Effect of coconut fibre in concrete and to improve the

Effect of coconut fibre in concrete and to improve the
workability by incorporating an admixture
Submitted in partial fulfillment of the requirements
for the degree of
Bachelor of Engineering
By
Shaikh Mohd Shadab Mohd Shafi 12CE54
Siddiqui Saquib masood mouzzam 12CE60
Hamza Sayyed Hasham Ali 12CE46
Shaikh Shamsuddoha Mohd Umar 12CE56
Under Guidance of
Dr. Abdul Razak Honnutagi
DIRECTOR, AIKTC
Department of Civil Engineering
School of Engineering and Technology
Anjuman-I-Islam’s Kalsekar Technical Campus
Plot No. 2 3, Sector – 16, Near Thana Naka, Khanda Gaon,
New Panvel, Navi Mumbai. 41026
2015-2016

ii
CERTIFICATE
Department of Civil Engineering,
School of Engineering and Technology
Anjuman-I-Islam’s Kalsekar Technical Campus
Plot No. 2 3, Sector – 16, Near Thana Naka, Khanda Gaon,
New Panvel, Navi Mumbai. 41026
This is to certify that the project entitled “Effect of coconut fibre in concrete and to improve
the workability by incorporating an admixture” is a bonafide work of Shaikh Mohd Shadab
Mohd Shafi (12CE54) , Siddiqui Saquib Masood Mouzzam (12CE60) , Hamza Sayyed Hasham Ali (12CE46) ,
Shaikh Shamsuddoha Mohd Umar (12CE56) submitted to the University of Mumbai in partial
fulfilment of the requirement for the award of the degree of “Bachelor of Engineering” in
Department of Civil Engineering.
Dr. Abdul Razak Honnutagi
Guide
Dr. Rajendra B. Magar Dr. Abdul Razak Honnutagi
Head of Department Director

iii
Project Report Approval for B. E.
This project report entitled “Effect of coconut fibre in concrete and to improve the workability
by incorporating an admixture” by of Shaikh Mohd Shadab Mohd Shafi , Siddiqui Saquib Masood
Mouzzam , Hamza Sayyed Hasham Ali , Shaikh Shamsuddoha Mohd Umar is approved for the degree of
“Bachelor of Engineering” in “Department of Civil Engineering”.
Examiners
1 ______________________
2 ______________________
Supervisors
1 ______________________
2 ______________________
Director
_______________________
Date:

iv
Declaration
We declare that this written submission represents my ideas in my own words and where others
ideas or words have been included, we have adequately cited and referenced the original
sources. we also declare that I have adhered to all principles of academics honesty and integrity
and have not misrepresented or fabricated or falsified any idea/data/fact/source in my
submission. we understand that any violation of the above will be cause for disciplinary action by
the Institute and can also evoke penal action from the sources which have thus not been properly
cited or from whom proper permission has not been taken when needed.
Shaikh Mohd Shadab Mohd Shafi
12CE54
Siddiqui Saquib Masood Mouzzam
12CE60
Hamza Sayyed Hasham Ali
12CE46
Shaikh Shamsuddoha Mohd Umar
12CE56

v
Table of Content
Acknowledgement
Abstract
List of Tables
1. Introduction
1.1 General
1.2 Comparison with other natural fiber
1.3 Coconut fibre in construction
2. Review of Literature
2.1 Literature review
3. MATERIALS AND METHODOLOGY
3.1 General
3.2 Materials
3.2.1 Binder Materials
3.2.1.1 Ordinary Portland Cement
3.2.2 Superplasticizers
3.2.3 Aggregates
3.2.3.1 Coarse Aggregates
3.2.3.2 Fine Aggregates
3.2.3.3 Coconut fibre
3.3 Experimental Programme
3.4 Methodology
3.4.1 Tests on coarse aggregate
3.4.2 Tests on fine aggregate
1
1
1
4
6
6
14
14
14
15
15
15
15
15
15
15
16
17

vi
3.4.3 Preparation and pretreatment of fibre
3.4.3.1 Fibre Preparation
3.4.3.2 Fibre pretreatment
3.4.4 Treatment with boiling water and washing
3.4.5 Master Glenium SKY8654
3.5 Mix design
3.6 Test procedure of Fresh Concrete and Hard Concrete
3.6.1 Workability Test
3.6.1.1 slump test
3.6.1.2 flow table test
3.6.2 Test On Hard Concrete
3.6.2.1 Compressive Strength Test
3.6.2.2 Split Tensile Test
3.7 Casting Of Cubes And Cylinder
3.7.1 Casting Of Cubes
3.7.2 Casting Of Cylinder
4. Results and Discussion
4.1 Test on fresh concrete
4.2 Test on hard concrete
4.2.1 Compressive Strength Of Concrete
4.2.1.1 Graphs
4.2.2 Split Tensile Strength Of Concrete
5. Conclusion
6. References
17
20
20
20
20
20
21
25
25
25
27
29
29
31
33
33
34
35
35
37
37
37
47
49

vii
Acknowledgement
I would like to express my sincere appreciation to all those who contributed to the successful
completion of this research programme. In particular, I would like to thanks the following
people.
I express my gratitude to my Guide and H.O.D of Civil Engineering Department of AIKTC,
Abdul Razzak Honnutagi for his guidance in completing the research work. His advice and
encouragement during the preparation of this report is sincerely appreciated.
I am extremely grateful to Sunil Reddy ,Worker In BASF Chemical Industries ,TURBHE for
their excellent guidance and for helping us by providing us with the necessary materials and vital
contacts required to complete this project.
I am thankful to all the Professor of Civil Engineering Department for their guidance and support
to this research. I would also like to extend my gratitude to the nonteaching staff of the AIKTC
Sincere thanks are extended to:
Wasim M.Patel for providing the cement and sands
J.M Mhatre Pvt. Ltd for providing Aggregates.
BASF Chemical company for providing the Super Plasticizer.
AMBER Coconut fibre LTD.

viii
ABSTRACT
Natural fibres are those fibre which are pollution free, environment friendly and does not have
any bad effect on climate. Every year there is ample amount of wastages of natural fibre .If these
natural fibres used as a construction material it could save the bio-reserves. They acts as green
construction material. Amongst all natural fibres, CF is the fibre which has the better physical
and chemical property also it is renewable, cheap, resistant to thermal conductivity, more
durable, highest toughness, most ductile then the other natural fibre, it is capable of taking strain
four time more than other fibres. Hence, CF is a best material to be used in construction.
The objective of this investigation is to enhance the strength properties of concrete using coconut
fibre. Addition of CF resulted into cohesive mix. To overcome this drawback the suitable dosage
of admixture was incorporated without effecting it strength properties.
In the present study the behavior of specimen with respect to compressive strength and the
cracking behavior of concrete and CFRC has been investigated. According to I.S. specification
different test is conducted to enhance the workability and strength properties by addition of CF.
different test such as slump test and flow table test on fresh concrete is carried out and
compressive strength and split tensile strength is carried out on hard concrete.
The present study involves the use of super plasticizer, master glenium 8654 (0.4% by mass cone
test) in M30 grade of concrete (grade ratio =1:1.918:2.898) which helps in enhancing the
workability without affecting the strength with CF (2%,3.5%,5%) and is compared with the
conventional concrete of same grade.

