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Original Paper

International Journal of Informative & Futuristic Research ISSN (Online): 2347-1697

Volume 2 Issue 7 March 2015

Abstract Recent Concrete has become an indispensable construction material and it is now used in greater quantities than any other material. The interface bond between the cement paste and aggregates can be improved with better pore structure using mineral admixture like fly ash as a replacement for cement and by replacing sand with bottom ash and the addition of fibers acts as better crack arrestor. The present investigation carried out on concrete to study the effect of fly ash and bottom ash with and without glass fibers and coir fibers on ordinary Portland cement. In this investigation, concrete of M40 is tried using fly ash as partial replacement for cement at 0%, 10%, 20%, 30%, 40% and bottom ash as partial replacement for sand at 0%, 5%, 10%, 15%, 20% with addition of 0.5% glass fibers and 2% coir fibers to the volume of cement and concrete respectively. The effect of fly ash as cement replacement and bottom ash as sand replacement material with and without fibers on strength and durability characteristics were analysed and compared with normal concrete. The test results shown that the 20% to 30% replacement of cement by fly ash and 10% to 15% replacement of sand by bottom ash show the good and optimized results. Its use will lead to a reduction in cement and sand quantity required for construction purposes and hence sustainability in the construction industry as well as economic construction.

Experimental Investigation on Fiber Reinforced

Concrete with Fly Ash and Bottom Ash as

Partial Replacement of Cement and Sand Paper ID IJIFR/ V2/ E7/ 072 Page No. 2153-2165 Subject Area Civil Engineering

Key Words Fiber Reinforced Concrete, Glass Fiber, Coir Fiber, Bottom Ash, Fly ash

Prof. Virendra Kumar K. N 1 Associate Professor, Department of Civil Engineering Vijaya Vittala Institute of Technology, Bangalore

Sabarinath N 2 M.Tech. Scholar Department of Civil Engineering Vijaya Vittala Institute of Technology, Bangalore

Dr. S. B. Anadinni 3 Professor, Department of Civil Engineering Vijaya Vittala Institute of Technology, Bangalore

Ravindranath D. M 4 M.Tech. Scholar, Department of Civil Engineering Vijaya Vittala Institute of Technology, Bangalore

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ISSN (Online): 2347-1697 International Journal of Informative & Futuristic Research (IJIFR)

Volume - 2, Issue - 7, March 2015 19th Edition, Page No: 2153-2165

Prof. Virendra Kumar K. N, Sabarinath N, Dr. S. B. Anadinni, Ravindranath D. M.:: Experimental Investigation on Fiber Reinforced Concrete with Fly Ash and Bottom Ash as Partial Replacement of Cement and Sand

1. Introduction

Concrete as a construction material has a large potential all over the world and next only to the

consumption of water. Concrete is a composite material composed of water, coarse granular material

(the fine and coarse aggregate or filler) embedded in a hard matrix of material (the cement or binder)

that fills the space among the aggregate particles and glues them together. Concrete is widely used

for making architectural structures, foundations, brick and pavements. Concrete is used in large

quantities almost everywhere mankind has need for infrastructure. The amount of concrete used

worldwide is twice that of steel, wood, plastics and aluminium. It is estimated that present

consumption of concrete in the world is of the order of 14 billion tons every year. To meet this

requirement large quantities of natural resources are required and these natural resources are getting

depletion day by day.

Energy is the main backbone of modern civilization of the world over and the electric power from

thermal power stations is a major source of energy, in the form of electricity. In India, over 70% of

electricity generated by combustion of fossil fuels, out of which nearly 61% is produced by coal-

fired plants. This results in the production of roughly 110 million tons of ash per year. Most of the

ash has to be disposed of either dry or wet to an open area available near the plant or by grounding

both the fly ash and bottom ash and mixing it with water and pumping into artificial lagoon or

dumping yards. This causes the pollution in water bodies and loss of productive land. In this project

the experimental investigation carried out to study the effect of use of bottom ash as a replacement

of fine aggregates in concrete. Although, fly ash is being generally used as replacement of cement,

as an admixture in concrete, and in manufacturing of cement, the study on the use of bottom ash (the

coarser material, which falls into furnace bottom in modern large thermal power plants and

constitute about 20% of total ash content of the coal fed in the boilers) has been very limited.

