Neeraj file thesis final

A STUDY ON MECHANICAL PROPERTIES AND FRACTURE
BEHAVIOR OF CHOPPED FIBER REINFORCED
SELF-COMPACTING CONCRETE
NEERAJ KUMAR
Department of Civil Engineering
Baddi University, Baddi
Baddi-173205, Himachal Pradesh, India

BADDI – 173205, HIMACHAL PRADESH, INDIA
January 2022
B
A THESIS SUBMITTED IN PARTIAL FULFILMENT
OF THE REQUIREMENTS FOR THE DEGREE OF
Master of Technology
In
Structural Engineering
By
NEERAJ KUMAR
(Roll No. 19PCE103)
DEPARTMENT OF CIVIL ENGINEERING
BADDI UNIVERSITY, BADDI

C
A THESIS SUBMITTED IN PARTIAL FULFILMENT
OF THE REQUIREMENTS FOR THE DEGREE OF
Master of Technology
In
Structural Engineering
By
NEERAJ KUMAR
Under the guidance of
Er. Panshul Jamwal
DEPARTMENT OF CIVIL ENGINEERING
BADDI UNIVERSITY, BADDI
BADDI – 173205, HIMACHAL PRADESH, INDIA
January 2022

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Department of Civil Engineering
Baddi University, Baddi
Baddi – 173205, Himachal Pradesh, India
CERTIFICATE
This is to certify that the thesis entitled, “A STUDY ON MECHANICAL
PROPERTIES AND FRACTURE BEHAVIOR OF CHOPPED FIBER
REINFORCED SELF-COMPACTING CONCRETE” submitted by
NEERAJ KUMAR bearing Roll No. 19PCE103 in partial fulfillment of the
requirements for the award of Master of Technology Degree in Civil Engineering
with specialization in “Structural Engineering” during 2019-21 session at Baddi
University, Baddi is an authentic work carried out by him under our supervision
and guidance.
To the best of our knowledge, the matter embodied in the thesis has not been
submitted to any other University/Institute for the award of any Degree or
Diploma.
Er. Panshul Jamwal
Date:
Place:Baddi

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ABSTRACT
The growth of Self Compacting Concrete is revolutionary landmark in the history of construction
industry resulting in predominant usage of SCC worldwide nowadays. It has many advantages
over normal concrete in terms of enhancement in productivity, reduction in labor and overall
cost, excellent finished product with excellent mechanical response and durability. Incorporation
of fibers further enhances its properties specially related to post crack behavior of SCC. Hence
the aim of the present work is to make a comparative study of mechanical properties of self-
consolidating concrete, reinforced with different types of fibers. The variables involve in the
study are type and different percentage of fibers. The basic properties of fresh SCC and
mechanical properties, toughness, fracture energy and sorptivity were studied. Microstructure
study of various mixes is done through scanning electron microscope to study the hydrated
structure and bond development between fiber and mix.
The fibers used in the study are 12 mm long chopped glass fiber, carbon fiber and basalt fiber.
The volume fraction of fiber taken are 0.0%,0.1%,0.15%,0.2%,0.25% ,0.3%. The project
comprised of two stages. First stage consisted of development of SCC mix design of M30 grade
and in the second stage, different fibers like Glass, basalt and carbon Fibers are added to the SCC
mixes and their fresh and hardened properties were determined and compared.
The study showed remarkable improvements in all properties of self-compacting concrete by
adding fibers of different types and volume fractions. Carbon FRSCC exhibited best
performance followed by basalt FRSCC and glass FRSCC in hardened state whereas poorest in
fresh state owing to its high-water absorption. Glass FRSCC exhibited best performance in fresh
state. The present study concludes that in terms of overall performances, optimum dosage and
cost Basalt Fiber is the best option in improving overall quality of self-compacting concrete.

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ACKNOWLEDGEMENT
The satisfaction and euphoria on the successful completion of any task would be
incomplete without the mention of the people who made it possible whose constant guidance and
encouragement crowned out effort with success.
I would like to express my heartfelt gratitude to my esteemed supervisor, Er. Panshul
Jamwal for his technical guidance, valuable suggestions, and encouragement throughout the
experimental and theoretical study and in preparing this thesis.
I express my honest thankfulness to honorable Er. Rohit Sharma, Assistant Professor and
HOD, Dept. of Civil Engineering, Baddi University, Baddi for stimulating me for the best with
essential facilities in the department.
I am grateful to the Dept. of Civil Engineering, Baddi University, for giving me the
opportunity to execute this project, which is an integral part of the curriculum in M.Tech
program at the Baddi University, Baddi.
Many special thanks to my dearest friends for their generous contribution towards
enriching the quality of the work and in elevating the shape of this thesis. I would also express
my obligations to Er. Shalini Thakur, Research associate of Department of Civil Engineering,
Baddi University, Baddi and academic staffs of this department for their extended cooperation.
This acknowledgement would not be complete without expressing my sincere gratitude to
my parents for their love, patience, encouragement, and understanding which are the source of
my motivation and inspiration throughout my work. Finally, I would like to dedicate my
workand this thesis to my parents.
NEERAJ KUMAR

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TABLE OF CONTENT
Page No.
Certificate i
Abstract ii
Acknowledgments iii
Table of Contents iv
List of tables viii
List of figures ix
Acronyms and Abbreviations xii
Notations xiii
CHAPTER 1 Introduction 1-7
1.0 Self-Compacting Concrete 1
1.1 Fiber Reinforced Self-Compacting Concrete 2
1.1.1 Alkali Resistance Glass Fibers 3
1.1.2 Basalt Fibers 4
1.1.3 Carbon Fibers 4
1.2 Fracture Energy Behavior 5
1.3 Objective and Scope of Present Investigation 6
1.4 Methodology 7
CHAPTER 2 Literature Review 8-14
2.0 Brief review 8
2.1 Super plasticizer 8
2.2 Development of Self Compacting Concrete 10

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2.3 Fiber Reinforced Self-Compacting Concrete 14
CHAPTER-3 Experimental Investigation on Self-Compacting Concrete 15-29
3.0 General 15
3.1 Materials 15
3.1.1 Cement 15
3.1.2 Coarse Aggregate 16
3.1.3 Fine Aggregate 16
3.1.4 Silica Fume 16
3.1.5 Admixture 16
3.1.6 Water 16
3.1.7 Glass Fiber 16
3.1.8 Basalt Fiber 16
3.1.9 Carbon Fiber 16
3.2 Mix Design Of SCC And Testing Of Its Fresh And Hardened Properties 17
3.2.1 Mixing Of Ingredients 18
3.2.2 Methods to determine the fresh properties of SCC 18
3.2.2.1 Slump Flow Test And T50 Test 19
3.2.2.2 V-Funnel Test 20
3.2.2.3 L-Box Test 21
3.2.3 Casting of Specimens 22
3.2.4 Curing Of SCC Specimens 22
3.2.5 Testing Of Hardened SCC 23
3.2.5.1 Compression Test 23

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3.2.5.2 Split Tension Test 23
3.2.5.3 Flexural Strength 24
3.3 Preparation Fiber Reinforced Self-Compacting Concrete 25
3.3.1 Addition Of Fibers To SCC Mixes 25
3.4 Ultrasonic Pulse Velocity Test 26
3.5 Studies On Fracture Behavior Of SCC And FRSCC Mixes 26
3.6 Studies On Load-Deflection Behavior Of SCC And FRSCC Mixes 27
3.7 Studies On SEM Analysis Of FRSCC Mixes 28
3.8 Studies On Sorptivity Test Of FRSCC Mixes 28
CHAPTER-4 Results & Discussion of the Experimental Investigations on FRSCC 30-60
4.0 GENERAL 30
4.1 Preparation Of SCC And FRSCC And Studies On Fresh
And Hardened Properties 30
4.1.1 Water/cement Ratio of Self-Compacting Concrete 30
4.1.2 Mix Proportions and Fiber Content 30
4.2 Results and Discussion 32
4.2.1 Properties in Fresh state 33
4.2.1.1 Slump Flow 34
4.2.1.2 T50 Flow 34
4.2.1.3 L-Box 35
4.2.1.4 V-Funnel & T5 flow 35
4.3 Hardened Properties 36
4.3.1 Compressive Strength 41

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4.3.1.1 7-Days Compressive Strength 41
4.3.1.2 28-Days Compressive Strength 41
4.3.2 Split Tensile Strength 41
4.3.3 Flexural Strength 42
4.4 Ultrasonic Pulse Velocity 42
4.5 Loads-Displacement Behavior And Toughness Index 46
4.6 Load-CMOD Behavior 50
4.6.1 Fracture Behavior of Glass Fiber Reinforced SCC (GFC) 52
4.6.2 Fracture Behavior of Basalt Fiber Reinforced SCC (BFC) 55
4.6.3 Fracture Behavior of carbon Fiber Reinforced SCC (CFC) 57
4.7 Microstructure Behavior 57
4.8 Sorptivity 59
Chapter- 5 Conclusion 61
References 64
List of codes 68

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LIST OF TABLES
Reference Title of the Table Page No.
3.1.1 Mechanical Properties of Fibers 16
3.2.1 Adopted Mix Proportions of SCC 17
4.1.1 Mix Proportions of SCC and FRSCC Description 30
4.2.1 Results of the Fresh Properties of Mixes 31
4.3.1 Hardened Concrete Properties of SCC and FRSCC 35
4.4.1 Ultrasonic Pulse Velocity Results 42
4.5.1 Load - Displacement Result 47
4.6.1 Load-CMOD result for GFC 49
4.6.2 Load-CMOD result for BFC 52
4.6.3 Load-CMOD result for CFC 54
4.8.1 Capillary Water Absorption Test Results 58

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LIST OF FIGURES
Reference Title of the Table Page No.
3.1.1 (A) Glass Fiber (B) Carbon Fiber (C) Basalt Fiber 16
3.2.1 Concrete Mixture Machine & Preparation of SCC Mix 17
3.2.3.1 Slump Flow Apparatus & Testing 18
3.2.3.2 V-Funnel Apparatus & Schematic Diagram 19
3.2.3.3 L-Box Apparatus & Schematic Diagram 20
3.2.4 Casting Of Specimens 21
3.2.5 Curing Tank 22
3.2.6.1 Compression Test Set-Up 22
3.2.6.2 Split tensile Test Set-Up 22
3.2.6.3 Flexure Test Set-Up 23
3.3.1 Addition of Fiber to the SCC Mix 24
3.4.1 UPV Test Set-up 25
3.5.1 Schematic Diagram of Notched Prism Specimen 26
3.5.2 Loading Arrangement for Fracture Test 26
3.6 Loading Arrangement for Load-Displacement Test 26
3.7 Scanning Electron Microscope 27
3.8 Set-Up of Sorptivity 28
4.2.1 (A),(B),(C),(D),(E) Variation of Fresh properties with FRSCC Mix 33
4.2.2 Variation of Fresh Properties of FRSCC Mixes with Different
Percentage of Fiber Mix 34
4.3.1 Variation of 7-Days Compressive Strength for Different SCC Mixes 36

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4.3.2 Comparison of Different Percentages of Fiber Mixes with
7 days Compressive Strength 36
4.3.3 Variation of 28days Compressive Strength for Different SCC Mixes 37
28 days Compressive Strength 37
4.3.5 Variation of Split Tensile Strength for Different SCC Mixes At 28days 38
28 days Split Tensile Strength 38
4.3.7 Variation of Flexural Strength for Different SCC Mixes At 28days 39
4.3.8 Flexural Strength-Effectiveness of FRSCC at 28-Days 39
4.4.1 Comparison between 7days Avg. UPV vs. Fiber percentage vs. Compressive
Strength of (A) Basalt (B) Glass (C) Carbon 43
4.4.2 Comparison between 28 days Avg. UPV vs. Fiber percentage vs. Compressive
Strength of (A) Basalt (B) Glass (C) Carbon 43
4.4.3 Correlation Curves between Avg. UPV values & 7-days Compressive Strength 44
4.4.4 Correlation between Avg. UPV & 28-days Compressive Strength 44
4.5.1 Crack Pattern of PSC 45
4.5.2 Crack Pattern of BFC 46
4.5.3 Crack Pattern of GFC 46
4.5.4 Crack Pattern of CFC 46
4.5.5 Load-Displacement Curve for BFC 47
4.5.6 Load-Displacement Curve for GFC 48
4.5.7 Load-Displacement Curve for CFC 48

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4.6.1 Crack Pattern of PSC 50
4.6.2 Crack Pattern of GFC-1 50
4.6.3 Crack Pattern of GFC-1.5 50
4.6.4 Crack Pattern of GFC-2.5 50
4.6.5 Crack Pattern of GFC-3 51
4.6.6 LOAD-CMOD Curve for GFC 51
4.6.7 Crack Pattern of BFC-1 52
4.6.8 Crack Pattern of BFC-1.5 52
4.6.10 Crack Pattern of BFC-2.5 53
4.6.12 LOAD-CMOD Curve for BFC 53
4.6.13 Crack Pattern of CFC-1 54
4.6.14 Crack Pattern of CFC-1.5 55
4.6.15 Crack Pattern of CFC-2 55
4.6.16 LOAD-CMOD Curve for CFC 55
4.7.1 SEM photographs for (A) 7-Days & (B) 28 days concrete & basalt fiber matrix 56
4.7.2 SEM photographs for (A) 7-Days & (B) 28 days concrete & glass fiber matrix 57
4.7.3 SEM photographs for (A) 7-Days & (B) 28 days concrete & carbon fiber matrix 57
4.8.1 Capillary Water Absorption at Different Time Interval 59