ix
List of Tables
Table
3.1
3.2
3.3
3.4
3.5
3.6
3.7
4.1
Caption
Properties of coarse aggregate
Sieve analysis
Zone analysis
Properties of fine aggregate
Mix proportions of concrete mixes
Cube casting schedule
Cylinder casting schedule
Workability test
Pg. No.
18
20
20
21
26
34
35
36
4.2 Compressive Strength Results 38
4.3 Split Tensile Results 43

Chapter 1
INTRODUCTION
1.1 General
Coconut fibre is extracted from the outer shell of a coconut. The common name, scientific name
and plant family of coconut fibre is Coir, Cocos nucifera and Arecaceae (Palm) respectively.
There are two types of coconut fibres, brown fibre extracted from matured coconuts and
white fibres extracted from immature coconuts. Coconut fibres are stiff and tough and have low
thermal conductivity. Coconut fibres are commercial available in three forms, namely bristle
(long fibres), mattress (relatively short) and decorticated (mixed fibres).
According to official website of International Year for Natural Fibres approximately,
500 000 tonnes of coconut fibres are produced annually worldwide, mainly in India and Sri
Lanka. India and Sri Lanka are also the main exporters, followed by Thailand, Vietnam, the
Philippines and Indonesia. Around half of the coconut fibres produced is exported in the form of
raw fibre.
There are many general advantages of coconut fibres.
e.g. they are moth-proof, resistant to fungi and rot, provide excellent insulation against
temperature and sound, not easily combustible, flame-retardant, unaffected by moisture and
dampness, tough and durable, resilient, springs back to shape even after constant use, totally
static free and easy to clean.
1.2 Comparison with other natural fiber
The stress strain relationship with other natural fibre as shown by the different researcher in fig
1.a 1.b & 1.c

Chapter 1 Introduction
2 | P a g e
50
40
30
Coconut
fibre
20
10
Fig.1a
Strain (%)
800
600
Ramie bast
Pineapple
Sansevieria Abaca
Sisal
200
Coconut
Fig.1b
Strain (%)
24
800 Pineapple
600
Banana
400
Sisal
200
Palmyrah
Coconut
Fig.1c
Strain (%)
39

3 | P a g e
Coconut fibre is differ from the other natural fibre because of the following physical and
chemical properties.
1. Coconut ﬁbres have the highest toughness compared to that of other natural
ﬁbres as reported by Majid ali et al.[10]
2. The strain of the coconut fibre is 24% to 39% while the other natural fibre are in the
range of 3% to 6% .[11]
3. Coconut fibre is the most ductile fibre amongst all natural fibres.[9]
4. Coconut fibres are capable of taking strain 4-6 times more than that of other fibres as
shown in the fig.1a,1b,1c reported by majid [10]
Figure 1.2 show a coconut tree, coconut and coconut fibres.
Figure 1.3 shows the structure (longitudinal and cross section) of an individual fibre cell
(Abiola, 2008).
Figure 1.4 shows the matured coconut fibres
Fig. 1.2 Coconut Tree, Coconut And Coconut Fibres

4 | P a g e
Fig. 1.3 Longitudinal and cross-section of a fibre cell (Abiola, 2008).
Fig. 1.4 Matured coconut fibers
1.3 Coconut fibre in construction
Plain concrete is a brittle material with low tensile strength. There has been a
steady increase in the use of short and randomly distributed natural ﬁbres to reinforce
the matrix (paste, mortar and concrete). Fibres alter the behaviour of concrete when a
crack occurs by bridging across the cracks (Fig.1.5), and thus can provide some post-

5 | P a g e
cracking toughness. Fibres crossing the crack guarantee a certain level of stress transfer
between both faces of crack, providing a residual strength to the composite, whose
magnitude depends on the fibre, matrix and fibre–matrix interface
Fig.1.5 Coconut fibre bridging crack
Strength and durability are often regarded as the most important criteria in
concrete structure designs. These criteria especially apply for marine structures, which are
exposed to hazardous environments and used in heavy-duty tasks such as resisting
abrasion and erosion from ocean waves, high loading for shipments, and high seismic
loading from the collision of water transports to the structure, among others.
The experimental results prove that the compressive and flexural strengths of the
structures improve up to 13% and 9%, respectively with the incorporation of coconut
fibers.reported by mahyuddin [7]

Chapter 2
REVIEW OF LITERATURE
2.1 Literature review
A brief outline of different literatures approaches along with few important references is
presented in the subsequent paragraph as follows.
Slate FO (1976)
Investigated compressive and flexural strength of coconut fibre reinforced
mortar. Two cement-sand ratios by weight, 1:2.75 with water cement ratio of 0.54 and 1:4 with
water cement ratio of 0.82 were considered. Fibre content was 0.08%, 0.16% and 0.32% by total
weight of cement, sand and water. The mortars for both design mixes without any fibres were
also tested as reference. Cylinders of 50 mm diameter and 100 mm height and beams of 50 mm
width, 50 mm depth and 200 mm length were tested. The curing was done for 8 days only. It was
found that, compared to that of plain mortar of both mix designs, all strengths were increased in
the case of fibre reinforced mortar with all considered fibre contents. However, a decrease in
strength of mortar with an increase of fibre content was also observed.
Cook et al (1978)
Reported the use of coconut fibre reinforced cement composites as low cost
roofing materials. The parameters studied were fibre lengths (2.5, 3.75 and 6.35 cm), fibre
volumes (2.5%, 5%, 7.5%, 10% and 15%) and casting pressure (from 1 to 2 MPa with an
increment of 0.33 MPa). They concluded that the optimum composite consisted of fibres with a

Chapter 2 Review Of Literature
7| P a g e
length of 3.75 cm, a fibre volume fraction of 7.5% and is casted under the pressure of 1.67 MPa.
A comparison revealed that this composite was much cheaper than locally available roofing
materials.
Aziz et al (1981)
Studied the mechanical properties of cement paste composites for different
lengths and volume fractions of coconut fibres. Aziz et al. concluded that the tensile strength and
modulus of rupture of cement paste increased when fibres up to 38 mm fibre length and 4%
volume fraction were used. A further increase in length or volume fraction could reduce the
strength of composite. The tensile strength of cement paste composite was 1.9, 2.5, 2.8, 2.2 and
1.5 MPa when it was reinforced with 38 mm long coconut fibre and the volume fractions of 2%,
3%, 4%, 5% and 6%, respectively. The corresponding modulus of rupture was 3.6, 4.9, 5.45, 5.4
and 4.6 MPa, respectively. 4% volume fraction of coconut fibres gave the highest mechanical
properties amongst all tested cases. With 4% volume fraction, they also studied the tensile
strength of cement paste reinforced with different lengths of coconut fibres. With the fibre
lengths of 25, 38 and 50 mm, the reported tensile strength was 2.3, 2.8 and 2.7 MPa, respectively.
The results indicated that coconut fibres with a length of 38 mm and a volume fraction of 4%
gave the maximum strength.
Paramasivam et al (1984)
Conducted a feasibility study of coconut fibre reinforced
corrugated slabs of 915 mm,460 mm,10 mm for low-cost housing. A cement–sand ratio of 1:0.5
and water–cement ratio of 0.35 were used. Test for flexural strength using third point loading
was performed. For producing required slabs having a flexural strength of 22 MPa, a fibre length
of 2.5 cm, a volume fraction of 3%, and a casting pressure of 0.15 MPa were recommended. The
thermal conductivity and absorption coefficient for low frequency sound were comparable with
those of asbestos boards.

