carried out in Quality Control Department of Cement Manufacturing Company Limited
Meghalaya India in the laboratory scale, to know the impact of higher addition of Fly Ash
beyond BIS limit (up to 50%), with respect to clinker quality, fineness and Indian
Specification IS 1489:1991 for Portland Pozzolana Cement. At 0% ,40%,42%,
45%,47%,50% replacement of Fly ash, they found compressive strength (28 days)
69,58,58,52,52,48 MPa respectively.
Donald Burden (2006)24
take PPC cement replacement 0%, 30%, 40% and 50% by Fly ash
and water/binder ratio 0.35, 0.4 & 0.50. At 28 days, fly ash at replacement levels of 30%,
10

40% and 50% has slightly lower compressive strength, higher permeability, and higher
carbonation rates respectively then concrete containing no Fly Ash. Increasing w/c ratio
decreases compressive strength, increases permeability and increases carbonation rates.
S. Gopalakrishnan (2006)32
, M30 grade concrete was cast using Fly Ash at 50% cement
replacement level. A slump of about 100 mm was to be achieved for the workability. The
strength values were almost similar at the age of 28 days and HVFAC exhibited higher
strength at later ages. The flexural strength was found to be higher for HVFAC. HVFAC
showed very low chloride permeability and low water absorption and reduced water
permeability compared to that of OPC based concrete. The abrasion resistance of HVFAC
was found to be marginally better compared to OPC based concrete.
Yijin., Shiqiong., Jian and Yingli (2008)102
the Fly Ashes collected by electro-static
precipitators and airflow classing technology. Due to their spherical shape and smooth
surface features, the Fly Ash demonstrated improved water reduction effect with increased
fineness. The incorporation of ultra-fine C Fly Ash may increase the setting time of
cement paste. The water demand ratio of UFA decrease with the increasing of fineness.
The water reducing rate of 30% ultra-fine C Fly Ash reach 10%, ultra-fine C Fly Ash is a
kind of good mineral water reducer. Ultra-fine C Fly Ash has significantly increased the
slump and reduced the slump loss of concrete.
Md.JahirAlam (2009)62
,The waste from the Power Plant is extensively used in concrete as
a partial replacement for cement and an admixture and is used as a suitable conventional
material for road constructions. From the test results, it is observed that 5-10%
Barapukeria Fly Ash was successfully blended with ordinary portland cement without
sacrificing strength and durability characteristics. It was observed that the geotechnical
properties of Fly Ash are suitable for the use of conventional material in building and road
constructions. The analysis of the samples at specific curing period indicates steeper
profiles against chloride salt concentration increase.
Vanita Agarwal (2008)98
it is found that the proportions of Fly Ash in Concrete can vary
from 30% - 80% for various grades of concrete. It is observed that the later age strength of
concretes having more than 40% replacement of cement by Fly Ash suffers adversely
though water/ binder ratio is gradually reduced. For concretes with less than 40%
replacement of cement, the characteristic strength at 28 days is on higher side. Whereas,
11

for concrete with 40% replacement of cement, the 28 days Compressive strength is at par
with that of plain concrete.
Saravanakumar. P., and Dhinakaran. G. (2010)90
effect of NaCl concentration on
compressive strength of concrete for lower grade of M20 was found to be higher and to an
extent of 25% at the age of 28 days. It was also found that there was a declining trend
when grade of concrete increases to 25 and 30. The rate of increase of chloride penetration
in concrete with NaCl, went unto 63, 42 and 80% for M20, M25 and M30 grade concrete
with respect to control concrete. It was evident from the results of accelerated electrolytic
corrosion test that, increase in grade of concrete from M20 to M25 decreases slightly the
corrosion rate and further increase in grade to M30 resulting increase in corrosion for
higher values of NaCl concentration.
Gandage Abhijeet S., Kalantri Abhijeet and Dixit Bhoosan (2010)30
Class C type of Fly
Ash is used to produce High Performance Concrete. Lime is reacting during curing
process, the early strength gain within 3-7 days is less compared to normal concrete but at
the end of 28 days the compressive strength is more than the target strength. Replacement
of Fly Ash up to 20% - 25% gives optimal strength. The 70% - 80% compressive strength
gained within seven days. Replacing Fly Ash with cement gives holistic solution and
sustainable manner for concrete without any additional cost.
BalaMurugan S., Mohan Ganesh G. and Santhi A.S (2010) 12
, compressive strength was
going to reduced gradually with increasing Fly Ash up to 0% to 60%. Class C and Class F
type Fly Ash have same compressive strength after 7 days. The compressive strength for
accelerating curing was higher than to warm water curing. The Class C type Fly Ash gain
more strength with replacement of 40% compare to class F type Fly Ash while class F
type Fly Ash gain more strength compare to class C type Fly Ash with replacement of
60% Fly Ash. The replacement of 40% Fly Ash for Class C and Class F gives good
strength with later ages and it was economic compared to other.
Pofale A.D. and DeoS.V. (2010)81
, the compressive strength and flexure strength of
concrete mixes was increased with replacement of sand by Fly Ash was 34% and 24%
respectively. The strength was going to increased by replacing sand with Fly Ash.
Workability of concrete using Fly Ash was higher than to control concrete and density was
decreased by replacing sand with Fly Ash. Cost Decreases by replacing sand with Fly Ash.
12