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ABBREVIATIONS
ACI American Concrete Institute
BRE Building Research Establishment
BIS Bureau Of Indian Standard
BFC Basalt Fiber Reinforced Self Compacting Concrete
CA Coarse Aggregate
CFC Carbon Fiber Reinforced Self Compacting Concrete
CTM Compression Testing Machine
ECC Engineered Cementitious Composite
EFNARC The European federation of national association representing for concrete
FRC Fiber Reinforced Concrete
FRSCC Fiber Reinforced Self Compacting Concrete
FA Fine Aggregate
GFC Glass Fiber Reinforced Self Compacting Concrete
PF Packing Factor
PSC Plain Self Compacting Concrete
RCC Reinforced Cement Concrete
RMC Ready Mixed Concrete
RS Result Satisfactory
RNS Result Not Satisfactory
SCC Self Compacting Concrete
SP Super Plasticizer
VMA Viscosity Modifying Agent

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NOTATIONS
bwc by weight of cement
c/c center to center
E modulus of elasticity
F stress
fck characteristic compressive strength
gm/m2
grams per squre meter
kN kilo newton
kg/m2
kilogram per cubic meter
L length
MPa mega pascal
m meter
m3
cubic meter
mm millimeter
w/c water to cement ratio

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CHAPTER 1
INTRODUCTION
1.0 Self-Compacting Concrete
Self-compacting concrete was originally developed in Japan and Europe. It is a concrete that is
able to flow and fill every part of the corner of the formwork, even in the presence of dense
reinforcement, purely by means of own weight and without the need of for any vibration or other
type of compaction.
The growth of Self Compacting Concrete by Prof. H.Okamura in 1986 has caused a significant
impact on the construction industry by overcoming some of the difficulties related to freshly
prepared concrete. The SCC in fresh form reports numerous difficulties related to the skill of
workers, density of reinforcement, type and configuration of a structural section, pump-ability,
segregation resistance and, mostly compaction. The Self Consolidating Concrete, which is rich in
fines content, is shown to be more lasting. First, it started in Japan; numbers of research were
listed on the global development of SCC and its micro-social system and strength aspects.
Though, the Bureau of Indian Standards (BIS) has not taken out a standard mix method while
number of construction systems and researchers carried out widespread research to find proper
mix design trials and self-compact ability testing approaches. The work of Self Compacting
Concrete is like to that of conventional concrete, comprising, binder, fine aggregate and coarse
aggregates, water, fines and admixtures. To adjust the rheological properties of SCC from
conventional concrete which is a remarkable difference, SCC should have more fines content,
super plasticizers with viscosity modifying agents to some extent.
As compared to conventional concrete the benefits of SCC comprising more strength like non
SCC, may be higher due to better compaction, similar tensile strength like non SCC, modulus of

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elasticity may be slightly lower because of higher paste, slightly higher creep due to paste,
shrinkage as normal concrete, better bond strength, fire resistance similar as non SCC, durability
better for better surface concrete.
Addition of more fines content and high water reducing admixtures make SCC more sensitive
with reduced toughness and it designed and designated by concrete society that is why the use of
SCC in a considerable way in making of pre-cast products, bridges, wall panels etc. also in some
countries.
However, various investigations are carried out to explore various characteristics and structural
applications of SCC. SCC has established to be effective material, so there is a need to guide on
the normalization of self-consolidating characteristics and its behavior to apply on different
structural construction, and its usage in all perilous and inaccessible project zones for superior
quality control.
1.1 Fiber Reinforced Self-Compacting Concrete
There is an innovative change in the Concrete technology in the recent past with the accessibility
of various grades of cements and mineral admixtures. However, there is a remarkable
development, some complications quiet remained. These problems can be considered as
drawbacks for this cementitious material, when it is compared to materials like steel. Concrete,
which is a „quasi-fragile material‟, having negligible tensile strength.
Several studies have shown that fiber reinforced composites are more efficient than other types
of composites. The main purpose of the fiber is to control cracking and to increase the fracture
toughness of the brittle matrix through bridging action during both micro and macro cracking of
the matrix. Debonding, sliding and pulling-out of the fibers are the local mechanisms that control

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the bridging actions. In the beginning of macro cracking, bridging action of fibers prevents and
controls the opening and growth of cracks. This mechanism increases the demand of energy for
the crack to propagate. The linear elastic behavior of the matrix is not affected significantly for
low volumetric fiber fractions.
At initial stage and the hardened state, Inclusion of fibers improves the properties of this special
concrete. Considering it, researchers have focused on studied the strength and durability aspects
of fiber reinforced SCC which are:
1. Glass fibers
2. Carbon fibers
3. Basalt fibers
4. Polypropylene fibers etc.
Fibers used in this investigation are of glass, basalt & carbon, a brief report of these fibers is
given below.
1.1.1 Alkali Resistance Glass Fibers
Glass fibers are formed in a process in which molten glass is drawn in the form of filaments.
Generally, 204 filaments are drawn simultaneously and cooled, once solidify they are together on
a drum into a strand containing of the 204 filaments. The filaments are treated with a sizing
which shields the filaments against weather and abrasion effects, prior to winding.
Different types of glass fibers like C-glass, E-glass, S-glass AR-glass etc. are manufactured
having different properties and specific applications. Fibers used for structural reinforcement
generally fall into E-glass, AR-glass and S-glass owing to alkali resistant. By far the E-glass is
most used and least expensive. Glass fibers come in two forms (1) Continuous fibers (2)

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Discontinuous or chopped fibers Principal advantages are low cost, high strength, easy and safe
handling, and rapid and uniform dispersion facilitating homogeneous mixes which in term
produce durable concrete. Limitations are poor abrasion resistance causing reduced usable
strength, Poor adhesion to specific polymer matrix materials, and Poor adhesion in humid
environments.
1.1.2 Basalt Fibers
Basalt Fibers are made by melting the quarried basalt rock at about 14000
C and extrude through
small nozzles to create continuous filaments of basalt fibers. Basalt fibers have alike chemical
composition as glass fiber but have better-quality strength characteristics. It is extremely
resistant to alkaline, acidic and salt attack making it a decent candidate for concrete, bridge and
shoreline structures. Compared to carbon and aramid fiber it has wider applications like in higher
oxidation resistance, higher temperature range (-2690
C to +6500
C), higher shear and compressive
strength etc. Basalt fibers are ascertained to be very efficient in conventional and SCC concrete
mixes for improving their properties.
1.1.3 Carbon Fibers
Carbon fibers have low density, high thermal conductivity, good chemical stability and
exceptional abrasion resistance, and can be used to decrease or reduce cracking and shrinkage.
These fibers increase some structural properties like tensile and flexural strengths, flexural
toughness and impact resistance. Carbon fibers also help to improve freeze-thaw durability and
dry shrinkage. The adding of carbon fibers decreases the electrical resistance.

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1.2 Fracture Energy Behavior
The ductility can be measured by fracture behavior of FRSCC and to determine fracture energy.
The general idea of this type of test is to measure the amount of energy which is absorbed when
the specimen is broken into two halves. This energy is divided by the fracture area (projected on
a plane perpendicular to the tensile stress direction). The resulting value is assumed to be the
specific fracture energy GF. From the plot we will conclude that more the area occupied by load-
displacement curve more is the fracture energy.
In detail, this thesis is divided into five chapters. Though the current chapter deals with
introduction & methodology of fiber reinforced self-compacting concrete (FRSCC), the 2nd
chapter describes the literature review studied for these investigations on FRSCC. The 3rd
chapter touches the experimental work already done on different kinds of FRSCC is taken up in
these investigations. In the 4th
chapter, the results of the experiments presented & discussion on
results are discussed. In the last chapter, all the findings of the foregoing chapters are summed
up.
1.3 Objective and Methodology
The objective of present research is to mix design of SCC of grade M30 and to investigate the
effect of inclusion of chopped basalt fiber, glass fiber & carbon fiber on fresh properties and
hardened properties of SCC. Fresh properties comprise flow ability, passing ability, and viscosity
related segregation resistance. Hardened properties to be studied are compressive strength,
splitting tensile strength, flexural strength, modulus of elasticity, Ultrasonic pulse velocity and
fracture energy. Fiber-reinforced self-compacting concrete uses the flow ability of concrete in
fresh state to improve fiber orientation. With different types of fibers added to it.

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In the present work the mechanical properties of a self- compacting concrete with chopped Basalt,
glass & Carbon fiber of length 12mm, added in various proportions (i.e., 0%, 0.1%, 0.15%, 0.2%,
0.25%, 0.3%) will be studied in fresh and hardened state. With the help of scanning electron
microscope (SEM) the microstructure of fibered concrete was also studied.
The fracture energy behavior is one parameter that is very useful in calculating the specific
fracture energy, GF, is by means of a uniaxial tensile test, where the complete stress-deformation
curve is measured.
The present studies are designed at making standard grade (M30) fiber reinforced SCC with
glass fibers, basalt fibers & carbon fibers and study their mechanical & structural behavior.
1.4 Methodology
• Mix Design of self-compacting concrete of M30 grade.
• Mixing of SCC and determination of its fresh properties in terms of flowability, passing
ability and segregation resistance by using Slump flow ,V-funnel and L-box apparatus .
• Casting of standard specimens to determine compressive, tensile, flexural strengths and
fracture energy.
• Mixing of SCC impregnated with different fibers in different dosages and determination
of their fresh properties in terms of flow-ability, passing ability and segregation
resistance by using Slump flow, V-funnel and L-box apparatus.
• Casting of standard specimens to determine compressive, tensile, flexural strengths and
fracture energy incorporating glass fiber, basalt fiber and carbon fiber of different volume
fraction ranging from 0.1% to 0.3%.

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• Testing of standard specimens for strength determination after 7days and 28 days.
• Sorptivity test for determination of absorption capacity of SCC cubes reinforced with
different fibers after 28 days.
• Study of micro structures by SEM of SCC reinforced with different fibers at different
ages.

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CHAPTER-2
LITERATURE REVIEW
2.0 BRIEF RIVIEW
Fiber reinforced SCC are currently being studied and applied around the world for the increasing
of tensile and flexural strength of structural concrete members. The literature review has been
split up into three parts, namely super plasticizers, preparation of SCC, Fiber-Reinforced SCC as
given under.
2.1 SUPER PLASTICIZERS
2.1.1 M Ouchi, et al. (1997)1 the authors have specified the influence of Super Plasticizers on
the flow-ability and viscosity of Self Consolidating Concrete. From the experimental
investigation author suggested an overview the effect of super plasticizer on the fresh properties
of concrete. Author found his studies were very convenient for estimating the amount of the
Super Plasticizerto satisfy fresh properties of concrete.
2.1.2 GaoPeiwei., et al. (2000)2 the authors has studiedspecial type of concrete, in which same
ingredients are used like conventional concrete. Keeping in mind to produce high performance
concrete, mineral and chemical admixtures with Viscosity Modifying Agents (VMA), are
necessary. The objective is to decrease the amount of cement in HPC. Preserving valuable
natural resources is the primary key, then decrease the cost and energy and the final goal is long-
term strength &durability.
2.1.3 Neol P Mailvaganamet al. (2001)3 author investigated the properties of Mineral and
Chemical admixtures act together with the compounds of binding material and affect the
hydration process. According to the performance of the admixtures with concrete like the type

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and dosage of admixtures, their composition, specific surface area of the cement, type and
proportions of different aggregates, water/ cement ratio the dosages is determined.
2.1.4 Raghu Prasad P.S. et al. (2004)4 the authors has studied that the use of admixtures both
initial and final setting times of cement are getting late. This is due to the delayed pozzolanic
reaction affected by the addition of particular admixtures. This type of delayed setting property is
occasionally helpful during the concreting in summer season. There will also significant strength
gain for mixed cements and concretes after 28 days. Due to this reason concrete corrosion will be
less.
2.1.5 Lachemi M, et al.(2004)5 the author statedthat to getstable rheology of the SCC use of
Viscosity Modifying Agents has been showed to be very operative. To know the appropriateness
of four types of poly-carboxylic based VMA for the growth of the SCC mixes was studied. The
author found that the new type VMA are the suitable and better for preparing the SCC mix as
compared to the commercially accessible VMA. Author also suggested the amount of 0.04% of
dosage fulfills the fresh and hardened properties of SCC, which is 6% less than the commercially
accessible VMA.
2.1.6 M.Collepardi, et al.(2006)6 the author studied the role of VMA with the non-availability
of the chosen volume range 170-200 liters /m3
of binding material (max size = 90µm) to create
consistent SCC and determined that the combination of VMA and without mineral filler. In such
a case, a minor increase convoyed by cement content must be in the dosage of VMA (for
instance from 3 to 8 Kg/m3
to attain an unsegregable SCC without mineral filler. In short, the
dosages of mineral and chemical admixtures are necessary in keeping the fresh and hardened
properties, and improving the durability characteristics of SCC.