8| P a g e
John et al (2005)
Studied the coir fibre reinforced low alkaline cement mortar taken from the
internal and external walls of a 12 year old house. The panel of the house was roduced using
1:1.5:0.504 (cement:sand:water, by mass) mortar reinforced with 2% of coconut fibres by
volume. Fibres removed from the old samples were reported to be undamaged. No significant
difference was found in the lignin content of fibres removed from external and internal walls,
confirming the durability of coconut fibres in cement composites.
Mohammad et al (2005)
Tested wall panels made of gypsum and cement as binder and
coconut fibre as reinforcement. Bending and compressive strength, moisture content, density and
water absorption were investigated. As expected, coconut fibres did not contribute to bending
strength of the tested wall panels. Compressive strength increased with the addition of coconut
fibres. There was no considerable change of moisture content with coconut fibres. However,
moisture content increased with time. Water absorption of panels was not significantly affected
with an increase in fibre content.
Ramakrishna et al (2005)
He is investigated the variation in chemical composition and
tensile strength for four natural fibres, i.e. coconut, sisal, jute and hibiscus cannabinus
fibres, when subjected to alter- nate wetting and drying, continuous immersion for 60
days in water, saturated lime and sodium hydroxide. The chemical composition of all
fibres changed because of immersion in the considered solutions. Continuous immersion
was found to be critical due to the loss of their tensile strength. However, coconut fibres
were reported best for retaining a good percentage of its original tensile strength in all
tested conditions.
He also Carried out the experiments on impact resistance of slabs using a falling weight
of 0.475 kg from a height of 200 mm. The slabs consisted of 1:3 cement–sand mortar with the
dimension of 300 mm _ 300 mm _ 20 mm. They were reinforced with coconut, sisal, jute and
hibiscus cannabinus fibres having four different fibre contents of 0.5%, 1.0%, 1.5% and 2.5% by

9| P a g e
weight of cement and three fibre lengths of 20, 30 and 40 mm. A fibre content of 2% and a fibre
length of 40 mm of coconut fibres showed the best performance by absorbing 253.5 J impact
energy. At ultimate failure all fibres, except coconut fibres, showed fibre fracture while coconut
fibre showed fibre pull-out. The ultimate failure was determined based on the number of blows
required to open a crack in the specimen sufficiently and for the propagation of the crack through
the entire depth of the specimen.
Li et al (2006)
Studied untreated and alkalized coconut fibres with the lengths of 20 mm and 40
mm as reinforcement in cementitious composites. Mortar was mixed in a laboratory mixer at a
constant speed of 30 rpm, with cement: sand: water: super plasticizer ratio of 1:3:0.43:0.01 by
weight, and fibres were slowly put into the running mixer. The resulting mortar had a better
flexural strength (increased up to 12%), higher energy absorption ability (up to 1680%) and a
higher ductility (up to 1740%), and is lighter than the conventional mortar.
Reis et al (2006)
Performed third-point loading tests to investigate the flexural strength, fracture
toughness and fracture energy of epoxy polymer concrete reinforced with coconut, sugarcane
bagasse and banana fibres. The investigation revealed that fracture toughness and energy of
coconut fibre reinforced polymer concrete were the highest, and an increase of flexural strength
up to 25% was observed with coconut fibres.
Asasutjarit et al (2007)
Determined the physical (density, moisture content, water absorption
and thickness swelling), mec(modulus of elasticity, modulus of rupture and internal bond) and
thermal properties of coir-based light weight cement board after 28 days of hydration. The
hysical and mechanical properties were measured by Japanese Industrial Standard JIS A 5908-
1994 and the thermal properties according to JIS R 2618. The parameters studied were fibre
length, coir pre-treatment and mixture ratio. 6 cm long boiled and washed fibres with the
optimum cement:fibre:water weight ratio of 2:1:2 gave the highest modulus of rupture and

10| P a g e
internal bond amongst the tested specimens. The board also had a thermal conductivity lower
than other commercial flake board composite.
Baruah et al (2007)
Investigated the mechanical properties of plain concrete (PC) and fibre
reinforced concrete (FRC) with s fibre volume fractions ranging from 0.5% to 2%. Steel,
synthetic and jute and coconut fibres were used. Here, the discussion is limited to the coconut
fibres reinforced concrete (CFRC) only. The cement:sand:aggregate ratio for plain concrete was
1:1.67:3.64, and the water cement ratio was 0.535. Coconut fibres having length of
4 cm and an average diameter of 0.4 mm with volume fraction of 0.5%, 1%, 1.5% and 2% were
added to prepare CFRC. The sizes of specimens were (1) 150 mm diameter and 300 mm height
for cylinders
(2) 150 mm width, 150 mm depth and 700 mm length for beams, and
(3) 150 mm cubes having a cut of 90 mm _ 60 mm in cross-section and
150 mm high for L-shaped shear test specimens.
All specimens were cured for 28 days. The compressive strength r, splitting tensile strength
(STS), modulus of rupture (MOR) using four point load test and shear strength s, are shown in
Table 1 for PC and CFRC. It can be seen that CFRC with 2% fibres showed the best overall
performance amongst all volume fractions. The compressive strength, splitting tensile strength,
modulus of rupture and shear strength of coir fibre reinforced concrete with 2% fibres by volume
fraction were increased up to 13.7%, 22.9%, 28.0% and 32.7%, respectively as compared to
those of plain concrete. Their research indicated that all these properties were improved as well
for CFRC with other fibre volume fractions of 0.5%, 1% and 1.5%. Even for CFRC with small
fibre volume fraction of 0.5% the corresponding properties were increased up to 1.3%, 4.9%,
4.0% and 4.7%, respectively.
Li et al (2007)
Studied fibre volume fraction and fibre surface treatment with a wetting agent
for coir mesh reinforced mortar using nonwoven coir mesh matting. They performed a four-point
bending test and concluded that cementitious composites, reinforced by three layers of coir mesh
with a low fibre content of 1.8%, resulted in a 40% improvement in the maximum flexural

11| P a g e
strength. The composites were 25 times stronger in flexural toughness and about 20 times higher
in flexural ductility. To the best knowledge of the authors the only research [25] on the static
CFRC properties is done with only one coir fibre length of 4 cm. With regard to dynamic
properties of CFRC, no study has been reported. Dynamic tests had been performed only for
concrete reinforced by other fibres, e.g. polyolefin fibres [32] or rubber scrap [33]. To reveal the
consequence of fibre length for CFRC properties, thorough investigations involving more fibre
lengths and other parameters are required in order to have reliable insights. To be ableregions,
the knowledge of static and dynamic properties of CFRC is necessary. This study is the first step
in filling this knowledge gap. CFRC can be used in blocks, parking pavements to avoid shrinkage
cracks. Even it can also be used in normal reinforced concrete to improve its behaviour during
earthquake. But it needs to be properly investigated before implementation.
Abiola et al (2008)
Evaluated the mechanical properties (load-extension curves, stress strain
curves, Young’s modulus, yield stress, stress and strain at break) inner and outer coconut fibres
experimentally, and the results were verified by finite element method using a
commercial software ABAQUS. The author found that the inner coconut fibre had a higher
mechanical strength as compared to that of outer fibre, but the outer coconut fibre had a higher
elongation property which could makes it to absorb or with stand higher stretching energy as
compared to the inner coconut fibre.
Majid Ali et al (2011)
He investigated and studied the versatility and application of
coconut fibre in different fields. He concluded that Coconut fibre are reported as more
ductile and energy absorbent material. It is concluded that coconut fibre have potential
to be used in composite for different purpose.