Ranka Ajay I., and Mehta Prakash V. (2010)85
the new water soluble silane
nanotechnology shows the promise to address the perpetual problem of creating a
permanent breathable 1-2 mm deep cementitious membrane to prevent water ingress. The
durability of controlling chemical deterioration extend by water. The water soluble silanes
to water proof can be applied to basements, elevator pits, underground sumps, water
containing bodies, sunken, utility area, stone, etc. surfaces from water.
2.3 UTILIZATION OF METAKAOLINE IN CONCRETE
Dr.Vaishali. And G.Ghorpade (2011)97
various metakaolin based HPC mixes were
attained by absolute volume method. Tested for compressive strength & Chloride ion
permeability test as per ASTM C 1202 has been conducted on various HPC mixes to
measure the permeability values of HPC produced with metakaolin. The experimental
results indicate that metakaolin has the ability to considerably reduce the permeability of
high performance concrete. The various details about the chloride ion permeability test
have been presented in this paper.
V. Matejka, P. Matejkova, P. Kovar, J. Vlcek, J. Prikryl, P.Cervenka, Z. Lacny and
J.Kukutschova (2012)59
, the raw kaoline (sample K) consists of kaolinite as a main phase
and also consists of quartz and mica which represent the typical admixtures of
kaoline.After the calcination at 6000
C the basal diffraction peak of kaolinite disappears,
what is typical feature of the dehydroxylation of the kaolinite structure and confirms the
metakaolinite formation.It is evident, that the values of compressive strength measured for
the mortars containing 5 to 10% of Metakaoline composites are higher in comparison to
the values measured for the sample mortars.
Mahdi Valipour, FarhadPargar, Mohammad Shekarchi and Sara Khani (2012)55
Pozzolans
primarily affect the pore structure refinement of concrete, which leads to higher strength
and lower permeability. Because Zeolite is more cost effective, accessible, and natural
(environmentally friendly), it seems that it could be a good substitute for Silica Fume and
Metakaoline. The results of compressive strength test show that the optimal replacement
level is 7.5–10% for silica fume, 10–15% for Metakaoline and approximately 10% for
Zeolite. Sorptivity decreases as their replacement percentage of Metakaoline increases.
Zeolite shows resistivity lower than that of SF and equal to that of Metakaoline, while SF
13

has the highest electrical resistivity. The gas permeability of all concrete specimens
containing pozzolans decreased in comparison with that of the control concrete.
Muhammad Burhan Sharif (2011)67
the compressive strength of concrete is related both
with Metakaoline-binder ratio and water-binder ratio. The maximum strength is obtained
at 15% replacement level for all water-binder ratios. For all water-binder ratios studied the
Metakaoline-binder ratio of 20% showed the best resistance to carbonation for concrete
made with binder content of 300 kg/m3
and the Metakaoline binder ratio of 15%gave the
maximum resistance to carbonation for concretes prepared with binder content 400 kg/m3
.
R. Madandoust, J. Sobhani, and P. Ashoori (2013)54
a different behaviour could be seen
for M20 as a mixture with 20% of Metakaoline replaced with Portland cement. In this
mixture, Water Penetration Depth increased about 30% by curing period from 28 days to
90 days. The generous effects on the durability might be attributed to the pozzolanic
reactions developed in the concrete mixtures incorporated Metakaolin or zeolite as
supplementary cementitious materials.
Alaa M. Rashad (2013)4
partially replacing 10% MK with FA in alkali activation system
gives lower porosity and higher impact strength. Other researchers believed that the
inclusion of 33.3% FA in MK based geopolymer gives the highest compressive strength,
but depends on the mole ratio and curing condition.
Beulah M., and Prahallada M. C. (2012)14
the test results indicate that use of replacement
cement by Metakalion in HPC has improved performance of concrete up to 10%.
Patil.B. B, and P. D. Kumbhar (2012)79
, the compressive strength of concrete increases
with increase in HRM content up to 7.5%. Thereafter there is slight decline in strength for
10%, 12% and 15% due excess amount of HRM which reduces the w/b ratio and delay
pozzolanic activity. The higher strength in case of 7.5% addition is due to sufficient
amount of HRM available to react with calcium hydroxide which accelerates hydration of
cement and forms C-S-H gel. The 7.5% addition of high reactivity Metakaolin in cement
is the optimum percentage enhancing the compressive strength at 28 days by 7.73% when
compared with the control mix specimen. The 7.5% addition of high reactivity Metakaolin
in cement is enhanced the resistance to chloride attack. The compressive strength of
concrete incorporated with 7.5% HRM is reduced only by 3.85% as compared with the
reduction of strength of control mix specimen is by 4.88%. The 7.5% addition of high
14