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2.2 DEVELOPMENT OF SELF COMPACTING CONCRETE
2.2.1 Okamura et al. (1995)7 author established a special type of concrete that flows and gets
compacted at every place of the formwork by its own weight. This research work was started
combined by prof. Kokubu of Kobe University, Japan andProf. Hajime Okamura. Previously it
was used as anti washout concrete. They initiate that for attainment of the self-compact ability,
usage of Super Plasticizer was necessary.The water/cement ratio should be in between 0.4 to 0.6.
The self-compactability of the concrete is mainly affected by the material characteristics and mix
proportions. Author restricted the coarse aggregate content to 60% of the solid volume and the
fine aggregate content to 40% to attain self-compact ability.
2.2.2 Khayat K. H,et al. (1999)8 author deliberate the behavior of Viscosity Enhancing
Admixtures used in cementitious materials. He has determined that,a fluid without washout-
resistant should be formed by properly modifying the mixtures of VEA and High Range Water
Reducing agents, that will improve properties of underwater cast grouts, mortars, and concretes,
and decreases the turbidity, and rises the pH values of surrounding waters.
2.2.3 Yin-Wen Chan,et al. (1999)9 by enhancing the micromechanical parameters which control
composite properties in the hardened state, the author developed self-compacting Engineered
Cementitious Composite (ECC), and the treating parameters, which control the rheological
properties in the fresh state. For the growth of self-compacting ECC, micromechanics was
accepted to suitably select the matrix, fiber, and interface properties so as to show strain
hardening and various cracking behavior in the composites. Self-compact ability of ECC was
then understood by the organized rheological properties of fresh matrix,comprising deformability
and flow ratewith the certain ingredient materials. Self-compactability was a result of accepting
an optimum mixture of super plasticizer and viscosity modifying agent. According to fresh test

11
results, ECC developed in this study is verified to be self-compacting. Flexural tests show that
the mechanical performance of self-compacting ECC is unaffected to the exceptionally applied
consolidation during placing. This result approves the efficiency of the self-compact ability in
keeping the quality of structural elements.
2.2.4 Kung-Chung Hsu, et al. (2001)10 Authors projected a new mix design technique for SCC
and their main emphasis was with binder paste to fill voids of loosely filled aggregate. They
familiarized a factor called Packing Factor (PF) for aggregate. It is the ratio of mass of
aggregates in firmly packed state to the one in loosely packed state. The method completely
influenced bythe Packing Factor (PF). The amount of binders used in the proposed method can
be less than that required by other mix design methods due to the increased sand content.
Packing factor influence the aggregate content and that affects the fresh properties of concrete.
2.2.5 M. Sonebi,et al. (2002)11 This research shows results of fresh properties of self-
compacting concrete, like, filling ability measured by slump flow apparatus and flow time
measured by orimet apparatus and plastic fresh properties measured by column apparatus. The
fresh properties were affected by water/binder ratio, nature of sand, slump were estimated. The
fresh tests and hardened test results like compressive strength and splitting tensile strength were
compared to a control mix. The properties of fresh SCC improved by increasing in water/binder
ratio and nature of sand but the volume of coarse aggregate and dosage of chemical admixture
kept constant.
2.2.6 Hajime Okamura et al. (2003)12 The authors differentiate that when self-compacting
concrete becomes so widely used that it should be seen as the "Standard Concrete" rather than a
"Special Concrete", it will be successful in constructing durable and reliable concrete structures
that need very little repairs work.

12
2.2.7 R.SriRavindrarajah, et al. (2003)13 the author obtained an experimental investigation
between the properties of flowing concrete and self-compacting concrete mix having different
percentage of high-water reducing super-plasticizer. The properties investigated were
workability, bleeding capacity, segregation potential, compressive and tensile strengths, and
drying shrinkage. Drying shrinkage was influenced by the mix compositions and super-
plasticizer dosage.
2.2.8 ShettyR.G,et al. (2004)14 The authors in their topic suggested Self consolidating concrete
is appropriate for concreting in dense reinforcement structures and explained the methodology
adopted how to design and simple testing of SCC mixes and the methods implemented for
testing the concreting walls and structures housing a condenser cooling water pump at Tarapur
Atomic power project 3 & 4 (TAPP).
2.2.9 Frances Yang,et al. (2004)15 this paper investigates the technique to develop SCC as well
asits components and mix proportioning methods. It highlights several benefits of using SCC and
mentions to several tools used to measure its properties. Again, it reports the protective measures
that should be taken for preparing and developing the mix and some model applications of SCC
was proposed by the author, for example, Toronto International Airport. A high strength SCC
was used for constructing compactly reinforced elements poured in beneath freezing weather for
the 68 Story Trump Tower in New York cityof USA.
2.2.10 Geert De Schutter,et al. (2005)16 the results belong to creep and shrinkage of SCC are
described in this investigation. The ACI model gives accurate prediction when experimental
results was made Comparison with some traditional. The models proposed by "Delarrard" and
"Model Code" lead to in underestimation of the deformations. The use of SCC needs no extra
provisions while considering the shrinkage and creep of the structure.

13
2.2.11 "The European Guidelines for Self-Compacting Concrete" (2005)17 The proposed
specifications and associated test methods for ready-mixed and site-mixed concrete is offered
aiming to facilitate standardization at European code.The method is to encourage increased
adoption and use of SCC.The EFNARC defines SCC and many of the technological terms
utilized to define its properties and function.They also present data on standards connecting to
testing and to related constituent materials used in the manufacture of SCC.
2.2.12 T. SeshadriSekhar, et al. (2005)18 the authors established SCC mixes of grades M30,
M40, M50 & M60. Again as compared to the lower grade of SCC mixes, cast 100 mm dia.
cylinders so as to test the permeability characteristics by loading in the cells duly applying
constant air pressure of 15 kg/mm2
along with water pressure of 2Kg/ mm2
for a definite period
of time and found coefficient of permeability to determine that the higher the grade of SCC
mixes.
2.2.13 AnirwanSenguptha, et al. (2006)19 the author founded the optimum mixture for
preparation of SCC as per EFNARC 2005 code. All design mixes fulfilled the EFNARC
standards and exhibited good segregation resistance, passing ability, and filling ability.For
designing SCC, high amounts of powder contents were necessary. The SCC mixes with greater
powder contents resulting in greater compressive strengths. A good correlation was perceived
between V- funnel time and T-50 slump flow test.
2.2.14 G. Giri Prasad, et al. (2009)20 author developed M60 grade SCC and compared with
conventionally prepared concrete mix for hardened properties. Analytical equations for stress-
strain curve proposed by different authors were verified the obtained experimental data. It was
seen that the values of stock at peak stress under axial compression for both the concretes are
near to 0.002 as given in IS:456-2000.

14
2.3 FIBER REINFORCED SELF-COMPACTING CONCRETE
2.3.2 M. VIJAYANAND, et al (2010)21 The present study proposes to study the flexural
behavior of SCC beams with steel fibers. An experimental program has been contrived to cast
and test three plain SCC beams and six SCC beams with steel fibers. The experimental variables
were the fiber content (0vf%, 0.5VF% and 1.0VF %) and the tensile steel ratio (0.99%, 1.77%
and 2.51%).
2.3.3 V.M.C.F. Cunha, et al. (2011)22 the author establishes numerical model for the ductile
behavior of SFRSCC. They have presumed SFRSCC as two phase material. By 3-D smeared
crack model, the nonlinear material behavior of self-compacting concrete is applied. The
mathematical model presented good relationship with experimental values.
2.3.4 Mustapha Abdulhadi, et al. (2012)23 The author prepared M30 grade concrete and added
polypropylene fiber 0% to 1.2% volume fraction by weight of cement and tested the compressive
and split tensile strength and obtained the relation between them.
2.3.5 M.G. Alberti. Et al (2014)24
in this paper the mechanical attributes of a self-compacting
concrete with low, medium and high-fiber contents of macro polyolefin fibers are considered.
Their fracture behavior is compared with a manifest self-compacting concrete and also with a
steel fiber-reinforced self-compacting concrete.
2.3.6 Chihuahua Jiang, et al (2014)25 in this field, the effects of the volume fraction and length
of basalt fiber (BF) on the mechanical properties of FRC were Analyzed. The outcomes indicate
that adding BF significantly improves the tensile strength, flexural strength and toughness index,
whereas the compressive strength shows no obvious gain. Furthermore, the length of BF presents
an influence on the mechanical properties.

15
CHAPTER-3
EXPERIMENTAL INVESTIGATION ON SELF-COMPACTING CONCRETE
3.0 GENERAL
In this study, the mechanical behavior of fiber reinforced self-compacting concrete of M30 grade
prepared with basalt fiber, glass fiber and carbon fiber were studied. For each mix six numbers of
cubes (150×150×150) mm, three numbers of cylinders (150×300) mm and six numbers prisms
(100×100×500) mm were cast and investigations were conducted to study the mechanical
behavior, fracture energy behavior, microstructure of plain SCC, basalt fiber reinforced SCC
(BFC), glass fiber reinforced SCC (GFC), carbon fiber reinforced SCC (CFC). The observational
plan was held up in various steps to accomplish the following aims:
1. To prepare plain SCC of M30 grade and obtain its fresh and hardened properties.
2. To prepare basalt, glass & carbon fiber reinforced SCC of M30 grades and study their
fresh and hardened properties.
3. To analyze the load-deflection behavior of SCC, BFRSCC, GFRSCC & CFRSCC.
4. To examine the fracture energy behavior & the micro structure of plain SCC, BFC, and
GFC & CFC.
3.1 MATERIALS
3.1.1 Cement
Portland slag cement of Birla brand available in the local market was used in the present studies.
The physical properties of PSC obtained from the experimental investigation were confirmed to
IS: 455-1989.

16
3.1.2 Coarse Aggregate
The coarse aggregate used were 20 mm and 10 mm down size and collected from Crusher near
Baddi University.
3.1.3 Fine Aggregate
Natural river sand has been collected from Crusher near our university and conforming to the
Zone-III as per IS-383-1970.
3.1.4 Silica Fume
Elkem Micro Silica 920D is used as Silica fume. Silica fume is among one of the most recent
pozzolanic materials currently used in concrete whose addition to concrete mixtures results in
lower porosity, permeability and bleeding because its fineness and pozzolanic reaction.
3.1.5 Admixture
The Sika Visco Crete Premier from Sika is super plasticizer and viscosity modifying admixture,
used in the present study.
3.1.6 Water
Potable water conforming to IS: 3025-1986 part 22 &23 and IS 456-2000 was employed in the
investigations.
3.1.7 Glass Fiber
Alkali resistant glass fiber having a modulus of elasticity of 72 GPA and 12mm length was used.
3.1.8 Basalt Fiber
Basalt fiber of 12mm length was used in the investigations.
3.1.9 Carbon Fiber
Carbon fiber of length 12mm was used in the investigations.

17
Table 3.1.1 Mechanical Properties of Fibers
Fiber
variety
Length
(mm)
Density
(g/cm3)
Elastic
modulus(GPa)
Tensile
strength(MPa)
Elong. at
break(%)
Water
absorption
BASALT 12 2.65 93-110 4100-4800 3.1-3.2 <0.5
GLASS 12 2.53 43-50 1950-2050 7-9 <0.1
CARBON 12 1.80 243 4600 1.7
(A) (B) (C)
Fig.3.1.1 (A) Glass Fiber (B) Carbon Fiber (C) Basalt Fiber
3.2 MIX DESIGN OF PLAIN SCC AND TESTING OF ITS FRESH AND
HARDENED PROPERTIES
Calculation for M30 grade of SCC was done following EFNARC code 2005 in the mix design
10% of silica fume use as replacement for cement to achieve the target strength. Viscocrete
admixture was used to reduce the water content and improve workability as per the requirement
for SCC. To determine the fresh properties of the mix prepared conforming to SCC, different
fresh tests like slump flow, L-Box, V-Funnel were performed. Results are given in table- 4.2.1.
The experimental work was conducted at Structural Engineering lab of Civil Engineering
Department of NIT, Baddi. The work involved mixing, casting and testing of standard
specimens.

18
Table 3.2.1 Adopted Mix Proportions of SCC
Cement
(kg/m3)
Silica
fume(kg/m3)
Water(kg/m3) FA (kg/m3) CA (kg/m3) SP (kg/m3)
450.33 45.03 189.13 963.36 642.24 5.553
1 0.10 0.42 2.14 1.42 0.012
3.2.1 Mixing Of Ingredients
The mixing of materials was properly mixing in a power operated concrete mixer. Adding coarse
aggregate, fine aggregates, cement and mixing it with silica fume were properly mixing in the
concrete mixer in dry state for a few seconds. Then the water added and mixing it for three
minutes. During this time the air entraining agent and the water reducer are also added. Dormant
period was 5mins. To obtain the basalt fiber reinforced SCC, glass fiber reinforced SCC, carbon
fiber reinforced SCC the requiredfiber percentage was added to the already prepareddesign mix,
satisfying the fresh SCC requirements.
3.2.2 Methods to determine the fresh properties of SCC
To determine the fresh properties of SCC, different methods were developed. Slump flow and V-
Funnel tests have been proposed for testing the deformability and viscosity respectively. L-Box
test have been propose for determine the segregation resistance.
Fig.3.2.1 Concrete Mixture Machine & Preparation of SCC Mix

19
3.2.2.1 Slump Flow Test And T50 Test
The slump flow test is used to determine the free flow of self-compacting concrete without
obstacles.
Fig. 3.2.3.1 Slump Flow Apparatus & Testing
• Six liter of concrete was prepared for the test.
• Then inside surface of the slump cone was moisten. The test platform was placed on the
leveled surface then the slump cone coincident with the 200 mm circle on the platform
and hold in position by standing on the foot pieces, ensuring that no leakage of concrete
was occur under the cone.
• The cone was filled up with concrete without tamping. Then base was cleaned if any
surplus concrete around the base of the cone.
• The cone was vertically lifted and allows the concrete to flow out freely. Immediately the
stop watch was started, and reading was recorded for T50 test when concrete reached
500mm marked circle.
• Finally, the final diameter of the concrete spread was measured in two perpendicular
directions. The average of the two diameters was measured. (This is slump flow in mm)