12| P a g e
Majid Ali et al (2012)
Investigate the effect of fibre embedment lengths, diameters,
retreatment conditions and concrete mix design ratios on the bond strength between
single coconut fibre and concrete is investigated. He is investigated the bond strength
between the coconut fibre in the concrete and the result shown that fibre have the
maximaum bond strength with concrete under the following condtion.
1. When the embedment length of the fibre is 30 mm
2. Fibres are thick
3. When the fibre is treated with boiling water
4. The concrete mix design ratio should be 1:3:3
He concluded that based on these conducted experiment empirical equation are
developed to determine the bond strength
ζ = αβ[aL3
+bL2
+c(L-1)]
Where L is the embedment length (in cm) of coconut fibre in concrete; a, b and c are its
constants having values of —0.0166, 0.112 and —0.188, respectively
Experiments have been performed to investigate the mechanical and dynamic properties of
coconut fibre reinforced concrete (CFRC). The mechanical properties are static modulus of
elasticity Estatic, compressive strength r, compressive toughness Tc, splitting tensile strength
STS, modulus of rupture MOR, total toughnes and density. These properties are also compared
with those of plain concrete. The dynamic properties are damping ratio n, fun-damental
frequency f and dynamic modulus of elasticity Edynamic of CFRC beams. The considered fibre
lengths are 2.5, 5 and 7.5 cm and the fibre contents are 1%, 2% and 3% for all fibre lengths, and
5% for 2.5 and 5 cm long fibres. Three specimens of CFRC are tested for each combination of
fibres to get reliable average results.
The static investigation reveals the testing confirmed that coconut fibres in concrete can
improve its flexural toughness considerably for all considered cases. The CFRC with 5 cm long
fibres having 5% fibre content has an increased r, Tc, MOR and TTI up to 4%, 21%, 2% and

13| P a g e
910%, respec-tively, and decreased Estatic, STS and density up to 6%, 2% and 3%, respectively,
as compared to that of plain concrete.
Shreeshail.B.H et al (2014)
They investigate the study of possibilities to use the coconut
fiber in addition to the other constituents of concrete and to study the strength properties. A
literature survey was carried out, which indicates that the detailed investigation of coconut fiber
concrete is necessary. In the present study the deformation properties of concrete beams with
fibers under static loading condition and the behavior of structural components in terms of
compressive strength for plain concrete(PC) and coconut fiber reinforced concrete(CFRC) has
been studied.

CHAPTER 3
MATERIALS AND METHODOLOGY
3.1 General
The present study envisages the performance of coconut fiber reinforced concrete on
replacement of cement. This chapter gives detail account of the various materials used in
present study along with its physical, chemical and other allied properties/ characteristics. It
also accomplish the objectives of the study, the experimental program was carried out on cubes
and cylinders. The details of the materials used for these specimens and testing procedure
incorporated in the test program are presented in the subsequent sections.
3.2 Materials
In view of the proposed experimental study, the materials such as Super plasticizers, Ordinary
Portland Cement, Coir or Coconut Fibers, Aggregates (Metal 10, Metal 20) and Crushed Sand
were used.

Chapter 3 Methodology
15 | P a g e
3.2.1 Binder Materials
3.2.1.1 Ordinary Portland Cement
The cement used in the said investigation comprised of Ordinary Portland Cement (Ultratech
Cement of 53 Grade) which was made available by local supplier from panvel.
3.2.2 Super plasticizers
The super plasticizer used, namely Master Glenium SKY8654, was procured from BASF Pvt.
Ltd. Turbhe.
3.2.3 Aggregates
3.2.3.1 Coarse Aggregates
Coarse aggregates of 20 mm and 10 mm nominal size having specific gravity 2.66 confirming to
IS 383:1970 was used in this investigation.
3.2.3.2 Fine Aggregates
Crushed sand of zone-II having specific gravity 2.64 confirming to IS 383:1970 was used in
this Investigation.
Coconut fibers
The coconut fiber is collected from ---. Average diameter of fiber is 0.0220 cm, the average
length of the fiber is almost 25 cm. after analyzing and referring the journals, fiber was cut to
2.5cm.
3.3 Experimental Programme.
The present study involves a series of various tests performed on various materials to arrive upon
certain physical properties wherever required and if not given along with the prominent tests to

16 | P a g e
evaluate the strength parameters. The various tests that were conducted during the present study
include:
1. Determination of specific gravity of aggregates and crushed sand.
2. Determination of water absorption of aggregates and crushed sand.
3. Preparation and pre-treatment of coir.
4. Determination of Compressive strength of concrete.
5. Determination of split tensile strength of concrete
6. Determination of super plasticizer by mass cone test
3.4 Methodology
A concrete mix was designed to achieve the minimum grade as required by IS 456 –
2000. The investigation done by the different proportion of coconut fibre in the concrete mix
design.
By referring the journal number [14]-As the fibre content is increased the mix became more
cohesive & the workability is decreased. Therefore the suitability of coconut fibre reinforced
concrete with super plasticizer is studied in comparison with different proportion of coconut
fiber.
By adding the coconut fibre the workability was not achieved which was required. Therefore a
superplasticizer is added which gave the good workability and also not affect on the properties
and strength of concrete. The optimum percentage of master gylanium is determine with the help
of mass cone test.
Minimum of three test specimen was taken for each analysis. The following tests conducted on
the respective specimens.
 Compressive Strength on cube
 Splitting Tensile Strength on cylinder
Concrete mixes of grade M30 was made using OPC. Replacement of cement was made using
Supplementary Coconut Fibers, with defined percentage 2%, 3.5%, 5% repectively.

17 | P a g e
The concrete mixes were tested for compressive strength at 3 days, 14 days, and 28 days of
curing.
Following section describes the experimental programme and the procedures used for
conducting various tests involved in the programme.
Tests on Materials
3.4.1 Tests on coarse aggregate
The coarse aggregate passing through 20mm size sieve and retaining on 10mm sieve is tested as
per IS:2386-1963 and properties are listed in table 3.1
Table 3.1 Properties of Aggregate
Sr.no Property Value
1 Specific gravity 2.66
2 Water absorption 2.92%
3.4.2 Tests on Fine aggregate
The fine aggregate passing through 4.75mm size sieve is tested as per IS:2386 and properties
are listed below.
 SIEVE ANALYSIS
Sieve analysis helps to determine the particle size distribution of the coarse and fine aggregates.
This is done by sieving the aggregates as per IS: 2386 (Part I) – 1963. In this we use different
sieves as standardized by the IS code and then pass aggregates through them and thus collect
different sized particles left over different sieves. Fig.3a shows the distribution of fine aggregate.
I. The apparatus used are –A set of IS Sieves of sizes – 80mm, 63mm, 50mm,
40mm,31.5mm, 25mm, 20mm, 16mm, 12.5mm, 10mm, 6.3mm,4.75mm, 3.35mm,
2.36mm, 1.18mm, 600μm, 300μm, 150μm and 75μm.
II. Balance or scale with an accuracy to measure 0.1 percent of the weight of the test
sample.