reactivity Metakaolin in cement is also enhanced the resistance to sulfate attack. The
compressive strength of concrete incorporated with 7.5% HRM is reduced only by 6.01%
as compared with the reduction of strength of control mix specimen by 9.29%.
Khatib,.J.M. (2007)48
the optimum replacement level of cement with MK is about 15%.
Linear relationship exists between V and Ed for air cured and water cured specimens. A
systematic increase in MK content of up to at least 20% leads to a decrease in shrinkage
and an increase in expansion after 56 days of curing. Correlation between the various
properties is also conducted. At a low water to binder ratio of 0.3, the optimum
replacement level to give maximum strength enhancement is 15% MK. This optimum
level is lower than that obtained at a higher water to binder ratio of 0.45. A systematic
increase in MK content of up to at least 20% (as partial PC replacement) in concrete leads
to a decrease in shrinkage and an increase in expansion after 56 days of curing.
2.4 UTILIZATION OF RICE HUSK ASH IN CONCRETE
In India, rice production has increased during these years, becoming the most important
crop. Rice Husks are residue produced in significant quantities. While in some regions,
they are utilized as a fuel in the rice paddy milling process, in our county they are treated
as waste, causing pollution of environment and disposal problems. Due to increasing
environmental concern, and the need to preserve energy and resources, efforts have been
made to burn the husks under controlled conditions and to utilize the resultant ash as a
building material. In addition, rice husks are able to be an ideal fuel for electricity
generation (Bui, 2001).
Ismail and Waliuddin 1996, Zhang and Malhotra (1996)56
, Mahmud et al. (2004)30
the
published literature shows that the hardened properties of concrete are improved in the
presence of RHA. For example, RHA provided significant improvements in compressive
and tensile strengths, ultrasonic pulse velocity, and transport properties of high strength
and high performance concretes.
The use of Rice Husk Ash (RHA) in concrete was patented in the year 1924. Up to 1978,
all the researches were concentrated to utilize ash derived from uncontrolled combustion.
Mehta published several papers dealing with Rice Husk Ash utilization during this period.
15

He established that burning rice husk under controlled temperature– time conditions
produces ash containing silica in amorphous form (Gastaldini et. al., 2007)31
Depending on produce method, the utilization of Rice Husk Ash as a pozzolanic material
in cement and concrete provides several advantages, such as improved strength and
durability properties. Rodrý´guez de Sensale (2006)87
reported that mortars and concrete
containing RHA have compressive strength values inferior or superior to that of OPC
concrete. (Karim. M, 2012)47
mortars and concrete containing RHA improve durability of
concrete at various ages. Generally, there are two types of RHA in concrete. The type of
RHA which is suitable for pozzolanic activity is amorphous rather than crystalline.
Therefore, substantial researches have been carried out to produce amorphous silica. The
results have shown that RHA quality depends on temperature and burning time.
Apparently, for an incinerator temperature up to 700°C, the silica is in amorphous form
and silica crystals grew with time of incineration. The combustion environment also
affects specific surface area, so that time, temperature and environment also must be
considered in the processing of rice husks to produce ash of maximum reactivity.
2.5 UTILIZATION OF SILICA FUMES IN HPC
Silica Fume (SF) is an extremely reactive pozzolanic material. It is a by-product obtained
from the manufacture of silicon or ferrosilicon. It is extracted from the flue gases from
electric arc furnaces. SF particles are very fine with particle sizes about hundred times
smaller than those of average size of OPC particles. It is a densified powder or is in the
form of water slurry. The standard specifications of Silica Fume are defined in ASTM -
1240. It is commonly used at a replacement level of 5% to 12% by mass of total
cementitious materials. It can be used successfully for the structures where high strength is
needed or significantly reduced permeability to water is the major concern. Extraordinary
procedures are required to be adopted for handling, placing and curing concrete with these
very fine SF particles.
Memona.,Radin & Zainc (2002)64
is suggested compressive strength at the age of 28 days,
0 %, 30% & 70% replacement achieved 54 Mpa ,63 Mpa& 64 Mpa. Concrete mixes (30%
and 70%) exhibited better performance than the NPC concrete in seawater exposed to tidal
zone. The pore size distribution of both high-strength concrete (MSS-0 and MSS-40) was
16

significantly finerat the age of 6 months were reduced about three times compared to NPC
concrete.
A.K. Mullick (2007)71
Proposedternary blends of OPC with 10 % Silica Fume and 45%
granulated slag gives 69.5 MPa strength at 28 days. A mixture of 32.5% OPC, 60.5% slag
and 7% Silica Fume was found to result in compressive strength of 50 MPa at 48 hours,
when cured at 38o
C. Addition of 22.5 kg Silica Fume to 300 kg cement + 350 kg Fly Ash
mixes of self-compacting concrete (SCC) resulted in high early strength (21 MPa at 3 days
and 45 MPa at 28 days) along with increase in cohesiveness.
Muhamad Ismeik (2009)68
found that maximum compressive strength at 28-day obtained
as 60 MPa at 15% SF replacement level with w/cm ratio of 0.30, and the minimum 35
MPa obtained at 5% SF replacement level at a w/cm ratio of 0.40. Dr. Mattur, Gopinatha,
& Shridhar. (2009)60
silica fume based ternary blends, with VMA, improved the flow
properties, as required for SCC and achieved target strength at 56days.
Pathik.,Rao., and Dordi. (2011)78
In combination with 10% Silica Fume, the different
resistance against chloride penetration of the various types of cement was distinctly
reduced. Amudhavalli.N.K., and Jeena Mathew (2012)5
When compared to other mix the
loss in weight and compressive strength percentage was found to be reduced by 2.23 and
7.69 when the cement was replaced by 10% of Silica Fume. The normal consistency
increases about 40%, when Silica Fume percentage increases from 0% to 20%. The
optimum 7 and 28-day compressive strength and flexural strength have been obtained in
the range of 10-15% Silica Fume replacement level. Mahdi Valipour, Farhad Pargar,
Mohammad Shekarchi and Sara Khani (2012)55
the 24 h of water absorption is highly
dependent on the amount of capillary pores and plays a more important role in water
permeation, causing the specimens containing SF and Metakaoline to permeate less water.
For all concretes containing pozzolans, the amount of chloride at a depth of 20 mm was
lower than that of recorded in the control mixture. The results of compressive strength test
show that the optimal replacement level is 7.5–10% for Silica Fume, 10–15% for
Metakaoline and approximately 10% for Zeolite. Sorptivity decreases as their replacement
percentage of Metakaoline increases.
Kiachehr Behfarnia and Omid Farshadfar (2013)50
Change in compressive strength, mass
and dimensions of concrete specimens were measured after 6 and 9 months immersion in
17