Fiber Reinforced Concrete (FRC) is concrete containing fibrous material which increases its

structural integrity. It contains short discrete fibers that are uniformly distributed and randomly

oriented. Fibers include steel fibers, glass fibers, synthetic fibers and natural fibers- each of which

lend varying properties to the concrete. Fibers are usually used in concrete to control cracking due to

plastic shrinkage and to drying shrinkage. They also reduce the permeability of concrete and thus

reduce bleeding of water. Some types of fibers produce greater impact resistance in concrete.

Generally fibers do not increase the flexural strength of concrete, and so cannot replace moment

resisting or structural steel reinforcement.

2. Problem Context Concrete as a construction material has a large potential all over the world and next only to the

consumption of water. Aggregates contributing about 60-70% of concrete mass, hence there exists a

vast demand for aggregates. The fast and vast infrastructural developments in India demand huge

quantity of natural sand for concrete, as fine aggregate. Dwindling sand resources in river beds pose

environmental problem and hence government has imposed restriction on the usage of sand. The

huge demand due to fast development in infrastructure, scarcity of natural sand in river bed and also

due to government restriction on quarrying of sand, have has led to the increase in the cost of natural

sand. This not only has increased the cost of the construction but also delays the construction in few

places due to the non-availability of natural sand. The raw material used for the manufacture of

cement has depleting day by day. This motivates researches for alternative material to replace the

natural sand. Substitution of raw materials constituents with alternatives is an important eco

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efficiency driver and is need of the hour. It reduces use of natural resources and offset traditional

materials thus conserving non-renewable natural resources contributing to sustainable construction

and allowing for the recovery of both energy and material from selected waste.

3. Problem Definition

In this experimental investigation, strength and durability aspects of fibers reinforced

concrete is to be studied with fly ash and bottom ash as partial replacement to cement and sand

respectively with percentage variation of 0%, 15%, 30%, 45% and 60% by weight of cement and

sand respectively. Fly ash and bottom ash from Raichur Thermal Power Station (RTPS), Raichur,

Karnataka, was selected for the study. The tests conducted in order to study strength characteristics

such as compressive strength, split tensile strength and flexural strength. Also durability properties

such as water absorption are to be studied. The results obtained will be compared with normal mix.

4. Experimental Materials 4.1. Cement (OPC)

Birla Super OPC 53- grade cement was used in this study. The physical properties of the

cement obtained after conducting the tests as per IS 12269 –1987.

Table-4.1: Properties of Cement (53-Grade OPC)

Sl. No. Properties Results

1 Specific Gravity 2.87

2 Normal Consistency 33%

3 Fineness Modulus 5%

4.2. Fine aggregate

Natural river sand which is locally available has been selected for the dissertation work. The

sand was tested for their physical characteristic according to the relevant IS code provisions.

Table-4.2: Properties of Fine Aggregate


1 Bulk density of loose sand 1428kg/m3

2 Bulk density of compacted sand 1624kg/m3

3 Specific gravity 2.69

4 Fineness modulus 3.534

5 Grading zone 2

4.3. Coarse Aggregate

The material which is retaining on BIS test sieve No.480 is termed as coarse aggregate. The

broken stone is generally used as coarse aggregates. The nature of work decides the maximum size

of the coarse aggregates. For the thin slabs and walls, the maximum size of coarse aggregates should

be limited to one- third the thickness of concrete section. The aggregates should be completely free

from lumps of clay, organic and vegetable matters, fine dust etc. The aggregates were obtained from

the local quarry.