18 | P a g e
The weight of sample available should not be less than the weight given below:
The sample for sieving should be prepared from the larger sample either by quartering or by
means of a sample divider.
Procedure to determine particle size distribution of Aggregates.
1. The test sample is dried to a constant weight at a temperature of 110 + 5oC and weighed.
2. The sample is sieved by using a set of IS Sieves.
3. On completion of sieving, the material on each sieve is weighed.
4. Cumulative weight passing through each sieve is calculated as a percentage of the total
sample weight.
5. Fineness modulus is obtained by adding cumulative percentage of aggregates retained on
each sieve and dividing the sum by 100.
Fig. 3a Sieve analysis of Fine aggregate.

19 | P a g e
Table 3.2 & 3.3 shows the sieve analysis and zone analysis
Observation Table:
Table 3.2: Sieve Analysis
Sieve
Average
Weight (gm.)
Percentage
Retained
Cumulative
% retained
Cumulative
% passing
4.75 mm - - - -
2.36 mm 25 1.23 1.23 98.77
1.18 mm 665 32.75 33.98 66.02
600 micron 760 37.43 71.41 28.59
300 micron 460 22.66 94.07 5.93
150 micron 95 4.67 98.74 1.26
pan 25 1.23 100 0
Table 3.3: Zone Analysis
I.S. Sieve mm
Percentage Passing
Remarks
As per actual test
IS Requirements for
Zone I Zone II
4.75 mm - 90-100 90-100
Falling in
Zone I
2.36 mm 25 60-95 75-100
1.18 mm 665 30-70 55-90
600 micron 760 15-34 35-59
300 micron 460 5-20 8-30
150 micron 95 0-20 0-20

20 | P a g e
Fig 3.4 shows the properties of aggregates such as specific and sieve analysis of fine
aggregate.
Table 3.4 Properties of Aggregate
Property Value
1 Specific gravity 2.64
2 Sieve Analysis Zone I
3.4.3 Preparation and pretreatment of fibers.
3.4.3.1Fiber preparation
Coconut fibres are loosed and soaked in tap water for 30 min to soften the fibres and to
remove coir dust. Fibres are washed and soaked again for 30 min. Washing and soaking
are repeated three times. Fibres are then straightened manually and combed with a steel
comb. To accelerate drying process, wet long fibres are put in an oven at 30 °C for
10–12 h where for the most part moisture is removed and the chance of fibre burning is
avoided. The fibres are then dried in the open air.
3.4.4 Fibre pre-treatment
Only soaked and medium fibres are chosen for further pre- treatments as follows:
3.4.5 Treatment with boiling water and washing. The soaked fibres are put in boiling
water for 2 h. They are then washed with tap water until the colour of the water
is clear. The fibres are then dried in the same manner as the soaked fibres. These
treated fibres are named as boiled fibres.
3.4.6 Master Glenium SKY8654:
Optimum dosage of 0.4% of super plasticer of master glenium
SKY8654 was obtained using marsh cone test with w/c ratio: 0.5.

21 | P a g e
Fig.3b shows the mass cone test in which how the percentage of
master glenium is set as an admixture
Fig. 3b Marsh Cone Test
3.5 Mix Design:
3.5.1 Designing Mix Step wise:
1. Stipulations for Proportioning
Grade designation : M30
Type of cement : OPC {conforming to IS: 489 (part 1)}
Maximum nominal size of aggregate :
Minimum cement content :
Maximum water-cement ratio : 0.5
Exposure condition : Medium
Degree of quality control : Fair
Type of aggregate : Crushed angular aggregate
Maximum cement content :
Chemical admixture type : Super-plasticizer
(0.1 %)
2 gm
(0.2%)
4 gm
(0.3%)
6 gm
(0.4%)
8 gm
(0.5%)
10 gm
(0.6%)
12 gm
(0.7%)
14 gm
(0.8%)
16 gm
time 6.95 6.55 6.03 6.26 5.82 4.78 4.56 4.23
0
1
2
3
4
5
6
7
8
Timeinsec
Marsh cone test

22 | P a g e
2. Test Data for Materials
Cement used : OPC (conforming to IS: 489 (part 1))
Specific gravity of cement : 3.15
Chemical admixture : Super-plasticizer conforming to IS 9103
Specific gravity of
Coarse aggregate : 2.66
Fine aggregate : 2.64
Water absorption:
Coarse aggregate : -
Fine aggregate : -
Sieve analysis : Conforming to grading Zone I
of Table 4 of IS 383
2. Target Strength for Mix Proportioning
Where:
= Target average compressive strength at 28 days.
= Characteristic compressive strength at 28 days.
= Standard deviation.
From Table I,
Standard deviation = ⁄ .
Therefore, target strength =
= ⁄ .
3. Selection of Water - Cement Ratio
From Table 5 of IS 456:2000, maximum water-cement ratio = 0.5.

23 | P a g e
4. Selection of Water - Content
From Table 2, maximum water content =
5. Calculation of Cement
Water-cement ratio = 0.5
Cementitious material content = ⁄
From Table 5 of IS 456:2000,
Minimum cement = ⁄
Content for “severe” exposure conditions
⁄ ⁄ , Hence OK.
6. Proportion of Volume of Coarse Aggregate and Fine Aggregate Content
From Table 3, volume of coarse aggregate corresponding to size aggregate and fine
aggregate of Zone II for water-cement ratio of .
Total volume of aggregate = 1
= 1
= 0.6881
Mix Calculations
The mix calculations per unit volume of concrete shall be as follows:
Volume of concrete = .
Volume of cement

24 | P a g e
= .
Volume of water
= .
Mass of coarse aggregate =
=
= .
Mass of fine aggregate =
=
= .
7. Mix Proportions
Cement = .
Water = .
Fine aggregate = .
Coarse aggregate =
Water-cement ratio =

25 | P a g e
Table 3.5 Mix proportion
3.6 Test procedure of Fresh Concrete and Hard Concrete.
3.6.1 Workability Test:
Test on fresh concrete were carried out to determine the workability of conventional concrete
as well as with CFRC as per IS CODE 1199-1959 and the procedure of slump cone test and
flow table test are as follows.
3.6.1.1 Slump Test
Slump test is the most common test to evaluate the workability of a fresh concrete in worldwide.
Although the slump test „does not measure the workability of concrete‟ (Neville, 1997), it is
useful to „obtain the difference in the consistency of fresh concrete‟ (Murdock et. al, 1968) and
detecting „variations in the uniformity of concrete mix‟ (Neville, 1997). The apparatus of slump
test is simple, portable and suitable for laboratory and on-site testing. After the concrete was fully
mixed, the fresh concrete was undertaken for use in the slump test. The test procedure was
carried out accordance with IS: 1199 - 1959. The apparatus of slump test was shown in fig.3.6.a
Apparatus:
The following apparatus and equipment complying with the relevant provisions of
IS: 1199 -1959 were used.
Mould:
The mould shall be constructed of metal (brass or aluminum shall not be used) of at least l-6 mm
(or 16 BG) thickness and the top and bottom shall be open and at right angles to the axis of the
cone. The mould shall have a smooth internal surface. It shall be provided with suitable foot
w/c (kg/ ) Cement content
(kg/ )
Fine aggregate
(kg/ )
Coarse aggregate
(kg/ )
189.44 378.88 726.74 1098.367
0.5 1 1.918 2.898