5% and 10% Magnesium Sulfate solutions, optimum replacement percentage of
pozzolanic binders, regarding compressive strength, were 15% Silica Fume in Silica Fume
SCC, 15% Metakaoline in Metakaoline SCC and also 10% Zeolite in Zeolite SCC. The
ultra-high strength concrete (UHSC) was excellent with compared to SF and UFS. It may
attributed to the average particle size of UFS which is smaller than Silica Flume and
cement leading to the formation of dense matrix and interface bonding property of
hardened concretes. Slump retention for UHSC was good compared to SF and UFS P.
Dinakar (2010)43
.
S. Bhanja and B. Sengupta (2004)15
, Suggested Silica Fume incorporation in concrete
results in significant improvements in the tensile strengths of concrete, along with the
compressive strengths. Increase in split tensile strength beyond 15% Silica Fume
replacement is almost insignificant, whereas sizeable gains in flexural tensile strength
have occurred even up to 25% replacements.
Yunsheng Xu, D.D.L. Chung (2000)103
, Two methods of silane introduction, namely
silane in the form of a coating on Silica Fume particles and silane in the form of an
admixture, were found to enhance the workability of Silica Fume mortar similarly and
increase the tensile and compressive strengths of Silica Fume cement paste similarly.
JiYajun, Jong Herman Cahyadi (2003)45
, The Silica Fume agglomeration has been found
in blended pastes, which cannot be broken down by normal mixing. The compressive
strength of blended cement paste is not significantly increased up to 28 days due to this
agglomeration. Pore structure is not sufficiently refined by silica fume replacement.
M.C.G. Juenger, C.P. Ostertag (2004)46
, Large particles of Silica Fume may either
decrease or increase expansion due to alkali–silica reaction in mortar. Under the
accelerated testing conditions, agglomerated Silica Fume decreased expansion when used
as a 5% replacement of reactive sand. When the same sand was replaced by 5% of sintered
Silica Fume aggregates, expansion considerably increased.
Andrew J. Maas, Jason H. Ideker, Maria C.G. Juenger (2007)6
, It appears that when Silica
Fume is alkali silica reactive, there is a pessimism effect with expansion related to the
percentage of Silica Fume used; smaller amounts of Silica Fume result in higher
expansions than larger amounts. All Silica Fume agglomerates appear to react with pore
solution under scanning electron microscopy.
18

Raharjo. D, Subakti. A, Tavio (2013)83
, The formula of SCC compressive strength at 28
of concrete age can be drawn SCC Compressive Strength at 28 days = 40.848 + 3.100395
Cement - 0.587366 Water - 2.69854 Sand - 3.19724 Stone Crush + 0.544276 Silica Fume
+ -1.93886 Fly Ash + 0.830342 Iron Slag + 1.724703 Viscocrete (kg).
El-Hadj Kadri and Roger Duval (2009)26
, A 10% substitution of Portland cement by Silica
Fume gave a greater cumulative hydration heat and greater compressive strength than the
reference concrete at all stages. On the contrary when the silica fume content increases up
to 30%, the dilution effect reduces these improvements.
Kulkari.,Vijay R., Pathak.,S.R (2013)51
, Addition of both silica fume and fly ash resulted
in reducing the chloride ion permeability of concrete from “moderate” (2000-4000
coulombs) to “low” (1000-2000 coulomb) level in accordance with ASTM C 1202. The
percentage reduction in chloride ion permeability from 28 days to 90 days was found to be
highest in case of mixes containing OPC and Fly Ash. Such reduction was however
marginal in the case of mixes containing OPC and Silica Fume.
2.6 UTILIZATION OF ALCCOFINE IN HPC
ALCCOFINE 1203 is a specially processed product based on slag of high glass
content with high reactivity obtained through the process of controlled granulation.
Due to its unique chemistry and ultra-fine particle size, ALCCOFINE1203 provides
reduced water demand for a given workability, even up to 70% replacement level
as per requirement of concrete performance. ALCCOFINE 1203 can also be used as a
high range water reducer to improve compressive strength or as a super workability aid to
improve flow. Alccofine1203 is known to produce a high-strength concrete and is used in
two different ways: as a cement replacement, in order to reduce the cement content
(usually for economic reasons); and as an additive to improve concrete properties (in both
fresh and hardened states). Therefore, utilization of Alccofine1203 together with Fly Ash
provides an interesting alternative and can be termed as high strength and high
performance concrete (www.alccofine.com).
Pathik Ajay., Rao., A.N.Vyasa., Pai B V B., Dordi Cyrus. (2010)78
, Replacing 10%
cement by Alccofine improves workability, workability retention and permits additional
19