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Table-4.3: Properties of Coarse Aggregate


1 Bulk density of compacted aggregate 1590 kg/m3

2 Bulk density of loose aggregate 1403 kg/m3


4 Water absorption 0.9%

4.4. Bottom Ash

Bottom ash obtained from Raichur Thermal Power Station (RTPS), the samples have been

collected as per the standards.

Table -4.4: Properties of Bottom Ash

Sl.No. Properties Results

1 Bulk density of BA 1250 kg/m3

2 Bulk density of compacted BA 1420 kg/m3

3 Specific gravity of BA 2.65

Figure 4.4.1:Bottom Ash

4.5. Fly Ash

Fly ash obtained from Raichur Thermal Power Station (RTPS), the samples have been

collected as per the standards.

Table-5: Physical Properties of Fly Ash



2 Normal Consistency 31%

3 Fineness Modulus 4.5%

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Figure

4.4.1:

Fly Ash

4.5.

Water

Clean potable water available in the laboratory as per IS 456:2000 was used for the

manufacturing of concrete, the water cement ratio determines the strength of concrete. Therefore a

higher slump concrete can be achieved when batching the concrete with a low water dosage and a

high Superplasticizer dosage or with a higher water dosage and a lower Superplasticizer dosage. If

the amount of mixing water selected is very low, the mix can rapidly become sticky and as a high

amount of Superplasticizer has to be used to achieve this high slump, some retardation can be

expected. The quantity and quality of water is required to be looked into very carefully. In this

experimental work, ordinary potable tap water available at laboratory was used for mixing the

concrete and curing the concrete specimen.

4.6. Superplasticizer

The super plasticizer used is Master Glenium Sky 8233. It is manufactured by BASF

construction chemical India Pvt. Ltd, Mumbai. It is an admixture of a new generation based on

modified polycarboxylicether. The product has been primarily developed for applications in high

performance concrete where the highest durability and performance is required. Master Glenium Sky

8233is free of chloride &low alkali. It is compatible with all types of cements.

4.7. Glass Fiber

In the present work, glass fibers, 25 micrometer in diameter and 5cm long are used for the

preparation of standard M40 grade concrete by reinforcing upto 0.5%.The fibers are available in

huge quantities and are waste products of the glass manufacturing industries. Thus, use of such

fibers not only increase the flexural strength of the concrete, but also pave the way for an easy

disposal of the industrial waste.

Figure 4.7.1: Glass Fiber

Table-6: Physical Properties of Glass fibers

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Property Value

Tenacity 6.3 – 6.9 gm/den

Density 2.5 gm/c.c

Elasticity Bad

Moisture Regain (MR %) 0%

Resiliency Excellent

Ability to protest friction Not good

Color White or color less

Ability to protest friction It can protect upto 315

0Ctemperature.

It loses energy after passing 3150C

4.8. Coir Fibers

Coir is a kind of natural fiber which is abundantly available in tropical areas, moreover it is

tough and durable, provide excellent insulation against temperature and sound and is unaffected by

moisture. Coconut fiber which can also be known with other names as Coir, Cocos nucifera,

Arecaceae (Palm).

Figure 4.8.1.Coir Fibers

Table-7: Mechanical Properties of Coir Fibers

Property Values

Fiber length(mm) 50-110

Fiber diameter(mm) 0.1-0.406

Specific gravity 1.12-1.15

Elongation (%) 10-25

Modulus of elasticity(N/mm2) 2750-3770

Average tensile strength(N/mm²) 150

5. Methodology

5.1. Mix Proportions

Design mix concrete is preferred to nominal mix. Mix is designed following the stipulations

laid down in IS 456:2000 with respect to minimum cement content, maximum water to cement ratio

and minimum grade of concrete for various exposure conditions and guidelines. Mix is designed as

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per IS 10262:2009 - BIS method of Mix design.