26 | P a g e
pieces and also handles to facilitate lifting it from the moulded concrete test specimen in a
vertical direction as required by the test. A mould provided with a suitable guide attachment may
be used.
Dimensions of the mould were as below.
Bottom diameter = .
Top diameter = .
Vertical height = .
Tamping Rod: The tamping rod shall be of steel or other suitable material, 16 mm in diameter,
0.6 m long and rounded at one end.
Scoop: An appropriate size which large enough to accommodate the maximum size of
aggregate in the concrete mix.
Base plate: A smooth, rigid and non-absorbent material of base metal plate with minimum
3.0mm thickness.
Ruler: Appropriate steel ruler is required for measurement of slump height.
Fig.3.6.a Slump Cone Apparatus

27 | P a g e
Test Procedure
The test procedure was in accordance to IS: 1199 - 1959. The procedure of the testing was as
follow.
1. The internal surface of the mould was cleaned (free from set concrete) and moistened with a
damp cloth immediately before beginning of each test.
2. The mould placed on a smooth and horizontal surface. The mould was hold firmly by
standing on the foot pieces against the base plate while the mould is being filled.
3. The mould was filled in three layers approximately one-third of the height of the mould. Each
layer was rodded 25 strokes with the metal rod. The strokes were distributed in a uniform
manner over the cross-section of the mould.
4. After the top layer has been rodded, the excessive concrete on the top of the mould strike off
or rolled off with the rodded. A firm downward pressure was maintained at all times until the
mould is removed.
5. The mould was immediately removed from the concrete by raising it‟s slowly and carefully
in a vertical direction, allowing the concrete to collapse.
6. The mould was placed upside down next to the collapse concrete. The steel rod was
positioned on to the mould.
7. The slump immediately was measured by determining the difference between the height of
the mould and the average height of the top surface of the concrete.
3.6.1.2 Flow Table Test :
OBJECTIVE
For determination of consistency of concrete where the nominal maximum size of aggregate does
not exceed 38 mm using flow table apparatus.

28 | P a g e
REFERENCE STANDARD
IS : 1199 – 1959 – Method of sampling and analysis of concrete.
EQUIPMENT & APPARATUS
 Fig3.6.b shows the Flow table test apparatus
Fig. 3.6.b Flow table test
ROCEDURE
1. Before commencing test, the table top and inside of the mould is to be wetted and cleaned of
all gritty material and the excess water is to be removed with a rubber squeezer.
2. The mould is to be firmly held on the centre of the table and filled with concrete in two
layers, each approximately one-half the volume of the mould and rodded with 25 strokes
with a tamping rod, in a uniform manner over the cross section of the mould.
3. After the top layer has been rodded, the surface of the concrete is to be struck off with a
trowel so that the mould is exactly filled.
4. The mould is then removed from the concrete by a steady upward pull.
5. The table is then raised and dropped from a height of 12.5 mm, 15 times in about 15
seconds.

29 | P a g e
6. The diameter of the spread concrete is the average of six symmetrically distributed caliper
measurements read to the nearest 5 mm.
CALCULATION
The flow of the concrete is the percentage increase in diameter of spread concrete over the base
diameter of the moulded concrete, calculated from the following formula.
-----------------(1)
3.6.2 Tests on Hard concrete.
Tests on hard concrete were carried out to determine the strength of conventional concrete and
modified with CFRC and admixture.
Age of Testing
For each mix, sets of three cubes were cast and cured and these were then tested at each of the
following test ages: 3 days, 14 days and 28 days.
3.6.2.1 Compressive Strength Test:
Compressive strength of a concrete is a measure of its ability to resist static load, which tends to
crush it. Most common test on hardened concrete is compressive strength test. It is because the
test is easy to perform. Furthermore, many desirable characteristic of concrete are qualitatively
related to its strength and the importance of the compressive strength of concrete in structural
design. The compressive strength gives a good and clear indication that how the strength is
affected with the self-curing additives in the test specimens.
The compressive strength of concrete can be calculated using the following eqn(2)

30 | P a g e
Where:
= Compressive strength of concrete (MPa).
P = Maximum load applied to the specimen in .
A = Cross sectional area of the specimen ( ).
Apparatus
Machine: Automated compression testing machine.
Mould Size:
Fig. no. 3.6.c Compression Testing Machine (CTM)

31 | P a g e
Test Procedure
The test procedure was in accordance to IS: 516 - 1959. The procedure of the testing was as
follow.
1. All moist cured specimens that need to be test and the measuring of the concrete
specimens were conducted immediately after the specimens were removed from the
curing room.
2. The mass of each specimen was weight and recorded.
3. The platens of the testing machine were cleaned with a clean rag to ensure it is free from
films of oil and particles of grit.
4. The uncapped surfaces of the specimens was wiped and brushed to remove free loose
particles.
5. The specimen was placed in the testing machine (between the two platens). The axis of
the specimens was carefully aligned with the center of thrust of the spherically seated
platen.
6. Force was applied without shock and increase continuously.
3.6.2.2 Split Tensile Test.
To determine the split tensile strength of concrete of given mix proportions.Fig 3.6.d shows the
split tensile apparatus in which a std size of 150mm_300mm concrete cylinder is used for testing.
Apparatus
Compression testing machine weighing machine mixer, tamping rods

32 | P a g e
Fig. 3.6.d Split Tensile Test
Test Procedure
1. Take mix proportion as 1:2:4 with water cement ratio of 0.6. Take 21kg of coarse
aggregate, 10.5 kg of fine aggregate 5.25kg of cement and 3.l5 litres of water. Mix them
thoroughly until uniform colour is obtained. This material will be sufficient for casting
three cylinders of the size 150mm diameter X 300 mm length.
2. Pour concrete in moulds oiled with medium viscosity oil. Fill the cylinder mould in four
layers each of approximately 75 mm and ram each layer more than 35 times with evenly
distributed strokes.
3. Remove the surplus concrete from the tope of the moulds with the help of the trowel.
4. Cover the moulds with wet mats and put the identification mark after about 3 to 4 hours.

33 | P a g e
5. Remove the specimens from the mould after 24 hours and immerse them in water for the
final curing. The test are usually conducted at the age of 7-28 days. The time age shall be
calculated from the time of addition of water to the dry ingredients.
6. Apply the load without shock and increase it continuously at the rate to
produce a split tensile stress of approximately 1.4 to 2.1 N/mm2/min, until no
greater load can be sustained. Record the maximum load applied to specimen
Note the appearance of concrete and any unusual feature in the type of failure.
7. Compute the split tensile strength of the specimen to the nearest 0.25 N/mm2.
3.7 Casting Of Cubes And Cylinder
3.7.1 Casting of Cubes
Fig 3.7 show the quantity of cubes required for different mixes.
Table 3.7 Cube casting schedule
No. of Cubes of Various types of concrete mix Without admixture
Days Conventional 2% CF 3.5% CF 5% CF
3 Days 3 3 3 3
7 Days 3 3 3 3
28 Days 3 3 3 3
No of cubes of various types of concrete mix with admixture (0.4%)
3 Days 3 3 3 3
7 Days 3 3 3 3
28 Days 3 3 3 3
Total 18 18 18 18