strength gains. Alccofine strength gains are at both early and later ages. This makes it a
'preferred material' for use in high performance concrete.
Sheng, Wan& Chen (2008)91
, For HPC with GGFBS at w/b of 0.30, compressive strength
reaches highest value at optimum replacement of 15%. Cahit And Okan (2008)20
Concrete
containing 40% slag with 450 kg/m3
cement exhibits greater strength (83.8 Mpa) than that
of control normal PCC Concrete.
Venu Malagavelli And P. N. Rao (2010)100
, The percentage increase of compressive
strength of concrete is 11.06 and 17.6% at the age of 7 and 28 days by replacing 50% of
cement with GGBS and 25% of sand with ROBO sand The percentage of increase in the
compressive strength are 19.64 and 8.03% at the age of 7 and 28 days and the percentage
of increase in the split tensile strength is 1.83% at the age of 28 days, by replacing 30% of
sand with ROBO sand with 1.5% admixture. Oner A., & S. Akyuz (2007)77
The optimum
level of GGBS content for maximizing strength is at about 55–59% of the total binder
content.
Pazhani.K., Jeyaraj.R (2010)80
,The water absorption for 30% replacement of cement with
GGBS decreases by 4.58%. Also, the water absorption for 100% replacement of fine
aggregate with copper slag decreases by 33.59%. The chloride ion penetrability for 30%
replacement of cement with GGBS decreases by 29.90%. Also, the 100% replacement of
fine aggregate with copper slag decreases by 77.32%. The pH value for 30% replacement
of cement with GGBS decreases by 0.39%. Also, for 100% replacement of fine aggregate
with copper slag decreases by 3.04%.
Chanakya Arya (2012)21
, GGBS concrete is expected to show a higher surface
concentration than OPC concrete due to its greater binding capacity. The Silica Fume
concrete also has a smaller effective porosity than the OPC concrete. Replacing 50% of
OPC with GGBS slightly increases weight sorptivity yet effective porosity is smaller than
for OPC concrete. K. SuvarnaLatha, M V SeshagiriRao, Srinivasa Reddy. V (2012)93
the
grain size of GGBS is less than ordinary portland cement, its strength at early ages is less
but continues to gain strength over a long period.
Maiti.S.C. and Agarwal Raj K (2009)58
Good quality concrete containing 55% GGBS has
been successfully used to build concrete dam and combat alkali-silica reaction in concrete.
Mulick,A.M. (2007)70
Ternary blends of OPC with Silica Fume and Fly Ash or granulated
20

slag are particularly useful to render greater durability to concrete. Limited Indian
experience with such triple blends is discussed.
Mishra A, Babu Narayan K S, Yaragal S C, Desai S N (2011)16
It has been demonstrated
that low calcium FA based geo polymer concrete have excellent compressive strength,
suffer very little drying shrinkage and low creep, have excellent sulphate resistance and
good acid resistance. It can be seen that very high compressive strength have been
achieved for GPC mixes, with wet gunny bags curing.
2.7 MIX DESIGN OF HIGH PERFORMANCE CONCRETE
Nataraja. M. C., Das Lelin (2010)75
, The mix design as per IS 10262:200935
is in line
with ACI 211.1. The code permits the use of supplementary materials such as chemical
and mineral admixtures. Provisions of IS 456:200037
are applicable for durability
requirements with all types of exposure. The flowing concrete for RMC applications can
be designed. The code illustrates this with an M40 concrete with and without Fly Ash. A
typical mix design (first mix) for commonly used M20 grade is illustrated in the paper
based on the properties of the ingredients using the new BIS and ACI methods. The fine
aggregate content in ACI method is higher compared to new BIS method. Coarse
aggregate is substantially more with BIS method. Thus, ACI mix will lead to higher
workability. Presumably, it would also contribute to increased strength as the voids are
filled by fine aggregate.
Basu, P. C., Saraswati, S. (2006)13
, Existing IS codes are suitable for characterisation of
concrete ingredients for HVFAC. Major observations on IS 3812 (Part - I and II): 2003
specifications for characterisation of Fly Ash are, (a) the standard specifies suitable
requirements for characterisation of Fly Ash. Requirement mentioned about average
fineness is not necessary and may be deleted. (b) Most important requirement for
characterisation of Fly Ash is to restrain the LOI to 5 percent. (ii) IS codes impose
limitation of 35 percent on the maximum usage of Fly Ash in portland pozzolana cement
but there exists no limitation on the quantity of Fly Ash in concrete mix, if it is mixed
separately in site batching. (iii) HVFAC should be produced in mechanised batching plant
or RMC plant under necessary quality control. Target strength for developing HVFAC or
any concrete mix produced by mechanised mixer need not be fixed at characteristic
strength plus 1.65 times standard deviation. A conservative estimate of target strength is
21