20
Analysis of the results: Higher slump flow value indicates the greater ability to fill the
formwork under its own weight. A minimum value of 650mm is necessary for SCC. The T50
time is a subordinate indication of flow. A lower time means greater flow ability. The research
suggested a time range of 2-5seconds for general housing applications.
3.2.2.2 V-Funnel Test
This test is performed to determine the filling ability (flow-ability) of self-compacting concrete.
Fig.3.2.3.2 V-Funnel Apparatus & Schematic Diagram
• Twelve liter of concrete was prepared for the test. Then moisten the inside surfaces of the
funnel were moistening.
• The V-funnel apparatus was placed on leveled surface.
• The entire prepared SCC sample was filled the funnel without any tamping or vibrating.
• Then after 10 sec of filling the trap door was opened and allow the concrete to flow out
under gravity.
• Immediately the reading was recorded by means of stop watch till the discharge to fully
complete (the flow time) and light was seen from top through the funnel.
• Again without cleaning or moisten the inside surfaces of the V-funnel apparatus

21
• The entire prepared SCC sample was filled the funnel without any tamping or vibrating.
A bucket was placed underneath.
• After 5 minutes of filling the trap door was opened and allows the concrete to flow out
under gravity.
• Immediately the reading was recorded by means of stop watch till the discharge to fully
complete and light was seen from top through the funnel. (The flow time in secis T5test).
Analysis of results: The above test gives indirect measure of viscosity. Time was measured to
discharge the concrete through the bottom opening. The criteria for SCC is time should be
10±3secs.
3.2.2.3 L-Box Test
The test is for measuring the flow of the SCC and the blocking resistance.
Fig. 3.2.3.3 L-Box Apparatus & Schematic Diagram
• Fourteen liter of concrete wasprepared for the test.
• The apparatus was placed on the leveled surface. The inside surfaces of the L-Box
apparatus was moistened.
• The vertical part of the box was filled with concrete, which is left to rest for 10secs.
• Then the gate was opened.
• The distance “H1” and “H2” are measured, when the SCC stops flowing.

22
Analysis of results: the height of the vertical fill (H1) and the height of the concrete in horizontal
phase (H2) were measured. The criteria to satisfy SCC is 𝐻,⁄𝐻, should be at least 0.8.
3.2.3 Casting of Specimens
Eighty four numbers cubes(150×150×150)mm, forty two numbers cylinders(150×300)mm,
eighty four numbers prisms(100×100×500)mm were casted and investigations were conducted to
study the mechanical behavior, fracture behavior, microstructure of plain SCC, basalt fiber
reinforced SCC (BFC), glass fiber reinforced SCC(GFC), carbon fiber reinforced SCC(CFC).
Fig. 3.2.4 Casting Of Specimens
3.2.4 Curing Of SCC Specimens
After casting was done the cubes were kept in room temp. For 24 hours then the moulds were
removed and taken to the curing tank containing fresh potable water to cure the specimen for 7
days and 28days.
Fig. 3.2.5 Curing Tank

23
3.2.5 Testing Of Hardened SCC
A proper time schedule for testing of hardened SCC specimens was maintained in order to
ensure proper testing on the due date. The specimens were tested using standard testing
procedures as per IS: 516-1959.
3.2.5.1 Compression Test
For each mix six numbers of cubes of (150×150×150) mm were cast to determine the
compressive strength, after the required curing period of the specimen. So in total eighty four
numbers cubes were casted to measure the compressive strength after 7-days and 28-days. The
size of the cube is as per the IS code 10086-1982.
Fig: 3.2.6.1 Compression Test Set-Up
3.2.5.2 Split Tension Test
For each mix six numbers of cylinders of (150×300) mm were cast to determine the split tensile
strength, after the required curing period of the specimen. So in total forty two numbers cylinders
were casted to measure the split tensile strength after 28-days.

24
Fig: 3.2.6.2 Split tensile Test Set-Up
The split tensile strength = 2P / πLD
Where P = Compressive load applied on the cylinder
L = Length of the specimen D = diameter of the cylinder.
3.2.5.3 Flexural Strength
The flexural strength test was carried out on a prism specimen of dimension
100mm×100mm×500mm as per IS specification. So in total forty two numbers prisms were cast
to measure the flexural strength after 28-days. The flexural strength of specimen shall be
calculated as:
PL / BD2
Where P = load applied on the prism (KN), L = length of the specimen from supports (mm)
B = measured width of the specimen (mm), D = measured depth of the specimen (mm)

25
Fig.3.2.6.3 Flexure Test Set-Up
3.3 PREPARATION FIBER REINFORCED SELF-COMPACTING CONCRETE
3.3.1 Addition of Fibers To SCC Mixes
Alkali resistance glass fibers were added in different percentages to the preparedSCC mixes.In
the present study and glass fiber reinforced self-compacting concrete (GFC) was prepared.
Similarly, the percentages of basalt fibers were added and basalt fiber reinforced self-compacting
concrete (BFC) prepared and then the percentages of carbon fiber were added, carbon fiber
reinforced self-compacting concrete (CFC) was prepared. After adding fibers to SCC mixes,
again the same methods were followed for the determination of properties in the fresh state and
hardened state for all these fiber reinforced SCC.
Fig. 3.3.1 Addition of Fiber to the SCC Mix

26
3.4 Ultrasonic Pulse Velocity Test
The test instrument consists of a means of producing and introducing a wave pulse into the
concrete and a means of sensing the arrival of the pulse and accurately measuring the time taken
by the pulse to travel through the concrete.
The equipment is portable, simple to operate, and may include a rechargeable battery and
charging unit. The measured travel time is prominently displayed. The instrument comes with set
of two transducers, one each for transmitting and receiving the ultrasonic pulse. Transducers
with frequencies 25 kHz to 100 kHz are usually used for testing concrete.
Fig. 3.2.6.4 UPV Test Set-up
3.5 STUDIES ON FRACTURE BEHAVIOR OF SCC AND FRSCC MIXES
In the present study fracture behavior was studied for the plain SCC and FRSCC mixes. The
inclusion of fiber in concrete improves ductility because the fibers act like crack arrester. The
ductility can be measured by fracture behavior of FRSCC and to determine fracture energy,
prisms specimen of dimension 100mm×100mm×500mm were cast with a notch of 5mm width
(n0) and 30mm depth as per the specification for the specimen. The schematic diagram of
specimen and loading arrangement of test setup shown in the Fig.3.5.1 & Fig. 3.5.2.During
testing, Crack Mouth Opening Displacement (CMOD) were noted using through two dial gauges
as shown in fig.

27
Fig.3.5.1 Schematic Diagram of Notched Prism Specimen
(aₒ = 0.3D, nₒ ≤ 5mm, L ≥ 3.5D, D ≥ 4dₐ)
source: Japan Concrete Institute Standard (JCI-S-001-2003)
Fig. 3.5.2 Loading Arrangement for Fracture Test
3.6 STUDIES ON LOAD-DEFLECTION BEHAVIOR OF SCC AND FIBER
REINFORCED SCC MIXES
The inclusion of fiber improve the toughness index of concrete mix to study this property a
prism100mm×100mm×500mm was tested under 3-point loading in a electronic UTM. The load-
deflection curve obtained from machine for different mix were analyzed and compared.
Fig. 3.5 Loading Arrangement for Load-Displacement Test

28
3.7 STUDIES ON SEM ANALYSIS OF FIBER REINFORCED SCC MIXES
To study the Microstructure of the mixes incorporated with different types of fibers SEM
analysis were conducted in SEM lab of MM dept. of NIT BADDI. The study was done to
determine the bond development and different period between different fibers and cement
matrix. The sample was cured for 7 and 28 days.
Fig.3.6 Scanning Electron Microscope
3.8 STUDIES ON SORPTIVITY TEST OF FIBER REINFORCED SCC MIXES
Cube specimens were cast to determine capillary absorption coefficients after 28 days curing.
This test was conducted to check the capillary absorption of different FRSCC mortar matrices
which indirectly measure the durability of the different mortar matrices.
Procedure:
• The specimen was dried in oven at about 1050
C until constant mass was obtained.
• Specimen was cool down to room temperature for 6hr.
• The sides of the specimen were coated with paraffin to achieve unidirectional flow.
• The specimen was exposed to water on one face by placing it on slightly raised seat
(about 5mm) on a pan filled with water.

29
• The water on the pan was maintained about 5mm above the base of the specimen during
the experiment as shown in the figure below.
• The weight of the specimen was measured at 15 min and 30 min. intervals.
• The capillary absorption coefficient (k) was calculated by using formula:
Where W is amount of water absorbed
k = 𝖶
𝐴√𝑡
A = cross sectional area in contact with water (m2
)
t = time (hr)
Fig. 3.7 Set-Up of Sorptivity

30
CHAPTER-4
RESULTS OF THE EXPERIMENTAL INVESTIGATIONS ON FRSCC
This chapter deals in detail with the results of experimental investigations and discussion carried
out in different stages.
4.1PREPARATION OF SCC AND FRSCC AND STUDIES ON FRESH AND
HARDENED PROPERTIES
The first stage of investigations was carried out to develop SCC mix of a minimum strength M30
grade using silica fume and chemical admixtures, and to study its fresh and hardened properties.
For developing SCC of strength M30 grade, the mix was designed based on EFNARC 2005 code
using silica fume as mineral admixture. Finally, SCC mixes which yielded satisfactory fresh
properties and required compressive strength, were selected and taken for further investigation.
In the second stage of investigation SCC with different fiber contents with different volume
fraction were mixed. The mix proportions are shown in table 3.2.1.
4.1.1 Water/cement Ratio of Self-Compacting Concrete
To maintain the basic characteristics of self-compacting concrete a water cement ratio of 0.42
was adopted and a % dosage of super-plasticizer Viscocrete of Sika brand were fixed for all
mixes.
4.1.2 Mix Proportions and Fiber Content
The number of trial mixes was prepared in the laboratory and satisfying the requirements for the
fresh state given by EFNARC 2005 code.
The present work involved preparation of M30 grade SCC and to study its behavior when
different types of fibers were added to it. Plain SCC of M30 grade was prepared using silica
fume as mineral admixture with sika viscocrete as admixture.

31
Table 4.1.1 Description of Mixes
Designation Fiber content (%) Description
PSC 0.0% Plain self-compacting concrete
BFC-1 0.1% 0.1% Basalt fiber reinforced SCC
BFC-1.5 0.15% 0.15%Basalt fiber reinforced SCC
BFC-2 0.2% 0.2%Basalt fiber reinforced SCC
BFC-2.5 0.25% 0.25%Basalt fiber reinforced SCC
BFC-3 0.3% 0.3%Basalt fiber reinforced SCC
GFC-1 0.1% 0.1%Glass fiber reinforced SCC
GFC-1.5 0.15% 0.15%Glass fiber reinforced SCC
GFC-2.5 0.25% 0.25%Glass fiber reinforced SCC
CFC-1 0.1% 0.1%Carbon fiber reinforced SCC
CFC-1.5 0.15% 0.15%Carbon fiber reinforced SCC
CFC-2 0.2% 0.2%Carbon fiber reinforced SCC

32
4.2 Results and Discussion
Table 4.2.1 Results of the Fresh Properties of Mixes
sample
Slump flow
500-750mm
T50 flow
2-5sec
L-Box(H2/H1)
0.8-1.0
V-Funnel
6-12sec
T5 Flow
+3sec
Remarks
PSC 720 1.6 0.96 5 9
Low viscosity
(Result Satisfied)
BFC-1
680 2.1 0.89 8 12 Result Satisfied
BFC-1.5 645 2.5 0.85 8 13 Result Satisfied
BFC-2
BFC-2.5 580 5.2 0.68 10 16
High viscosity
Blockage (RNS)
BFC-3
520 6 0.59 11 18
Too high viscosity
Blockage (RNS)
GFC-1
GFC-1.5 665 3.8 0.88 7.7 11 Result Satisfied
GFC-2
650 4.7 0.84 8.5 12 Result Satisfied
GFC-2.5 640 5.0 0.82 9 12 Result Satisfied
GFC-3
530 5.9 0.70 11 15
Too high viscosity
Blockage (RNS)
CFC-1 560 4.8 0.80 10 14 Result Satisfied
CFC-1.5 410 _ _ 18 _
Too high viscosity
Blockage (RNS)
CFC-2 260 _ _ 23 _
Too high viscosity
Blockage (RNS)

33
(A)
(B) (C)
800
720 720 705 720
700
680
645
620
665 650 640
600 580
560
520 530
500 0%
410
400
0.10%
0.15%
300 260
200
0.20%
0.25%
0.30%
100
0
BFC GFC
FRSCC MIX
CFC
7 1.2
6
1
5
0%
0.10%
0.15%
0.20%
0.25%
0.30%
0.8
4
3 0.6
2 0.4
1
0.2
0%
0.10%
0.15%
0.20%
0.25%
0.30%
0
BFC GFC CFC 0
BFC GFC
FRSCC MIX
CFC
FRSCC MIX
T50
FLOW(SEC)
SLUMP
FLOW(MM)
L-BOX
VALUE