34 | P a g e
Fig. 3.6.b cube moulds.
3.7.2 Casting of cylinder: Fig 3.8 show the quantity of cubes required for different mixes
Table 3.7 Cylinder Casting Schedule
No. of Cylinders of Various types of concrete mix Without
admixture
Days Conventional 2% CF 3.5% CF
3 Days 3 3 3
7 Days 3 3 3
28 Days 3 3 3
No of cylinders of various types of concrete mix with
admixture (0.4%)
3 Days 3 3 3
7 Days 3 3 3
28 Days 3 3 3
Total 18 18 18

35 | P a g e

Chapter 4
Results
4.General: The observations of the various tests on Fresh And Hard CFRC was conducted
such as flow tests, slump test, compressive test of concrete and split tensile tests have been
analyzed and the behavior is studied. The results of the analysis are discussed in the subsequent
sections. The various types of cubes and cylinders of different mix were tested under
compression testing machine.
4.1 Tests on Fresh concrete
Tests on fresh concrete were carried out to determine the workability of normal concrete as
well as CFRC as per IS: 1199-1959. The properties of the tests are listed in the table 4.1
Table 4.1 Workability Test
Different mix Fresh Concrete without
admixture
Fresh Concrete with admixture
Proportion Slump value Flow table test Slump value Flow Table Test
Normal
concrete 110 mm 92% 125 mm 97%
with 2% fibre
100 AR 40 mm 52% 95 mm 71%
with 3.5% fibre
100 AR 22 mm 50% 78 mm 62%
with 5% fibre
100 AR 0 mm 44% 20 mm 53%

Chapter 4 Results
36 | P a g e
Fig.4.a Slump cone tests
Fig.4.b Flow Table Test
Fig 4.a shows the workability of concrete with and without admixture with the difference mixes
of CFRC and as the admixture is added slump value is rises and so that the workability is
increases
Fig 4.b shows the workability of concrete with and without admixture with the difference mixes
of CFRC and as the admixture is added flow value is rises and so that the workability is
increases
NC
CF
2%
CF
3.5%
CF
5%
Series1 110 40 22 0
0
20
40
60
80
100
120Slumpinmm
Without Admixture
NC CF 2%
CF
3.5%
CF 5%
Series1 92 52 50 44
0
20
40
60
80
100
flowin%
Without Admixture
NC
CF
2%
CF
3.5%
CF
5%
Series1 97 71 62 53
0
20
40
60
80
100
120
flowin% With Admixture
NC
CF
2%
CF
3.5%
CF
5%
Series1 125 95 78 20
0
20
40
60
80
100
120
140
Slumpinmm
With Admixture

Chapter 4 Results
37 | P a g e
4.2Tests on Hard concrete
4.2.1 Compressive strength of concrete:
The mean of compressive strength results for all the mixes are given in Table 4.3.
Table 4.2 Compressive Strength Results
The results presented in Table 4.2 shows that the compressive strength of concrete with 2% CF
and 0.4% Admixture combination is higher than the normal concrete for 3, 14 and 28 days. At 3
days, the compressive strength is 20.5% higher than the normal concrete. Similarly at 14 days
and 28 days, these values are 55.31% and 28% respectively.
4.2.1.1 Graphs:
Following are the graphs of results obtained from the various concrete mix:
The graphs which are presented shows the compressive strength of the concrete
without and with admixture.
No. of Cubes of Various types of concrete mix
Without admixture
No of cubes of various types of
concrete mix With admixtures (0.4%)
Days Normal 2% CF 3.5%
CF
5%
CF
Normal 2% CF 3.5%
CF
5%
CF
3 Days 20.8 24.36 21.27 15.23 21.3 25.06 20.80 14.73
14 Days 22.8 34.84 31.15 26.55 24.36 35.41 32.00 24.15
28 Days 31.7 39.05 38.3 30.34 33.8 40.55 38.35 28.94

Chapter 4 Results
38 | P a g e
1. Conventional concrete mix (without admixture).
2. 2% CFRC mix (without admixture).
cube 1 cube 2 cube 3
Series1 31.7 31.5 31.9
31.3
31.4
31.5
31.6
31.7
31.8
31.9
32
StrengthinMpa
Conventional mix
Series1 39.05 39.03 39.07
39.01
39.02
39.03
39.04
39.05
39.06
39.07
39.08
StrengthinMpa
2% CFRC
Fig.4.2.a. 28 days compressive strength of conventional mix: Fig. 4.2.a shows a plot of
compressive strength of three cubes tested. It is observed that the mean strength is 31.70 MPa
of normal concrete without admixture
Fig.4.2.b. 28 days compressive strength of 2 % CFRC : Fig. 4.2.b shows a plot of
when 2% CFRC added but without admixture.

Chapter 4 Results
39 | P a g e
3. 3.5% CFRC mix (without admixture).
Series1 38.1 38.3 38.5
37.9
38
38.1
38.2
38.3
38.4
38.5
38.6
strengtthinMpa
3.5% CFRC
Series1 30.3 30.35 30.37
30.26
30.28
30.3
30.32
30.34
30.36
30.38
strengthinMPa
5% CFRC
Fig. 4.2.c. 28 days compressive strength of 3.5 % CFRC : Fig. 4.2.c shows a plot of
when 3.5% CFRC added but without admixture.
Fig. 4.2.d. 28 days compressive strength of 5 % CFRC: Fig. 4.2.d shows a plot of
when 5% CFRC added but without admixture.

Chapter 4 Results
40 | P a g e
5. Combined graph of 1,2,3,4
Fig.4.2.e. Comparision Graph
The combined graph in Fig. 4.2.e shows a plot of comparative compressive strengths of three
combinations and also the conventional concrete. It is observed that the highest compressive
strength is 39.05 MPa for 2% CFRC without admixture.
3dy 14day 28day
CONVENTIONAL 20.8 22.8 31.7
2 % CFRC 24.36 34.84 39.05
3.5 CFRC 21.27 31.15 38.3
5 % CFRC 15.23 26.55 30.34
0
5
10
15
20
25
30
35
40
45
STRENGTHINMPa
COMPARISION

Chapter 4 Results
41 | P a g e
6. Conventional concrete mix (with admixture).
7. 2% CFRC mix (with admixture).
Series1 40.56 40.51 40.58
40.46
40.48
40.5
40.52
40.54
40.56
40.58
40.6
StrengthinMPa
2% CFRC
Series1 33.8 33.5 34.1
33.2
33.4
33.6
33.8
34
34.2
strengthinMPa
Conventional
Fig.4.3.a. 28 days compressive strength of con mix: Fig. 4.3.a shows a plot of compressive
strength of three cubes tested. It is observed that the mean strength is 33.80 MPa of normal
concrete with admixture
Fig.4.3.b. 28 days compressive strength of 2%CFRC: Fig. 4.3.b shows a plot of
compressive strength of three cubes tested. It is observed that the mean strength is 40.55
MPa when 2% CFRC added with admixture.

Chapter 4 Results
42 | P a g e
8. 3.5% CFRC mix (with admixture).
Series1 38.34 38.39 38.33
38.3
38.32
38.34
38.36
38.38
38.4
StrengthinMPa
3.5% CFRC
Series1 28.93 28.96 28.94
28.91
28.92
28.93
28.94
28.95
28.96
28.97
StrengthinMPa
5% CFRC
Fig.4.3.c. 28 days compressive strength of 3.5% CFRC: Fig. 4.3.c shows a plot of
when 3.5% CFRC added with admixture.
Fig.4.3.d. 28 days compressive strength of 5%CFRC: Fig. 4.3.d shows a plot of
when 5% CFRC added with admixture.