1.2 times the characteristic strength for mix not leaner than grade M30. (iv) Neither IS
code nor codes of any other country provides guidelines on mixing method of HVFAC.
Published work on this subject suggests mixing method has influence on the performance
of HVFAC and other types of concrete mixes.
Maiti., S. C., Agarwal., Raj K.,Kumar. (2006)57
the mineral admixtures, like flyash and
ggbs contribute to the strength development process at 28-days, similar to that of OPC in
concrete. This reinforces the observations made by an independent approach using
generalized Abram's Law for multi component cementing materials. The relationships can
thus be used for selecting water-cementitious materials ratio for the target 28-day
compressive strength of concrete containing Fly Ash or GGBS and a superplasticiser.
These relationships however cannot be used for very high-strength concrete that is, for
concrete having 28-day compressive strength above 80 MPa, using silica fume and a PC-
based superplasticiser. The trial mix approach is best for selecting mix proportions for
such high strength concrete.
2.8 CONCLUDING REMARKS
Ultra High Performance Concrete (UHPC) is one of the latest developments in
concrete technology. HPC refers to materials with a cement matrix and a
characteristic compressive strength in excess of 41 MPa, possibly attaining 75 MPa. The
hardened concrete matrix of High Performance Concrete (HPC) shows extraordinary
strength and durability properties. These features are the result of using very low
amounts of water, high amounts of cement, fine aggregates and micro fine
powders. These materials are characterized by a dense microstructure. The sufficient
workability is obtained by using superplastisizers. Supplementary cementitious materials
like Alccofine, Silica Fume, Metakaoline, Fly Ash, Rice Husk Ash are essential
ingredients of HPC. These material comprises of extremely fine particles and not only
fills up the space between the cement grains, but also reacts with the cement which
increasing the bond between cement matrix and aggregate particles. As a result of its
superior performance, HPC has found application in the storage of nuclear waste,
bridges, roofs, piers, long span girders, shell and seismic-resistant structures.
22

3. MATERIALS AND METHODOLOGY
1. INTRODUCTION
This chapter reviews the constituent materials, properties and deterioration mechanisms of
structural concrete. This was done in order to firstly identify the most significant
properties of structural concrete which should be investigated in this research work before
establishing the limits within which supplementary cementitious materials (SCMs) can be
used as a cement replacement material in structural concrete. The second reason was to
achieve a good understanding of the factors which affect various properties of concrete, so
that the experimental programme can be designed to investigate the comparative influence
of SCMs on properties of concrete.
A comprehensive review of the structural concrete is beyond the scope of this thesis.
Detailed information can be readily found from the literature (Neville, 1995a; Monteiro,
1993; BS 8110: Part 1, 1997; The Institution of Structural Engineers and The Concrete
Society, 1987)76, 96, 19
.
2. MATERIALS
Concrete can be defined as a stone like material that has a cementitious medium within
which aggregates are embedded. In hydraulic cement concrete, the binder is composed of
a mixture of hydraulic cement and water (ACI Committee 116)2
. Concrete has an oven-dry
density greater than 2000 kg/m3
but not exceeding 2600 kg/m3
(BS EN 206-1:2000)27
. The
materials used for concrete will be briefly reviewed in the following sections.
1. BINDER
The function of the binder in concrete is to chemically bind all the constituent materials to
form a stone like material. The commonly used binders in concrete are cement, Fly Ash
(FA), Silica Fume (SF), Metakaoline, Alccofine and Rice Husk Ash (RHA).
23

3.2.1.1 FLY ASH (FA)
Fly Ash (FA) class F, known also as pulverized- fuel ash, is the by-product obtained by
electrostatic and mechanical means from flue gases of power station furnaces fired with
pulverized coal. The similarity of FA to natural pozzolans of volcanic origin has
encouraged the use of FA in conjunction with Portland cement in making the concrete.
FA is complicated in its chemical and phase compositions. It consists of heterogeneous
combinations of glassy and crystalline phases. However, wide ranges exist in the amounts
of the three principal constituents- SiO2 (25 to 60%), Al2O3 (10 to 30%), and Fe2O3 (5 to
25%). FA can be categorised into two classes, i.e. Class F and Class C, according to
ASTM C 618-99 (1999)7
. If the sum of these three ingredients is 70% or greater, the FA is
categorised as Class F. However, as Class C, FA generally contain significant percentages
of calcium compounds reported as CaO, the sum of the three constituents just mentioned
is required only to be greater than 50%. The Fly Ash used in this research work was
collected from Wanakbori Thermal Power Station, Kheda, and Gujarat. Physical and
Chemical properties of Fly Ash is presented in table 3.1.
Table 3.1 Physical and Chemical Properties of Fly Ash
Sr
No
Test
Results
Obtained
Required as per IS
3812:Part 1 : 2003
1
SiO2 +Al2O3 + Fe2O3 percent by mass,
minimum
95 70
2 SiO2 percent by mass, minimum 64 35
3 MgO percent by mass maximum 2 5
4
Total sulphur as sulphur trioxide (SO3),
percent by mass, maximum
1.6 2.75
5
Loss on Ignition(LOI), percent by mass,
maximum
1 12
6 Specific gravity 2.24 --
7
Fineness – specific surface area in m2
/kg,
minimum
380 320
8
Lime reactivity, average compressive
strength in N/mm2
, minimum
5.2 4
24
It is generally accepted that, in the pozzolanic reaction of FA, the Ca(OH)2 produced
during cement hydration reacts with the silicate and aluminate phases of FA to produce