34
(D) (E)
Fig. 4.2.1 (A),(B),(C),(D),(E) Variation of Fresh properties with FRSCC Mix
4.2.1 Properties in Fresh state:
The Table 4.2.1 and the Fig.4.2.1 indicate reduction of flow value owing to inclusion of fibers.
The reason for this phenomenon is that a network structure may form due to the distributed fiber
in the concrete, which restrains mixture from segregation and flow.
4.2.1.1 Slump Flow
The slump flow decreases with increase in fiber percentage. The decrease in flow value is
observed maximum 63.88% for carbon fiber, 26.38% for glass fiber and 27.77 % for basalt
fiberw.r.t control mix. This is because carbon fibers absorbed more water from the mix and
beyond 0.2% fiber addition the mix did not satisfied the norms of self-compacting concrete.
Glass fibers absorb lowest water.
4.2.1.2 T50 Flow
The T50 flow, which was measured in terms of time (seconds) increases as the slump flow value
decreases. The decrease in slump value is due to the increase in the percentage of fiber which
25
20
20
18
16
15
10
5
0%
0.10%
0.15%
0.20%
0.25%
0.30%
0
14
12
10
8
6
4
2
0
0%
0.10%
0.15%
0.20%
0.25%
0.30%
BFC GFC
FRSCC MIX
CFC BFC GFC
FRSCC MIX
CFC
V-FUNNEL
(SEC)
T5
FLOW(SEC)

35
was explained in previous section. The maximum time taken to flow was observed at 0.1% for
carbon fiber, 0.3% for glass fiber and 0.3% for basalt fiber.
4.2.1.3 L-Box
The L-Box value increases as the slump flow value increases. The increase in slump value is due
to the increase in the percentage of fiber as well as the L-Box value also increases. The
maximum value obtained in the case of control mix but as per SCC specification 0.2% basalt
fiber. 0.25% glass fiber & 0.1% carbon fiber fulfill the requirements.
4.2.1.4 V-Funnel & T5 flow
The V-Funnel test & T50 flow, which was measured in terms of time (seconds) & both the value
measured are dependent with each other. V-Funnel value and T5 flow increases as the slump
flow value decreases. The decrease in slump value is due to the increase in the percentage of
fiber. It was observed that at 0.1% of carbon fiber, 0.2% of basalt fiber and 0.25% og glass fiber
the SCC specification were satisfied.
Fig. 4.2.2 Variation of Fresh Properties of FRSCC Mixes with Different Percentage of
Fiber Mix
800
720 23 25
700
680
705
645 665
620
650 640
600
580 18 560 18 20
16 520
500
530
15
13
14 14
410 15
400
12 12 12
9 9
10
11
10
11 11
10
300 8 8 8.5 9
7
7.7 260 10
200 5 5.2
6
5
5.9
3.8 3.8
4.7 4.8
5
100 1.6 2.1 2.5
0.96 0.89 0.85 0.81 0.68 0.59
2
0.9 0.88 0.84 0.82 0.7 0.8
Slump flow
T50 flow
L-Box(H2/H1)
V-Funnel
T5 Flow
0 0
MIXES
SLUMP
FLOW(MM)
T50
FLOW
(SEC),
L-BOX,
V-
FUNNEL(SEC),
T5FLOW(SEC
)

36
4.3 Hardened Properties
To compare the various mechanical properties of the FRSCC mixes the standard specimens were
tested after 7 days and 28 day of curing. The results are summarized in Table 4.3.1
Table- 4.3.1 Hardened Concrete Properties of SCC and FRSCC
Mixes 7-Day
compressive
strength (MPa)
28-days
compressive
strength (MPa)
28-days split tensile
strength (MPa)
28-days flexural
strength (MPa)
PSC 33.185 40.89 4.1 7.37
BFC-1 31.11 38.67 3.11 7.84
BFC-1.5 34.22 49.77 4.95 11.4
BFC-2 37.77 50.99 5.517 11.78
BFC-2.5 45.48 61.4 4.52 11.92
BFC-3 20.89 32.89 4.24 7.54
GFC-1 24.88 40.89 2.97 7.44
GFC-1.5 33.77 46.19 4.81 9.74
GFC-2 32.89 47.11 4.95 10.08
GFC-2.5 31.55 45.33 3.96 9.46
GFC-3 23.55 39.11 3.678 8.32
CFC-1 24.44 42.22 3.82 7.52
CFC-1.5 43.11 62.22 5.23 12.32
CFC-2 40.89 55.2 4.52 10.54

37
Fig. 4.3.1 Variation of 7-Days Compressive Strength for Different SCC Mixes
Fig. 4.3.2 Comparison of Different Percentages of Fiber Mixes with 7 days Compressive
Strength
The graph shows the optimum fiber content for maximum strength in mixes with different fibers.
The maximum strength of 43.11MPa was observed with 0.15% carbon fiber content, 45.48MPa
was observed with 0.25% basalt fiber content and 33.77 MPa was observed with 0.15% glass
fiber content. The highest 7-day compressive strength was observed for mix with 0.25 %basalt
fiber and lowest for mix with 0.3% basalt fiber.
50
45
40
35
30
25
20
15
10
5
0
45.48
43.11
40.89
37.77
PSC
BFC-1
33.185 34.22 33.77 32.89
31.11 31.55 BFC-1.5
24.88
23.55 24.44
20.89
BFC-2
BFC-2.5
BFC-3
GFC-1
GFC-1.5
GFC-2
GFC-2.5
50
45
40
35
30
25
20
15
10
5
0
0.00%
BFC
GFC
CFC
0.05% 0.10% 0.15% 0.20% 0.25% 0.30% 0.35%
FIBER PERCENTAGE
COMPRESSIVE
STRENGTH(MPa)
COMPRESSIVE
STERNGTH
(MPa)

38
Fig. 4.3.3 Variation of 28days Compressive Strength for Different SCC Mixes
Fig. 4.3.4 Comparison of Different Percentages of Fiber Mixes with 28 days Compressive
Strength
The fig.4.3.4 shows the optimum fiber content in mixes with different fibers. The maximum
strength of 61.4 MPa was observed with 0.25% basalt fiber content, 60.35 MPa was observed
with 0.15% carbon fiber content and 47.11 MPa was observed with 0.2% glass fiber content. The
highest 28-days compressive strength was observed for mix with 0.25%basalt fiber and lowest
for mix with 0.3%basalt fiber.
70
60
50
61.4 60.35
55.2
49.77 50.99
46.19 47.11
45.33
40.89 42.22
40
38.67
40.89
39.11
32.89
30
20
10
0
PSC
BFC-1
BFC-1.5
BFC-2
BFC-2.5
BFC-3
GFC-1
GFC-1.5
GFC-2
70
60
50
40
30
20
10
0
0.00%
BFC
GFC
CFC
0.05% 0.10% 0.15% 0.20% 0.25% 0.30%
FIBER PERCENTAGE
COMPRESSIVE
STRENGTH(Mpa
)
CUBE
COMPRESSIVE
STRENGTH(Mpa
)

39
Fig. 4.3.5 Variation of Split Tensile Strength for Different SCC Mixes At 28days
Fig. 4.3.6 Comparison of Different Percentages of Fiber Mixes with 28 days Split Tensile
Strength
The Fig. 4.3.6 shows the optimum fiber content in mixes with different fibers. The maximum
strength of 5.517MPa was observed with 0.2% basalt fiber content, 5.23MPa was observed with
0.15% carbon fiber content and 4.95MPa was observed with 0.2% glass fiber content. The
highest 28-days split tensile strength was observed for mix with 0.2%basalt fiber and lowest for
mix with 0.1% glass fiber.
6 5.517
5.23 PSC
4.95 4.95
5
4.81
4.52 4.52
4.1 4.24
3.96
4 3.678
3.82
3.11
2.97
3
2
1
0
BFC-1
BFC-1.5
BFC-2
BFC-2.5
BFC-3
GFC-1
GFC-1.5
GFC-2
GFC-2.5
6
5
4
3
2
BFC
GFC
CFC
1
0
0.00% 0.05% 0.10% 0.15% 0.20% 0.25% 0.30%
FIBER PERCENTAGE
SPLIT
TENSILE
STRENGTH(MPa)
SPLIT
TENSILE
STRENGTH(Mpa)

40
Fig. 4.3.7 Variation of Flexural Strength for Different SCC Mixes At 28days
Fig. 4.3.8Flexural Strength-Effectiveness of FRSCC at 28-Days
The Fig. 4.3.8 shows the optimum fiber content in mixes with different fibers. The maximum
strength of 12.32MPa was observed with 0.15% carbon fiber content, 11.92MPa was observed
with 0.25% basalt fiber content and 10.08MPa was observed with 0.2% glass fiber content. The
highest 28-days flexural strength was observed for mix with 0.15%carbon fiber and lowest for
mix with 0.1%glass fiber.
14
12.32
12 11.4
11.78 11.92
10.54
10
9.74
10.08
9.46
7.84
8.32
8 7.37 7.54 7.44 7.52
6
4
2
0
PSC
BFC-1
BFC-1.5
BFC-2
BFC-2.5
BFC-3
GFC-1
GFC-1.5
GFC-2
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
BFC
GFC
CFC
0 0.05 0.1 0.15 0.2 0.25 0.3 0.35
FIBER PERCENTAGE(%)
FLEXURAL
STRENGTH
EFFECTIVENESS(%)
FLEXURAL
STRENGTH(Mpa)

41
4.3.1. Compressive Strength
4.3.1.1 7-Days Compressive Strength
Compared to the plain SCC the compressive strength reinforced with basalt fiber of volume
fraction 0.15%, 0.2% and 0.25% increase by 3.12%, 13.82% and 37.05% respectively.
Compared with the plain SCC the compressive strength reinforced with glass fiber of volume
fraction 0.15% increase by 1.76%. In this study the 7 days compressive strength of glass fiber
shows no obvious improvement. Compared with the plain SCC the compressive strength
reinforced with carbon fiber of 0.15% and 0.2% increase by 29.9% and 23.22% respectively. Fig.
4.3.1 shows that for CFC and BFC has higher compressive strength at 7 days at volume fraction
of 0.15% to 0.25%.
4.3.1.2. 28-Days Compressive Strength
From Fig.4.3.5.Compared with plain SCC, 0.15% of BFC, GFC and CFC increase 21.72%,
10.52% and 47.6% respectively. For 0.2% of BFC, GFC and CFC increase 24.7%, 15.21% and
35% respectively. For 0.25% of BFC and GFC increases 50.16% and 11% respectively. In this
study, Fig.4.2.4 shows that the optimum dosages for BFC are 0.25%, for GFC is 0.2% & for
CFC is 0.15%.
4.3.2 Split Tensile Strength
The percentage enhancement of split tensile strength for basalt fiber over plain SCC is 20.44%,
34.56%, 10.24% & 3.41% when adding 0.15%, 0.2%, 0.25% & 0.3% respectively. The
percentage enhancement of split tensile strength for glass fiber over plain SCC is 17.31%,
20.73% when adding 0.15% & 0.2% respectively. The percentage enhancement of split tensile
strength for carbon fiber over plain SCC is 27.56% & 10.24% respectively. The increase is due
to the fiber as explained before.

42
4.3.3 Flexural Strength
Table 4.3.1 & Fig. 4.3.7 shows flexural strengths of FRSCC mixes after 28 days and fig.4.2.8
shows the optimum fiber fraction imparting maximum flexural strength with different fibers. As
expected, all FRSCC specimens show an increase in flexural strength with increase in fiber
content. Compared with the plain SCC the enhanced percentage of the flexural strength of
carbon FRSCC were observed in the range of 2.03% to 67.16% while 0.15% gave maximum
strength. Increase in flexural strength were observed in ranges from 0.95% to 36.77% for GFC
with the fiber percentage of 0.1% to 03% ,the and enhanced percentage flexural strength ranges
from 2.37% to 61.736% were observed for basalt fiber with percentage fiber ranges from 0.1%
to 0.3%. Maximum flexural strength 12.32MPa was observed for carbon FRCCC for 1.5% of
fiber percentage.
4.4 ULTRASONIC PULSE VELOCITY
The UPV meter acts on principle of wave propagation hence higher the density and soundness,
higher the velocity of wave in it.