Chapter 4 Results
43 | P a g e
10.Combined graph of 6,7,8,9
Fig.4.3.e. Comparision
The combined graph in Fig. 4.3.e shows a plot of comparative compressive strengths of three
strength is 40.55 MPa for 2% CFRC with admixture.
3 Days 14 Days 28 Days
NC 21.3 24.36 33.8
CF 2% 25.06 35.41 40.55
CF 3.5% 20.8 32 38.35
CF 5% 14.73 24.15 28.94
0
5
10
15
20
25
30
35
40
45
StrengthinMPa
Comparision

Chapter 4 Results
44 | P a g e
4.2.2 Split Tensile Test: All the cylinders will be tested in a ‘Compressive Testing Machine’
to determine the split tensile strength of the cylinders
Table 4.3 Split Tensile Result
The results presented in Table 4.3 shows that the split tensile strength of concrete with 2% CF
and 0.4% Admixture combination is higher than the normal concrete for 3, 14 and 28 days. At 3
days, the tensile strength is 124.6% higher than the normal concrete. Similarly at 14 days and 28
days, these values are 112.5% and 112.3% respectively.
4.2.1.2 Graphs:
Following are the readings of results obtained from the various concrete mix:
The graphs which are presented shows the tensile strength of the concrete without
and with admixture.
No. of cylinder of Various types of concrete
mix Without admixture (MPa)
No of cylinder of various types of concrete mix
With admixtures (0.4%) (MPa)
Days Normal 2% CF 3.5% CF Normal 2% CF 3.5% CF
3 Days 0.77 1.20 1.16 0.90 1.73 1.28
14 Days 1.36 2.15 1.84 1.41 2.89 2.00
28 Days 1.94 2.99 2.76 2.17 4.12 3.19

Chapter 4 Results
45 | P a g e
11. Conventional concrete mix (without admixture).
CYLIND
ER 1
CYLIND
ER 2
CYLIND
ER 3
Series1 1.94 1.92 1.96
1.9
1.91
1.92
1.93
1.94
1.95
1.96
1.97
StrengthinMPa
Conventional
CYLINDER
1
CYLINDER
2
CYLINDER
3
Series1 2.99 2.95 3.04
2.9
2.92
2.94
2.96
2.98
3
3.02
3.04
3.06
StrengthinMPa
2% CFRC
Fig.4.4.a. 28 Days Split Tensile Strength Of Conventional mix : Fig. 4.4.a shows a plot of
tensile strength of three cubes tested. It is observed that the mean strength is 1.94 MPa of
normal concrete without admixture
Fig. No. 4.4.b. 28 Days Split Tensile Strength Of 2% CFRC: Fig. 4.4.b shows a plot of
tensile strength of three cubes tested. It is observed that the mean strength is 2.99 MPa . when
2% CFRC added but withot admixture

Chapter 4 Results
46 | P a g e
13. 3.5% CFRC mix (without admixture).
14.Combined graph of 11,12,13
Fig.4.4.d. Comparision
Fig. No. 4.4.c. 28 Days Split Tensile Strength Of 3.5% CFRC: Fig. 4.4.c shows a plot of
tensile strength of three cubes tested. It is observed that the mean strength is 2.76 MPa . when
3.5% CFRC added but withot admixture
CYLIND
ER 1
CYLIND
ER 2
CYLIND
ER 3
Series1 2.76 2.73 2.79
2.7
2.72
2.74
2.76
2.78
2.8
StrengthinMPa
3.5% CFRC
NC 0.77 1.36 1.94
CF 2% 1.2 2.15 2.99
CF 3.5% 1.16 1.84 2.76
0
0.5
1
1.5
2
2.5
3
3.5
StrengthinMPa
COMPARISION

Chapter 4 Results
47 | P a g e
15. Conventional concrete (with admixture).
The combined graph in Fig. 4.4.d shows a plot of comparative split tensile strengths of three
strength is 2.99 MPa for 2% CFRC without admixture.
CYLINDER
1
CYLINDER
2
CYLINDER
3
Series1 2.17 2.18 2.15
2.13
2.14
2.15
2.16
2.17
2.18
2.19
StrengthinMPa
CONVENTIONAL
Fig. No. 4.5.a. 28 Days Split Tensile Strength Of Conventional : Fig. 4.5.a shows a plot of
tensile strength of three cubes tested. It is observed that the mean strength is 2.16 MPa of
normal concrete with admixture

Chapter 4 Results
48 | P a g e
16. 2% CFRC (with admixture).
17.3.5% CFRC (with admixture).
CYLIND
ER 1
CYLIND
ER 2
CYLIND
ER 3
Series1 4.12 4.1 4
3.9
3.95
4
4.05
4.1
4.15
StrengthinMPa
2% CFRC
Fig. No. 4.5.b. 28 Days Split Tensile Strength Of 2% CFRC: Fig. 4.5.b shows a plot of
tensile strength of three cubes tested. It is observed that the mean strength is 4.07 MPa .when
2% CFRC is added with admixture
CYLINDER
1
CYLINDER
2
CYLINDER
3
Series1 3.19 3.125 3.23
3.05
3.1
3.15
3.2
3.25
StrengthinMPa
3.5% CFRC
Fig. No. 4.5.c. 28 Days Split Tensile Strength Of 3.5% CFRC: Fig. 4.5.c shows a plot of
tensile strength of three cubes tested. It is observed that the mean strength is 3.18 MPa .when
3.5% CFRC is added with admixture

Chapter 4 Results
49 | P a g e
18.Combined graph of 15,16,17
Fig.4.5.d. Comparision
NC 0.9 1.41 2.17
CF 2% 1.73 2.89 4.12
CF 3.5% 1.28 2 3.19
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
StrengthinMPa Comparision
The combined graph in Fig. 4.5.d shows a plot of comparative tensile strengths of three
strength is 4.12 MPa for 2% CFRC with admixture.

Chapter 5
CONCLUSION
The properties of coconut Fiber reinforced concrete, compressive strength and
tensile strength of concrete is investigated experimentally using the standard
procedures.
With respect to compressive strength, incorporating a small amount of CF 2%
enhances the performance of concrete, as expected and counters harmful
shrinkage effects in concrete.
The results suggests that short coconut fibers are more effective in enhancing the
performance of concrete
The recommended threshold value of the fiber content that will benefit the long
term durability of the concrete in all environments is 2.0 %
The properties can increase or decrease depending upon fiber length and its
content. As a result of this CFRC strengths can be greater than that of plain
concrete.
By replacing cement content with CF, decrement in the weight thus INERTIA OF
STRUCTURE may result in to low density, slender and economical as well as
green structures
With the addition of admixture cohesive mix can be made suitably workable .
It is a versatile material reported as most ductile and energy absorbent have wide
scope in earthquake prone areas as well as in marine structures.

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13) Majid Ali, Xiaoyang li and Nawawi Chouw, “Experimental investigations on bond
strength between coconut fibre and concrete”, Materials and Design, 44, pp. 596-605,
(2013), www.elsevier.com/locate/matdes.
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coconut-fiber-reinforced concrete in aggressive environments” Materials and Design,
Vol. 38, pp. 554-566, (2012), http://www.elsevier.com/locate/conbuildmat.
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technology, volume 3 issue 12 dec 2014, eISSN : 2319-1163/p1ISSN:2321-7308

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