calcium silicate and aluminate hydrates (Lea, 1970)53
. Its pozzolanic activity is attributed
to the presence of SiO2 and Al2O3 in amorphous form (Wesche, 1991)101
.
2. SILICA FUME (SF)
Silica Fume (SF) is an extremely reactive pozzolanic material. It is a by-product obtained
from the manufacture of silicon or ferro-silicon. It is extracted from the flue gases from
electric arc furnaces. SF particles are very fine with particle sizes about hundred times
smaller than those of average size of OPC particles. It is a densified powder or is in the
form of water slurry. The standard specifications of Silica Fume are defined in ASTM
1240. It is commonly used at a replacement level of 5% to 12%by mass of total
cementitious materials. It can be used successfully for the structures where high strength is
needed or significantly reduced permeability to water is the major concern. Silica fume
used in this study was taken from BASF Inc. Extraordinary procedures are required to be
adopted for handling, placing and curing concrete with these very fine SF particles.
Physical and Chemical properties of Silica Fume is presented in table 3.2.
3. RICE HUSK ASH (RHA)
Amorphous (non-crystalline) RHA was used as a supplementary cementing material
(SCM). It was available in very fine powder form with a grey color.RHA was tested for
relative density, Blaine specific surface area, accelerated pozzolanic activity, particle size
distribution, and chemical composition. The accelerated pozzolanic activity was
determined according to the procedure used for Silica Fume. The hydrometer method, as
mentioned in ASTM D 422 (2004)11
was applied for the particle size analysis of RHA.
The borate fusion whole rock analysis by XRF spectrometry was used to determine the
oxide composition and loss on ignition of RHA. The rice husk ash used in this study was
obtained from rice processing mill, Bavla. Physical and Chemical properties of Rice Husk
Ash is presented in table 3.2.
In addition, the RHA was tested for the sulfur, carbon and chloride contents. The LECO
C/S Analyser was used to determine the total sulfur and carbon contents of RHA by
combustion. The chloride content was obtained by the pressed powder XRF analysis.
25

Table 3.2 Physical and Chemical Properties of Rice Husk Ash and Silica Fume
Rice Husk Ash
Parameter Unit Results Obtained
SiO2 % 80.2
Al2O3 % 0.14
Fe2O3 % 0.1
Reactive Slice % 18.1
MgO % 0.23
SO3 % 0.26
Na2O % 0.37
Cl2 % 0.17
Loss of Ing. % 4.7
CaO % 0.55
Phosphorous (P2O5) % 0.35
Potassium (K2O) % 1.3
PH % 8.9
Silica Fume
SiO2 % 86.7
Loss of Ing. % 2.5
Moisture % 0.7
Pozz. Activity Index % 129
Sp. Surface Area m2
/gm 22
26
4. ALCCOFINE (A)
Alccofine is a new generation, ultrafine, low calcium silicate product, manufactured in
India. It has distinct characteristics to enhance 'performance of concrete' in fresh and
hardened stages. Alccofine performs in superior manner than all other mineral admixtures
used in concrete within India. Due to its inbuilt CaO content, Alccofine triggers two way
reactions during hydration
 Primary reaction of cement hydration.
 Pozzolanic reaction: ALCCOFINE also consumes by product calcium
hydroxide from the hydration of cement to form additional C-S-H gel

This results in denser pore structure and ultimately higher strength gain. The Alccofine
used in this study was obtained from Abuja cement outlet. Physical and Chemical
properties of Alccofine is presented in table 3.3.
Table 3.3 Physical and Chemical Properties of Alccofine
Fineness
(cm2
/gm)
Specific
Gravity
Bulk
Density
(Kg/m3
)
Particle Size Distribution
D10 D50 D90
>12000 2.9 700-900 1.5 micron 5 micron 9 micron
Chemical Properties
CaO SO3 SiO2 Al2O3 Fe2O3 MgO
61-64% 2-2.4 % 21-23 % 5-5.6 % 3.8-4.4 % 0.8-1.4 %
27
3.2.1.5 METAKAOLINE (M)
Metakaoline is a highly reactive pozzolanic classified as ultra-fine with an average
diameter around 1-2 microns. The presence of Metakaoline has a huge effect on the
hydration of cement. When Portland cement alone hydrates, typically 20-30% of the
resulting paste mass is CH. However, when Metakaoline is added, it reacts rapidly with
these newly forming CH compounds to produce supplementary calcium silicate hydrate.
The pozzolanic reaction of Metakaoline is considered to be very effective and similar than
Silica Fume. Thus, the partial replacement of cement by Metakaoline will increase the
performance of concrete either in early or at long term ages. The Metkaoline used in
this study was retrieved from 20 Micron (An Industry located in Kutch Region of Gujarat).
The optimum cement replacement content is less than 20%. Some authors indicate 5% and
for Portuguese Metakaoline report the value 15%.
Table 3.4 Physical and Chemical Properties of Metakaoline
Chemical Properties
Percentage By Mass
Metakaoline (M)
Silicon dioxide, SiO2 51.6
Aluminium oxide, Al2O3 41.3
Ferric oxide, Fe2O3 0.64
Calcium oxide CaO 0.52
Magnesium oxide MgO 0.16
Loss on ignition 0.72
Specific surface area (m2
/kg) 2200 – 2500