43
Table 4.4.1 Ultrasonic Pulse Velocity Results
SPECIMEN
7-DAYS AVG. UPV OF CUBE
(M/SEC)
28-DAYS AVG. UPV OF CUBE
(M/SEC)
PSC 4477.6 4416.34
BFC-1
4275.43 4337
BFC-1.5
4492 4493.67
BFC-2
4498.67 4505.33
BFC-2.5
4537.67 4582.33
BFC-3
4151.34 4298.33
GFC-1
4299.34 4399
GFC-1.5
4486.67 4473
GFC-2
4454 4483.67
GFC-2.5
4296.67 4469.33
GFC-3
4153 4374
CFC-1
4296.67 4434.34
CFC-1.5
4518.6 4629.66
CFC-2
4508.34 4574.67

44
(A) (B) (C)
Fig.4.4.1 Comparison between 7days Avg. UPV vs. Fiber percentage vs. Compressive
Strength of (A) Basalt (B) Glass (C) Carbon
(A) (B) (C)
Fig. 4.4.2 Comparison between 28 days Avg. UPV vs. Fiber percentage vs. Compressive
Strength of (A) Basalt (B) Glass (C) Carbon

45
The addition of silica fume, having micro grains acts like filler and improve density, whereas
super-plasticizer facilitate the uniform distribution of all particles including fiber and impart
cohesiveness to the mixes. These factors improve density and homogeneity of mixes in short
overall soundness of concrete improves. The results indicates that 1% fiber addition were
ineffective in improving the UPV value in fact they were observed to be less than SCC without
fiber. In each case there were an optimum percentage of fibers exhibiting maximum UPV values.
Fig.4.4.3 Correlation Curves between Avg. UPV values & 7-days Compressive Strength
Fig.4.4.4 Co-Relation between Avg. UPV & 28-days Compressive Strength
4600
4550
4500
4450
4400
4350
4300
4250
4200
4150
4100
y = -0.5385x2
+ 52.517x + 3275.3
R² = 0.8476
y = 1.8677x2
- 81.197x + 5085.1
R² = 0.7697
y = -0.8693x2
+ 70.19x + 3101.5
R² = 0.9951
BFC
GFC
CFC
Poly. (BFC)
Poly. (GFC)
Poly. (CFC)
0 10 20 30 40 50
COMPRESSIVE STRENGTH(Mpa)
4650
4600
4550
y = -0.1423x2
+ 23.736x + 3663
R² = 0.9748
4500
4450
4400
4350
y = -0.8532x2
+ 87.12x + 2271.9
R² = 0.9845
y = -0.1517x2
+ 25.626x + 3622.4
R² = 1
4300
4250
BFC
GFC
CFC
Poly. (BFC)
Poly. (GFC)
Poly. (CFC)
0 10 20 30 40 50 60 70
COMPRESSIVE STRENGTH(Mpa)
UPV(M/SEC)
UPV(M/SEC
)

46
A regression analysis of UPV values and compressive strength after 7-days and 28 days were
conducted and found to be in good correlation. Highest correlation coefficient was obtained for
carbon FRSCC, then for basalt FRSCC and lowest for the glass FRSCC. The result proved that
the combination of silica fume with different fibers can enhance the UPV properties of SCC.
From the table 4.4.1 it is shown that the addition of 0.25% of basalt fibers to a self-compacted
plain concrete increased the UPV by 1.35% in 7-days & 3.75% in 28days. For glass fiber
addition of 0.2% fiber, increased the UPV by 0.2% in 7days & 1.52% in 28 days. For carbon
fiber addition of 0.15% fiber, increased the UPV by 0.91% in 7days & 4.83% in 28 days.
Whereas if addition of fiber is more than the optimum dosages different for different fibers, UPV
decreased. Therefore, 0.25% volume fraction of basalt fibers was the optimum dosages to be
used in BFC, 0.2% for GFC and 0.15% for CFC.
4.5 LOADS-DISPLACEMENT BEHAVIOR AND TOUGHNESS INDEX
The load deflection (vertical) diagrams obtained from electronic UTM clearly proved that
addition of fibers to SCC increase ductility whereas control beam PSC exhibited brittle behavior.
The maximum increment was observed from carbon fiber than the basalt and the lowest from the
glass fiber. In each series the mix which gave maximum compressive strength rendered
maximum ductility. The area below the load deflection curve represents toughness. Almost same
pattern of behavior were observed from all mixes.
Fig.4.5.1 Crack Pattern of PSC

47
Fig. 4.5.2Crack Pattern of BFC
Fig. 4.5.3Crack Pattern of GFC
Fig. 4.5.4Crack Pattern of CFC

48
33
31
29
27
25
23
21
19
17
15
13
Table 4.5.1 Load - Displacement Result
Specimen Ultimate load(KN)
PSC 12.800
BFC-1 15.540
BFC-1.5 20.690
BFC-2 22.420
BFC-2.5 22.540
BFC-3 15.810
GFC-1 15.650
GFC-1.5 19.580
GFC-2 19.620
GFC-2.5 17.900
GFC-3 17.590
CFC-1 15.950
CFC-1.5 23.330
CFC-2 19.980
Fig. 4.5.5 Load-Displacement Curve For BFC
23
21
19
17
15
13
PSC
BFC-1
BFC-1.5
BFC-2
BFC-2.5
BFC-3
0 0.5 1 1.5 2 2.5
DISPLACEMENT(MM)
LOAD(KN)

49
30
28
26
24
22
20
18
16
14
12
35
30
25
20
15
10
Fig. 4.5.6 Load-Displacement Curve For GFC
Fig. 4.5.7 Load-Displacement Curve For CFC
Fig 4.5.5 to 4.5.7 shows the load-displacement curves of the plain SCC with different FRSCC
samples. It is found that for the plain SCC, the load decreases rapidly with the increase of
deflection after peak load (curve of PSC). Whereas for the FRSCC, the decrease trends show
flatter (curve of FRSCC). The bridging action offered by the fibers can effectively improve the
toughness and ductility, and thus eliminating the sudden brittle fracture after peak load presented
in plain SCC. Table 4.5.1 presents the result of ultimate load of plain SCC and FRSCC. It can be
seen from table 4.5.1 that the ultimate load taken by FRSCC increase compared to plain SCC.
Basalt& carbon fiber shows most obvious improvement.
20
18
16
14
12
PSC
GFC-1
GFC-1.5
GFC-2
GFC-2.5
GFC-3
0 0.5
DISPLACEMENT(MM)
1 1.5 2 2.5 3
25
20
15
PSC
CFC-1
CFC-1.5
CFC-2
10
0 0.5 1 1.5 2 2.5 3
DISPLACEMENT(MM)
LOAD(KN)
LOAD(KN)

50
4.6 LOAD-CMOD BEHAVIOUR
The load vs. crack mouth opening deflection diagrams obtained clearly proved that addition of
fibers to SCC increase ductility whereas control beam PSC exhibited brittle behavior. The
maximum increment was observed from carbon fiber than the basalt and the lowest from the
glass fiber. In each series the mix which gave maximum compressive strength rendered
maximum ductility. The area below the load deflection curve represents toughness. Almost same
pattern of behavior were observed from all mixes.
The observations made during the tests (LOAD-CMOD) were used to draw the LOAD-CMOD
curves. The ultimate load and the fracture parameters were determined.
Table 4.6.1 LOAD-CMOD RESULT FOR GFC
LOAD(KN)
CMOD(MM)
PSC GFC-1 GFC-1.5 GFC-2 GFC-2.5 GFC-3
0 0 0 0 0 0 0
0.75 0 0 0.001 0 0 0
1 0 0 0.002 0 0 0
2 0.01 0.004 0.006 0 0 0
3 0.08 0.006 0.008 0 0.02 0
4 0.26 0.009 0.024 0 0.05 0.04
4.25 0.28 0.01 0.033 0 0.06 0.05
5 0.16 0.05 0 0.08 0.09
5.5 0.2 0.11 0 0.09 0.13
6 0.41 0.18 0 0.13 0.16
6.5 0.25 0.01 0.17 0.18
6.75 0.3 0.03 0.18 0.19
7 0.03 0.21 0.22
8 0.06 0.32 0.35
9 0.13 0.46 0.51
9.5 0.18 0.5
10 0.22
10.25 0.27

51
Fig 4.6.1 Crack Pattern of PSC
Fig. 4.6.2 Crack Pattern of GFC-1
Fig. 4.6.3 Crack Pattern of GFC-1.5
Fig.4.6.4 Crack Pattern of GFC-2.5

52
Fig 4.6.5Crack Pattern of GFC-3
Fig. 4.6.6 LOAD-CMOD Curve For GFC
4.6.1 Fracture Behavior of Glass Fiber Reinforced SCC (GFC)
From table 4.6.1& fig 4.6.6 it is observed that the fracture behavior of GFC is more than PSC in
all fiber contents. As compared to PSC the increase in ultimate load for GFC was around
41.17%, 58.8%, 141.17%, 123.52%, 111.76% when adding 0.1%, 015%, 0,2%, 0.25%, 0.3%
fibers respectively. As the fiber content increased, the fracture behaviors were also found to be
increased for GFC. Fig.4.6.2 to fig. 4.6.5 shows the crack pattern of GFC.
12
10
8
6
4
2
PSC
GFC-1
GFC-1.5
GFC-2
GFC-2.5
GFC-3
0
0 0.1 0.2 0.3
CMOD(MM)
0.4 0.5 0.6
LOAD(KN)

53
Table 4.6.2 LOAD-CMOD RESULT FOR BFC
LOAD(KN)
CMOD(MM)
PSC BFC-1 BFC-1.5 BFC-2
BFC-
2.5
BFC-3
0 0 0 0 0 0 0
2 0.01 0 0.004 0 0 0
3.25 0.1 0.01 0.009 0 0 0
4 0.26 0.05 0.019 0.01 0 0.02
4.25 0.28 0.06 0.023 0.015 0 0.05
6 0.1 0.053 0.06 0.08 0.13
6.25 0.3 0.059 0.09 0.1 0.16
6.5 0.36 0.065 0.15 0.12 0.19
6.75 0.08 0.18 0.14 0.36
7 0.1 0.21 0.17
7.75 0.33 0.28 0.23
8 0.26
9.75 0.36
10.5 0.43
10.75 0.45
Fig. 4.6.7Crack Pattern of BFC-1
Fig. 4.6.8Crack Pattern of BFC-1.5

54
Fig. 4.6.10Crack Pattern of BFC-2.5
Fig. 4.6.12LOAD-CMOD Curve For BFC
12
10
8
6
4
2
PSC
BFC-1
BFC-1.5
BFC-2
BFC-2.5
BFC-3
0
0 0.1 0.2 0.3 0.4 0.5
CMOD(MM)
LOAD(KN)

55
4.6.2 Fracture Behavior of Basalt Fiber Reinforced SCC (BFC)
From table 4.6.2 & fig 4.6.12 it is observed that the fracture behavior of BFC is more than PSC
in all fiber contents. As compared to PSC the increase in ultimate load for BFC was around
52.94%, 82.35%, 82.35%, 152.9% & 58.8% when adding 0.1%, 015%, 0.2%, 0.25%, 0.3%
fibers respectively. As the fiber content increased, the fracture behavior was also found to be
increased for BFC. Fig.4.6.7 to fig. 4.6.11 shows the crack pattern of BFC.
Table 4.6.3 LOAD-CMOD RESULT FOR CFC
LOAD(KN)
CMOD(MM)
PSC CFC-1 CFC-1.5 CFC-2
0 0 0 0 0
2 0.01 0 0 0
3 0.08 0 0 0
4 0.26 0.01 0 0
4.25 0.28 0.02 0 0
4.75 0.05 0 0.02
5 0.07 0 0.02
6 0.13 0 0.07
6.5 0.18 0.01 0.08
7 0.2 0.03 0.13
8 0.25 0.06 0.21
9 0.12 0.3
9.5 0.15 0.35
10 0.21
11 0.3
11.75 0.34
Fig. 4.6.13Crack Pattern of CFC-1

56
Fig.4.6.14Crack Pattern of CFC-1.5
Fig. 4.6.15Crack Pattern of CFC-2
Fig. 4.6.16LOAD-CMOD Curve For CFC
14
12
10
8
6
4
PSC
CFC-1
CFC-1.5
CFC-2
2
0
0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4
CMOD(MM)
LOAD(KN)

57
4.6.3 Fracture Behavior of Carbon Fiber Reinforced SCC (CFC)
From table 4.6.3 & fig 4.6.16 it is observed that the fracture behavior of CFC is more than PSC
in all fiber contents. As compared to PSC the increase in ultimate load for BFC was around
88.23%, 176.47% & 123.53% when adding 0.1%, 015% & 0.2% fibers respectively. As the fiber
content increased, the fracture behavior was also found to be increased for CFC. Fig.4.6.13 to
fig. 4.6.15 shows the crack pattern of CFC.
4.7 MICROSTRUCTURE BEHAVIOR
SEM test is the actual way to study the microstructure of the hydrated cement based products. To
assessment the bond characteristics of BFC, GFC & CFC mix at 7 and 28days, the
microstructure of FRSCC was studied by means of SEM.
(A) (B)
Fig.4.7.1 SEM photographs for (A) 7-Days & (B) 28 days concrete & basalt fiber matrix

58
(A) (B)
Fig.4.7.2 SEM photographs for (A) 7-Days & (B) 28 days concrete & glass fiber matrix
(A) (B)
Fig.4.7.3 SEM photographs for (A) 7-Days & (B) 28 days concrete & carbon fiber matrix
Fig.4.7.1 to 4.7.3 shows the photographs of microstructure of fiber surfaces and hydrated
concrete matrix. It is observed from fig that basalt and carbon fiber SCC surfaces covered with
densely hydrated concrete matrix than GFC.