Mix Ratio = C: FA: CA: w/c

Mix ratio = 1: 1.60: 3.02: 0.4 (0.5% of Superplasticizer)

Table-8: Details of Mix Proportion with Constant Superplasticizer, W/C ratio and Fibers

FA and BA Mix Proportion (kg/m3) W/C SP GF CF

replacement C FA S BA CA (%) (%) (%)

FRC 0% 400 0 668.3 0 1210 0.4 0.5 0.5 2

10% FA + 360 40 634.885 33.415 1210 0.4 0.5 0.5 2

5% BA

20% FA + 320 80 601.47 66.83 1210 0.4 0.5 0.5 2

10% BA

30% FA + 280 120 568.06 100.245 1210 0.4 0.5 0.5 2

15% BA

40% FA + 240 160 534.64 133.66 1210 0.4 0.5 0.5 2

20% BA

C=Cement, FA=Fly ash, BA=Bottom ash, S=Sand, GF= Glass fiber, CF=Coir fiber, SP=Superplasticizer, CA= Coarse aggregate

6. Results and Discussions

6.1. Slump Test

Slump test was done for CC, fly ash as a partial replacement for cement at 10%, 20%, 30%

and 40% and bottom ash as partial replacement for sand at 5%, 10%,15% and 40% with addition of

glass fibers and coir fibers with constant 0.5% Superplasticizer

% Variation of Fly Ash and Bottom Ash

Figure 6.1: Slump Test of Concrete

6.1.1 Observation and Discussion on Workability in workability due to fly ash. Even there may be slight variation, but it is negotiable.

Because of this reason water/cement ratio 0.40 and super plasticizer of 0.5% kept constant for all

mixes.

mm

in

V

alu

e

Slu

mp

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6.2. Compressive Strength Test

Compressive strength of concrete mixes made with and without fly ash and bottom ash

replacement was determined at 7 and 28days.

% variation of Fly Ash & Bottom Ash

Figure 6.2.1: Compressive strength of M40 GFRC with FA & BA replacement upto 60% for 7 & 28 days in N/mm2


Figure 6.2.2:.Compressive strength of M40 CFRC with FA & BA replacement upto 60% for 7 & 28 days in N/mm2

6.2.1 Observation and Discussion on Compressive Strength Test

There is improvement in compressive strength by the addition of glass fibers and coir fibers.

The 28 days target compressive strength is achieved for the replacement level upto 30% in case of

glass fibers and 45% in case of coir fibers. Coir fibers give more compressive strength than that of

glass fibers by comparing above test results. The compressive strength slightly increases with

addition of 0.5% glass fibers and increases more in case of coir fibers. The strength decreases

CC FRC0 FRC15 FRC30 FRC45 FRC60

7 DAYS 29.05 29.26 28.96 28.3 26.9 23.84

28 DAYS 51.2 51.4 49.04 48.3 45.18 44.44

0

10

20

30

40

50

60

Co

mp

ress

ive

Str

eng

th i

n N

/mm

2

Com

pre

ssiv

e S

tren

gth

in

N/m

m2

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because at early age bottom ash reacts slowly with calcium hydroxide liberated during hydration of

cement and does not contribute significantly to the densification of concrete matrix at early ages.

6.3 Split Tensile Strength The test results of split tensile strength of M40 grade concrete in which cement replaced by fly ash

and sand by bottom ash with addition of glass and coir fibers is obtained. The strength values for

curing periods at 7 and 28 days are noted and these values are compared with the normal concrete.