3.2.1.6 ORDINARY PORTLAND CEMENT (OPC)
The basic raw material is clinker, which is made from the limestone. Three grades of
cement are generally available in market – 53, 43 & 33 grades. The requirements of
properties of all these cements are given in the following Indian standards. IS: 12269 -
1987 (53 grade)40
, IS: 8112-1989 (43 grade)44
, IS: 269-1989 (33 grade)42
. In this
Dissertation Work, the Ambuja Cement 53 Grade is selected. The technical properties are
as follows (Table 3.5):
Table 3.5 Physical and Chemical Properties of Cement
Property
Average Value for OPC Used
in Present Investigation
Standard Value for
OPC
Specific gravity 3.15 -
Consistency (%) 31% -
Initial setting time (min) 42 > 30
Final setting time (min) 450 <600
Soundness (mm) 1.1 <10
Compressive Strength (N/mm2
)
3-days 29 >27
7-days 40 >37
28-days 57 >53
Chemical Properties
Silicon dioxide, SiO2 20.1
Aluminium oxide, Al2O3 4.51
Ferric oxide, Fe2O3 2.5
Calcium oxide CaO 61.3
Magnesium Oxide MgO 1
Loss on ignition 2.41
Specific surface area (m2
/kg) 200-300
28
3.2.2AGGREGATES
Concrete is made of aggregates which are bound with cement paste which is a product
from cement hydration, a reaction between cement and water. Some admixtures can be
used to meet the requirements of concrete properties e.g. to increase workability, to retard
time set, to achieve high compressive strength, and to increase its durability
(Ramachandran, 1995)84
.

The aggregate for concrete consists of coarse aggregate and fine aggregate. The fine
aggregate has a grading of size between 150 µm to 4.75 mm whereas coarse aggregate has
larger size than fine aggregate, up to the size of 63 mm (ASTM C33-03, 2003)10
.
To produce high strength concrete, it is very important to select the materials. In
this study, the aggregate used is coarse aggregate which has maximum size of 10
mm. This use is based on the result investigated in previous research which showed that
the use of small coarse aggregate leads to the increase of concrete strength in
comparison to the larger aggregate as smaller aggregate is stronger than the larger
ones. In addition, the low strength of concrete using larger aggregate is caused by the
bigger size of aggregate make the transition zone becomes larger and more vary (Aïtcin
P.C, 1988, Aïtcin, 2004)3
.
In addition to the aggregate size, since the cement matrix becomes a granular
skeleton of the aggregate, the lower the distance between two adjacent coarse aggregate
particles, the higher the matrix strength. Aggregates may be natural, man-made.
Recycled from material previously used in construction can be used as aggregates. As at
least three-quarters of the volume of concrete is occupied by aggregates, they impart
considerable influence on strength, dimensional stability, and durability of concrete. They
also play a major role in determining the cost and workability of concrete mixtures.
Aggregate properties greatly influence the behaviour of concrete, since they occupy about
80% of the total volume of concrete. The aggregate are classified as
I. Fine aggregate and II. Coarse aggregate
Fine aggregate are material passing through an IS sieve that is less than 4.75mm
gauge beyond which they are known as coarse aggregate. Coarse aggregate form the
main matrix of the concrete, whereas fine aggregate form the filler matrix between
the coarse aggregate. The most important function of the fine aggregate is to provide
workability and uniformity in the mixture. The fine aggregate also helps the cement paste
to hold the coarse aggregate particle in suspension.
According to IS 383:197043
the fine aggregate is being classified in to four
different zone, that is Zone-I, Zone-II, Zone-III, Zone-IV. Also in case of coarse aggregate
maximum 20 mm coarse aggregate is suitable for concrete work. But where there is no
29

restriction 40 mm or large size may be permitted. In case of close reinforcement 10 mm
size also used.
They contribute to both the weight and stiffness of concrete. Generally, coarse aggregates
are derived from rock. Their properties depend on the mineralogical composition of rock,
the environmental exposure to which the rock has been subjected, and the method of
crushing employed to get the different sizes. In India, crushed rock is used as coarse
aggregate.
River sand is preferred for fine aggregate of late the lack of availability of river sand has
led to the use of artificial sands, especially in southern states.
The general size of coarse aggregate is 10mm and 20mm. The important parameters of
coarse aggregate that influence the performance of concrete are its shape, texture and the
maximum size. Since the aggregate is generally stronger than the paste, its strength is not a
major factor for normal strength concrete, or for HES and VES concretes. However, the
aggregate strength becomes important in the case of high performance concrete. Physical
properties of aggregates used in this study are presented in table 3.6 to 3.11.
Table 3.6 Physical Properties of Fine Aggregates
Sr. No. Type of Test
Test Method
Standard
Results
Obtained
Specifications
As Per IS-383
A Particle Size and Shape IS-2386-P-1
1 Material Finer than 75-Micron (%) 1.6 Max.-3%
B
Deleterious Materials and Organic
Impurities (%)
IS-2386-P-2
1 Clay Lumps -- Max.-1%
2 Soft Particles -- --
3 Light Weight Peces (Coal and Lignite) -- Max.-1%
4 Clay, Fine Silt, & Fine Dust -- --
5 Organic Impurities -- --
C Specific Gravity IS-2386-P-3 2.6
D Water Absorption (%) IS-2386-P-3 0.08
E Bulk Density (gm/cc) IS-2386-P-3 --
F Soundness (5 Cycles) IS-2386-P-5 --
1 By Sodium Sulphate (%) -- Max.-10%
2 By Magnesium Sulphate (%) -- Max.-15%
30

thesis.pptx

Recommandé

Recommandé

Contenu connexe

Similaire à thesis.pptx

Similaire à thesis.pptx (20)

Dernier

Dernier (20)

thesis.pptx