59
4.8 SORPTIVITY
Sorptivity is a measure of the capillary force exerted by the pore structure causing fluids to be
drawn into the body of the material. It is calculated as the rate of capillary rise in a concrete
prism placed in 2 to 5 mm deep water. For one-dimensional flow, the relation between
absorption and sorptivity is given by, k = 𝖶 where, 𝖶 is the cumulative water absorption per
𝐴√𝑡 𝐴
unit area of inflow surface, k is the sorptivity and t is the elapsed time. The test was conducted in
the laboratory.
At selected intervals of 30min, 1hr, 2hr, 6hr, 24hr and 48hr; the sample was removed and was
weighed after blotting off excess water. The gain in mass per unit area over the density of water
(gain in mass/unit area/density of water) versus the square root of time was plotted. The slope of
the best fitting line was reported as the sorptivity.
Table 4.8.1 Capillary Water Absorption Test Results
Sample
Initial
Wt.(gm.)
Weight(gm.)
30min 1hr 2hr 6hr 24hr 48hr
GFC 7499 7509 7510 7512 7514 7519 7521
BFC 7471 7483 7486 7488 7490 7496 7500
CFC 7604 7618 7620 7623 7626 7632 7640

60
Fig. 4.8.1 Capillary Water Absorption at Different Time Interval
The capillary water absorption in terms time (square root of time in hours) is plotted in Fig.
4.8.1. The water absorption for CFC samples is the higher than BFC & GFC samples, which is
due to the additional water absorbed by the fibers. The higher sorptivity value was obtained for
specimens containing CFC fibers.
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
GFC
BFC
CFC
Linear (GFC)
Linear (BFC)
Linear (CFC)
0 1 2 3 4
t½ (hr½)
5 6 7 8
CUMMULATIVE
WATER
ABSORPTION(Kg/m²)

61
CHAPTER-5
CONCLUSION
From the present study the following conclusions can be drawn
1. Addition of fibers to self-compacting concrete causes loss of basic characteristics of SCC
measured in terms of slump flow, etc.
2. Reduction in slump flow was observed maximum with carbon fiber, then basalt and glass fiber
respectively. This is because carbon fibers absorbed more water than others and glass absorbed
less.
3. Carbon fiber addition more than 2% made mix harsh which did not satisfy the aspects like
slump value, T50 test etc. required for self-compacting concrete.
4. Addition of fibers to self-compacting concrete improve mechanical properties like
compressive strength ,split tensile strength, flexural strength etc. of the mix.
5. There was an optimum percentage of each type of fiber, provided maximum improvement in
mechanical properties of SCC.
6. Mix having 0.15% carbon fiber, 0.2% of glass fiber and 0.25% of basalt fiber were observed
to increase the mechanical properties to maximum.
7. 0.15% addition of carbon fiber to SCC was observed to increase the 7-days compressive
strength by 29.9%, 28-days compressive strength by 47.6%, split tensile strength by 27.56%,
flexural strength by 67.16%.
8. 0.25% addition of basalt fiber to SCC was observed to increase the 7-days compressive
strength by 37.05%, 28-days compressive strength by 50.16%, split tensile strength by 34.56%,
flexural strength by 61.736%.

62
9. 2% addition of glass fiber to SCC was observed to increase the 7-days compressive strength
by 1.76%, 28-days compressive strength by 15.21%, split tensile strength by 20.73%, flexural
strength by 36.77%.
10. The FRSCC mixes exhibited increase in ductility measured through load deflection diagrams.
The basalt fiber reinforced SCC exhibited maximum increment than carbon and glass FRSCC.
11. The load vs. crack mouth opening displacement diagrams for FRSCC exhibited increase in
fracture energy properties of the mixes. This is owing to crack arresting mechanism of the fibers
in the matrix. In this regard the carbon fiber exhibited best performance, then the basalt and then
glass fiber.
12. Correlation graph between compressive strength and avg. UPV values for 28 days indicated
good correlation for carbon FRSCC (R2
= 1), basalt FRSCC (R2
=0.9845) and glass FRSCC (R2
=0.9748). These values represent sound concrete having uniform distribution of fibers and
concrete ingredients, dense structure in all FRSCC mixes.
13. The SEM analysis of microstructure of FRSCC exhibited good physical bond between all
types of fiber and the hydrated matrix. A dense structure of matrix was observed in each mixes
owing to addition of silica fume. No apparent variation was observed between mix of 7days and
28 days.
14. Capillary absorption of water by FRSCC mixes were determined by sorptivity test. The
higher sorptivity coefficient was observed for carbon FRSCC mixes because carbon fibers
absorbed more water. Least values were observed by basalt FRSCC.
15. The performance of carbon fiber reinforced SCC mixes was better than basalt FRSCC and
glass FRSCC mixes. Then carbon fiber FRSCC exhibited best mechanical properties with
comparatively lower volume fraction but its effect on SCC fresh properties was just reverse. Its

63
inclusion reduced flow-ability, deformability because it absorbs more water. Other drawback is
that it is costliest than other two types of fibers.
16. Glass FRSCC exhibited improvement in all mechanical properties especially in early ages,
with higher volume fraction. It showed better performances in fresh state. Apart from being
cheapest its performance in fresh state but displayed minimum strength, highest sorptivities. The
microscopic study (SEM) exhibited better bond development than other two types in early days.
17. Basalt FRSCC exhibited better properties in fresh state and hardened state compared to the
Glass FRSCC. In terms of the cost it is cheaper than carbon hence basalt fiber performance is
overall best compared with glass and carbon fiber.

64
REFERENCES
1. Ouchi M. And Okamura H. "Mix-Design for Self-Compacting Concrete", Concrete
Library of JSCE, No.25, June 1995(ND), pp107-120.
2. Ouchi M. And Okamura H. “Effect of Super plasticizer On Fresh Concrete”, Journal of
Transportation Board, 1997, pp37-40.
3. Khayat. K.H. "Workability, Testing and Performance of Self-consolidating Concrete"
Technical Paper Title No. 96-M43, ACI Journal/May-June 1999, pp346-353.
4. Victor C. Li, H.J.Kong, and Yin-Wen Chan "Development of Self-Compacting
Engineered Cementitious Composites" The University of Michigan, Ann Arbor-MI 48109-2125,
USA,(1999).
5. Gaopeiwei, Deng Min and FengNaiqui"The Influence of SP and Superfine Mineral
Powder on the Flexibility, Strength and Durability of HPC". Cement and Concrete Research.
2000, vol.31, pp703-706.
6. Neol P Mailvaganam. "How Chemical Admixtures Produce their Effects in Concrete",
Indian Concrete Journal, May 2001, pp331- 334.
7. Nan Su, Kung-Chung Hsu, His-Wen Chai "A Simple Mix Design method for Self-
Compacting Concrete" Journal of Cement and Concrete Research 31(2001)pp 1799-1807.
8. Sonebi. M and Bartos. P.J.M "Filling ability and Plastic Settlement of Self Compacting
Concrete" Materials and Structures, Vol.35 September-October 2002 pp462-469.
9. Hajime Okamura and Masahiro Ouchi ; Invited Paper on "Self Compacting
Concrete"-Journal of Advanced Concrete Technology Vol.1, No.1, pp5-15, April 2003 Japan
Concrete Institute.

65
10. RavindraGettu, Hannah Collie, CamiloBernad, Tomas Garcia and Clotie D Robin
"Use of High Strength Self Compacting Concrete in Prefabricated Architectural Elements",
International Conference on Recent Trends in Concrete, Technology and Structures
INCONTEST 2003 Coimbatore, September 10-12, 2003, PP355-363.
11. Raghuprasad P. S. "Comparative Study on Different types of Blended Cement with
Different Grade O.P.0 Concrete - An Experimental Approach", ICACC-2004. Proceedings of
International Conference on Advances in Concrete and Construction. 16-18 December 2004,
Hyderabad, Vol.II, pp637- 646.
12. Lachemi M and Hossain K. M. A. "Self-Consolidating Concrete incorporating New
Viscosity Modifying Admixtures" Cement & Concrete Research 34(2004), pp 185-193.
13. Amit Mittal, Kaisare M.B and Shetty R.G "Use of SCC in a Pump House at TAPP 3
&, 4, Tarapur", The Indian Concrete Journal, June 2004, pp30-34.
14. Frances Yang "Self - Consolidating Concrete", CE 241: Concrete 2004; Report # 1,
March 9, 2004.
15. . Anne-MiekePoppe and Geert De Schutter, "Creep and Shrinkage of Self Compacting
Concrete", International Conference on Advances in Concrete, Composites and Structures,
SERC, Chennai, January 6-8, 2005, pp329-336.
16. "The European Guidelines for Self—Compacting Concrete" (Specification,
Production and Use) May 2005..
17. SeshadriSekhar.T, Sravana. P and SrinivasaRao.P, "Some Studies on the
Permeability Behavior of Self Compacting Concrete" AKG Journal of Technology, Vol.1,
No.2.(2005)

66
18. AnirwanSenguptha and Manu Santhanam "Application Based Mix Proportioning for
Self Compacting Concrete", 31st Conference On Our World in Concrete 85 Structures,
Singapore, August 16-17, 2006, pp353-359.
19. Borsoi. A, Collepardi. M, Collepardi. S, Croce. E.N., Passuelo .A "Influence of
Viscosity Modifying Admixture on the Composition of SCC "Supplementary volume of Eighth
CANMET/ACI International Conference on Super-plasticizers and other Chemical Admixtures
in Concrete, October 29-November 1, 2006, Sorrento, Italy pp253-261.
20. Giri Prasad. G, SeshagiriRao. M.V and Rama Rao. G.V. "Computation of Stress-
Strain Behavior of Self-Compacting Concrete in Higher Grade" International Journal of
Scientific Computing, Vol.3, No.2 July-December 2009pp 193-197.
21. M. Vijayanand, NicolaeAngelescu, K.U. Muthu, C.G. Puttappa&H.SudarsanaRao,
“Flexural Characteristics Of Steel Fiber Reinforced Self Compacting Concrete Beams” The
Scientific Bulletin of VALAHIA University – MATERIALS and MECHANICS – Nr. 5 (year 8)
2010
22. Cunha. V.M.C.F, Barros. J.A.O and Sena-Cruz. J.M. "An Integrated Approach for
Modeling the Tensile Behavior of Steel Fiber Reinforced Self-Compacting Concrete" - Cement
and Concrete Research 41 (2011) pp64-76.
23. Mustapha Abdulhadi, ―A comparative Study of Basalt and Polypropylene Fibers
Reinforced Concrete onCompressive and Tensile Behavior”, International Journal of
Engineering Trends and Technology (IJETT) – Volume 9 Issue 6- March 2012
24. M.g. Alberti, A. Enfedaque, J.C Galvez, “On The Mechanical Properties & Fracture
Behavior Of Polyefin Fiber-Reinforced Self-Compacting Concrete”, Construction & Building
Material 55 (2014) 274-288

67
25. Chaohua Jiang, Ke Fan, Fei Wu, Da Chen, “Experimental study on the mechanical
properties and microstructure of chopped basalt fiber reinforced concrete”, Materials and Design
58 (2014) 187–193

68
LIST OF IS CODES
1. IS: 456-2000 Code of Practice for Plain and Reinforced Concrete
2. IS: 516-1959 Methods of Test for Strength of Concrete
3. IS: 4031-1988 Methods for Physical tests for Hydraulic Cements (All Parts)
4. IS:383-1970 Specification for Coarse and Fine Aggregate from Natural Sources for
Concrete.
5. IS:2386-1963 Methods of tests for Aggregates for Concrete (All Parts)
6. IS: 9103-1999 Specification for admixtures for concrete
7. IS : 1199-1959 Methods for sampling and analysis of concrete
8. IS : 5816-1970 Methods of test for splitting tensile strength of concrete cylinders

www.ijres.org 12 | Page
International Journal of Research in Engineering and Science (IJRES)
ISSN (Online): 2320-9364, ISSN (Print): 2320-9356
www.ijres.org Volume 09 Issue 12 ǁ 2021 ǁ PP. 12-17
A Study on Mechanical Properties and Fracture Behavior of
Chopped Fiber Reinforced Self-Compacting Concrete
Neeraj Kumar-M.Tech Student, Baddi University
Panshul Jamwal- Assistant Professor, Civil Engineering Department, Baddi University
Rohit Sharma- HOD & Assistant Professor, Civil Engineering Department, Baddi University
Abstract:
The growth ofSelf Compacting Concrete is revolutionary landmark in the history of construction industry
resulting inpredominant usage of SCC worldwide nowadays. It has many advantagesover normal concrete in
terms of enhancement in productivity, reductionin labor and overallcost, excellent finished product with
excellent mechanical response and durability. Incorporationof fibers further enhances its properties specially
related to post crack behavior of SCC. Hencethe aim of the present work is to make a comparative study of
mechanical properties of self-consolidating concrete, reinforced with different types of fibers. The variables
involve in thestudyaretypeanddifferentpercentageoffibers.ThebasicpropertiesoffreshSCCandmechanical
properties, toughness, fracture energy and sorptivity were studied. Microstructurestudy of various mixes is
done through scanning electron microscope to study the hydratedstructureand bond development between fiber
and mix.The fibers used in the study are 12 mm long chopped glass fiber, carbon fiber and basalt
fiber.Thevolumefractionoffibertakenare0.0%,0.1%,0.15%,0.2%,0.25%,0.3%.Theprojectcomprised of two
stages. First stage consisted of development of SCC mix design of M30 gradeand in the second stage, different
fibers like Glass, basalt and carbon Fibers are added to the SCCmixesandtheirfreshandhardened properties
weredeterminedandcompared.The study showed remarkable improvements in all properties of self-compacting
concrete byaddingfibersofdifferenttypesandvolumefractions.CarbonFRSCCexhibitedbestperformance followed
by basalt FRSCC and glass FRSCC in hardened state whereas poorest infresh state owing to its high water
absorption. Glass FRSCC exhibited best performance in freshstate. The present study concludes that in terms of
overall performances, optimum dosage andcostBasaltFiberis thebestoption in improvingoverall qualityof self-
compactingconcrete.
Date of Submission: 08-12-2021 Date of acceptance: 23-12-2021
I. INTRODUCTION:
Self-compacting concrete was originally developed in Japan and Europe. It is a concrete that isable to
flow and fill every part of the corner of the formwork, even in the presence of densereinforcement, purely by
means of own weight and without the need of for any vibration or othertypeofcompaction.
The growth of Self Compacting Concrete by Prof. H.Okamura in 1986 has caused a significantimpact
on the construction industry by overcoming some of the difficulties related to freshlyprepared concrete. The
SCC in fresh form reports numerous difficulties related to the skill ofworkers, density of reinforcement, type
and configuration of a structural section, pump-ability,segregation resistance and, mostly compaction. The Self
Consolidating Concrete, which is rich infines content, is shown to be more lasting. First, it started in Japan;
numbers of research werelisted on the global development of SCC and its micro-social systemand strength
aspects.Though, the Bureau of Indian Standards (BIS) has not taken out a standard mix method whilenumber of
construction systems and researchers carried out a widespread research to find propermix design trials and self-
compact ability testing approaches. The work of Self CompactingConcrete is like to that of conventional
concrete, comprising, binder, fine
Aggregates and coarseaggregates,water,finesandadmixtures.To adjust
therheologicalpropertiesofSCCfromconventional concrete which is a remarkable difference, SCC should have
more fines content,superplasticizers with viscositymodifyingagentsto some extent.
As compared to conventional concrete the benefits of SCC comprising more strength like
nonSCC,maybehigherduetobettercompaction,similartensile strength likenonSCC,modulusof elasticity may be
slightly lower because of higher paste, slightly higher creep due to paste,shrinkage as normal concrete, better
bond strength, fire resistance similar as non SCC, durabilitybetterforbetter surfaceconcrete.
Addition of more fines content and high water reducing admixtures make SCC more sensitivewith
reduced toughness and it designed and designated by concrete society that is why the use ofSCC in a
considerable way in making of pre-cast products, bridges, wall panels etc. also in somecountries.However,
various investigations are carried out to explore various characteristics and structuralapplications of SCC. SCC

A Study On Mechanical Properties And Fracture Behavior Of Chopped Fiber Reinforced ..
has established to be effective material, so there is a need to guide onthe normalization of self-consolidating
characteristics and its behavior to apply on differentstructural construction, and its usage in all perilous and
inaccessible project zones for superiorqualitycontrol.
II. LITERATUREREVIEW:
Fiber reinforced SCC are currently being studied and applied around the world for the increasingof tensile and
flexural strength of structural concrete members. The literature review has beensplit up into three parts, namely
super plasticizers, preparation of SCC, Fiber-Reinforced SCC asgivenunder.
SUPERPLASTICIZERS
M Ouchi, et al. (1997) the authors have specified the influence of Super Plasticizers on theflow-ability and
viscosity of Self Consolidating Concrete. From the experimental investigationauthor suggested an overview the
effect of super plasticizer on the fresh properties of concrete.Author found his studies were very convenient for
estimating the amount of the Super Plasticizertosatisfyfresh propertiesof concrete.
GaoPeiwei., et al. (2000) the authors hasstudiedspecial type of concrete, in which sameingredients are used
like conventional concrete. Keeping in mind to produce high performanceconcrete,mineraland chemical
admixtureswithViscosityModifyingAgents(VMA),arenecessary.Theobjectiveistodecreasetheamountofcementin
HPC.Preserving valuable naturalresources is the primary key, then decrease the cost and energy and the final
goal is long-termstrength &durability.
DEVELOPMENT OF SELF COMPACTING CONCRETE
Okamura et al. (1995) author established a special type of concrete that flows and getscompacted at every
place of the formwork by its own weight. This research work was startedcombined by prof. Kokubu of Kobe
University, Japan andProf. Hajime Okamura. Previously itwas used as anti washout concrete. They initiate that
for attainment of the self-compact ability,usage of Super Plasticizer was necessary.The water/cement ratio
should be in between 0.4 to 0.6.The self-compactability of the concrete is mainly affected by the material
characteristics and mixproportions. Author restricted the coarse aggregate content to 60% of the solid volume
and thefine aggregate content to 40% to attain self-compactability.
KhayatK.H,etal.(1999)authored liberatethebehaviorofViscosityEnhancing Admixtures used in cementious
materials. He has determined that, a fluid without washout-resistant should be formed by properly modifying
the mixtures of VEA and High Range WaterReducing agents, that will improve properties of underwater cast
grouts, mortars, and concretes,anddecreases the turbidity,andrisesthe pHvalues of surroundingwaters.
FIBER REINFORCED SELF-COMPACTING CONCRETE
M. VIJAYANAND, et al (2010) The present study proposes to study the flexural behaviorof SCC beams with
steel fibers. An experimental program has been contrived to cast and testthree plain SCC beams and six SCC
beams with steel fibers. The experimental variables were thefiber content (0vf%,0.5VF% and1.0VF %) and the
tensile steelratio (0.99%,1.77% and2.51%).
V.M.C.F. Cunha, et al. (2011) the author establishes numerical model for the ductilebehavior of SFRSCC.
They have presumed SFRSCC as two phase material. By 3-D
smearedcrackmodel,thenonlinearmaterialbehaviorofself-compactingconcreteisapplied.Themathematicalmodel
presentedgoodrelationshipwith experimental values.
Mustapha Abdulhadi, et al. (2012)the author prepared M30 grade concrete and addedpolypropylene fiber 0%
to 1.2% volume fraction by weight of cement and tested the compressiveandsplit tensilestrengthand obtained
therelation between them.
M.G. Alberti. Et al (2014) in this paper the mechanical attributes of a self-compactingconcrete with low,
medium and high-fiber contents of macro polyolefin fibers are considered.Their fracture behavior is compared
with a manifest self-compacting concrete and also with asteelfiber-reinforced self-compactingconcrete.
Chihuahua Jiang, et al (2014) in this field, the effects of the volume fraction and length ofbasalt fiber (BF) on
the mechanical properties of FRC were Analyzed.The outcomes indicate thatadding BF significantly improves

the tensile strength, flexural strength and toughness index,whereas the compressive strength shows no obvious
gain. Furthermore, the length of BF presentsaninfluenceon themechanical properties.
III. MATERIALSANDPROPERTIES:
Cement
Portland slag cement of Birla brand available in the local market was used in the present studies. The
physical properties of PSC obtained from the experimental investigation were confirmed to IS: 455-1989.
Coarse Aggregate
The coarse aggregate used were 20 mm and 10 mm down size and collected from Quarry near Baddi.
Fine Aggregate
Natural river sand has been collected from Stone crusher of Mr. Ram Kumar Chaudhary, Bhud, Baddi and
conforming to the Zone-III as per IS-383-1970.
SilicaFume
Elkem Micro Silica 920D is used as Silica fume. Silica fume is among one of the most recent pozzolanic
materials currently used in concrete whose addition to concrete mixtures results in lower porosity, permeability
and bleeding because its fineness and pozzolanic reaction.
Admixture
The Sika ViscoCrete Premier from Sika is super plasticizer and viscosity modifying admixture,usedin
thepresent study.
Water
Potable water conforming to IS: 3025-1986 part 22 &23 and IS 456-2000 was employed in theinvestigations.
GlassFiber
Alkaliresistantglassfiber havingamodulus ofelasticityof72GPA and12mmlength wasused.
BasaltFiber
Basaltfiberof12mmlengthwasusedintheinvestigations.
CarbonFiber
Carbonfiberoflength12mm wasusedintheinvestigation.
Design mix:
TESTRESULTS AND DISCUSSION:
Propertiesin Freshstate:
Slump Flow
The slump flow decreases with increase in fiber percentage. The decrease in flowvalue isobserved maximum
63.88% for carbon fiber, 26.38% for glass fiber and 27.77 % for basaltfiberw.r.t control mix.

T50Flow
The T50 flow, which was measured in terms of time (seconds) increases as the slump flow
valuedecreases.Thedecreaseinslumpvalueisduetotheincreaseinthepercentageoffiberwhich was explained in
previous section. The maximum time taken to flow was observed at 0.1% forcarbonfiber, 0.3%for glass fiber
and 0.3%forbasalt fiber.
L-Box
The L-Box value increases as the slump flow value increases. The increase in slump value is
duetotheincreaseinthepercentageoffiberaswellastheL-Boxvaluealsoincreases.Themaximum value obtained in the
case of control mix but as per SCC specification 0.2% basaltfiber.0.25%glass fiber&0.1%carbonfiber fulfill the
requirements.
V-Funnel&T5flow
The V-Funnel test & T50 flow, which was measured in terms of time (seconds) & both the
valuemeasuredare dependentwith each other. V-Funnel valueand T5flow increases asthe slumpflow value
decreases. The decrease in slump value is due to the increase in the percentage offiber. It was observed that at
0.1% of carbon fiber, 0.2% of basalt fiber and 0.25% of glass fibertheSCC specification weresatisfied
Hardened Properties
To compare the various mechanical properties of the FRSCC mixes the standard specimens were tested after 7
days and 28 days of curing.

Compressive Strength
The fig.below shows the optimum fiber content in mixes with different fibers. The maximumstrength of 61.4
MPa was observed with 0.25% basalt fiber content,60.35 MPa was observedwith 0.15% carbon fiber content
and 47.11 MPa was observed with 0.2% glass fiber content.Thehighest28-
dayscompressivestrengthwasobservedformixwith0.25%basaltfiberandlowestformixwith 0.3% basalt fiber.
Comparison of Different Percentages of Fiber
Mixes with 28 days CompressiveStrength
Tensile Strength
The Fig. below shows the optimum fiber content in mixes with different fibers. The maximum strength
of 5.517MPa was observed with 0.2% basalt fiber content,5.23MPa was observed with0.15% carbon fiber
content and 4.95MPa was observed with 0.2% glass fiber content. The highest 28-days split tensile strength was
observed for mix with 0.2%basalt fiber and lowest for mix with 0.1%glass fiber.
Comparison of Different Percentages of Fiber Mixes with 28 days Split Tensile Strength
Flexural Strength
The Fig. 4.3.8 shows the optimum fiber content in mixes with different fibers. The maximumstrength of
12.32MPa was observed with 0.15% carbon fiber content,11.92MPa was observedwith 0.25% basalt fiber
content and 10.08MPa was observed with 0.2% glass fiber content. Thehighest 28-days flexural strength was
observed for mix with 0.15%carbon fiber and lowest formixwith 0.1%glass fiber.
FlexuralStrength-EffectivenessofFRSCCat28-Days
ULTRASONIC PULSE VELOCITY
The UPV meter acts on principle of wave propagation hence higher the density and soundness,higher
thevelocityof wavein it.
The addition of silica fume, having micro grains acts like filler and improve density, whereassuper-plasticizer
facilitate the uniform distribution of all particles including fiber and impartcohesiveness to the mixes. These
factors improve density and homogeneity of mixes in
shortoverallsoundnessofconcreteimproves.Theresultsindicatesthat1%fiberadditionwereineffective in improving

the UPV value in fact they were observed to be less than SCC
withoutfiber.IneachcasetherewereanoptimumpercentageoffibersexhibitingmaximumUPVvalues.
SORPTIVITY
Sorptivity is a measure of the capillary force exerted by the pore structure causing fluids to be drawn into the
body of the material. t is calculated as the rate of capillary rise in a concrete prism placed in 2to5mm deep
water.
Thecapillarywaterabsorptionintermstime(squarerootoftimeinhours)isplottedin fig. given below. The water
absorption for CFC samples is the higher than BFC & GFC samples, which isdue to the additional water
absorbed by the fibers. The higher sorptivity value was obtained forspecimenscontainingCFC fibers.
IV. Conclusion:
From the present study the following conclusions can be drawn
1. Addition of fibers to self-compacting concrete causes loss of basic characteristics of SCC measured in
terms of slump flow, etc.
2. Reduction in slump flow was observed maximum with carbon fiber, then basalt and glass fiber
respectively. This is because carbon fibers absorbed more water than others and glass absorbed less.
3. Carbon fiber addition more than 2% made mix harsh which did not satisfy the aspects like slump
value, T50 test etc. required for self-compacting concrete.
4. Addition of fibers to self-compacting concrete improve mechanical properties like compressive
strength ,split tensile strength, flexural strength etc. of the mix.
5. There was an optimum percentage of each type of fiber, provided maximum improvement in
mechanical properties of SCC.
6. Glass FRSCC exhibited improvement in all mechanical properties especially in early ages, with higher
volume fraction. It showed better performances in fresh state. Apart from being cheapest its performance in
fresh state but displayed minimum strength, highest sorptivities.
REFERENCES
[1]. OuchiM.AndOkamuraH. "Mix-Design for Self-Compacting Concrete", Concrete Library of JSCE, No.25, June1995(ND),
pp107-120.
[2]. OuchiM.AndOkamuraH.“EffectofSuperplasticizerOnFreshConcrete”,JournalofTransportationBoard,1997, pp37-40.
[3]. Khayat. K.H. "Workability, Testing and Performance of Self-consolidating Concrete" Technical Paper Title No. 96-M43,
ACIJournal/May-June1999, pp346-353.
[4]. Victor C. Li, H.J.Kong, and Yin-Wen Chan "Development of Self-CompactingEngineered Cementitious
Composites"TheUniversityof Michigan, AnnArbor-MI48109-2125,USA,(1999).
[5]. Gaopeiwei, Deng Min and FengNaiqui"The Influence of SP and Superfine MineralPowder on the Flexibility, Strength and
Durability of HPC". Cement and Concrete Research.2000, vol.31,pp703-706.
[6]. Neol P Mailvaganam. "How Chemical Admixtures Produce their Effects in Concrete",IndianConcrete Journal,May2001, pp331-
334.
[7]. Nan Su, Kung-Chung Hsu, His-Wen Chai "A Simple Mix Design method for Self-CompactingConcrete"Journal of Cement and
ConcreteResearch 31(2001)pp 1799-1807.
[8]. Sonebi. M and Bartos. P.J.M "Filling ability and Plastic Settlement of Self CompactingConcrete"Materials andStructures,
Vol.35September-October2002 pp462-469.
[9]. Hajime Okamura and Masahiro Ouchi; Invited Paper on "Self CompactingConcrete"-Journal of Advanced Concrete
Technology Vol.1, No.1, pp5-15, April 2003 JapanConcrete Institute.

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