Figure 6.3.1: Split Tensile Strength of M40 GFRC with FA & BA replacement upto 60% for 7 & 28 days in N/mm2


Figure 6.3.2:Split Tensile Strength of M40 CFRC with FA & BA replacement upto 60% for 7 & 28 days in N/mm2

6.3.1 Observation and Discussion on Split Tensile Strength Test

CC FRC0% FRC15% FRC30% FRC45% FRC60%

7 DAYS 3.16 3.34 3.09 2.48 2.16 1.78

28 DAYS 4.54 4.72 4.59 4.52 4.3 3.94

0

0.5

1

1.5

2

2.5

3

3.5

4

4.5

5

0

1

2

3

4

5

6

CC FRC0% FRC15% FRC30% FRC45% FRC60%

7 DAYS

28 DAYS

Sp

lit

Ten

sile

Str

eng

th i

n N

/mm

2

Sp

lit

Ten

sile

Str

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th i

n N

/mm

2

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The split tensile strength for normal concrete was obtained as 4.54 N/mm2 at 28 days. For glass fiber

reinforced concrete strength increased is 3.82% and for coir fiber reinforced concrete strength

increased is 8.1%. The split tensile strength of concrete increases with increase in percentage of

glass fibers and coir fibers. The fly ash and bottom ash can be used for replacement level upto30% in

case of glass fibers and 45% in case of coir fibers.

6.4 Flexural Strength The test results of flexural strength of design mix M40 on standard 150x150x700 mm beams at 28

days age are obtained for fly ash and bottom ash concrete with addition of glass fibers and coir

fibers.

% Variation of fly ash and bottom ash

Figure 6.4.1: Flexural Strength of M40 GFRC and CFRC for 28 days in N/mm2

6.4.1 Observation and Discussion on Flexural Strength The results of flexural strength of concrete mix with and without fly ash and bottom ash were tested

at 28 days. The concrete with addition of 0.5% glass fibers showed maximum strength and in case of

coir fiber also showed maximum strength by the addition of 2% coir fibers. Glass fibers reinforced

concrete shows 3.5% greater strength compared CC. Coir fiber reinforced concrete shows 5.4%

greater strength compared to CC.

6.5 Durability Test

6.5.1 Water Absorption Test

The results of water absorption test of concrete mixes with and without fly ash and bottom

ash replacement was determined at 28 days.

Fle

xu

ral

stre

ngth

in

N/m

m2

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Figure 6.5.1: Water Absorption of M40 GFRC and CFRC with FABA replacement for 28 days

6.5.1: Observation and Discussion on Water Absorption Water absorption of concrete is decreased with the increase in % replacement of fly ash and bottom

ash from 0% to 60% due to chemical composition of fly ash.

6.6 Density of Concrete

The density of concrete with % replacement of fly ash and bottom ash with glass fibers and coir

fibers are obtained.

6.6.1 Observation and Discussion on Density of Concrete

The density of concrete is decreased with the increase in % replacement of fly ash and

bottom ash from 0% to 60% with glass fibers and Coir Fibers due to the low specific gravity of

bottom ash as compared to fine aggregate.


Figure 6.6.1: Density of GFRC & CFRC for 28 Days in KN/m3

Den

sity

of

Co

ncr

ete

in K

N/m

3

% o

f m

ois

ture

Ab

sorp

tio

n

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7. Conclusion

The following conclusions can be drawn from the results of the present study;

i. The workability of fiber reinforced concrete has been reduced with the increase in

percentage of fly ash and bottom ash.

ii. The compressive strength of concrete for 28 days of curing with various % replacement of

fly ash and bottom ash has been increased and have achieved target strength upto 30%

replacement for GFRC and upto 45% replacement for CFRC.

iii. The split tensile strength of concrete for 28 days of curing with various % replacement of fly

ash and bottom ash has been increased and have achieved target strength upto 30%

replacement for GFRC and upto 45% replacement for CFRC.

iv. The flexural strength of fly ash and bottom ash concrete maintained good result upto 30%

&45% replacement with addition of glass fibers and coir fibers respectively.

v. By the addition of coir fibers, compressive strength, split tensile strength and flexural

strength has been improved much compared to the addition of glass fibers.

vi. Concrete mixes with % replacement of fly ash and bottom ash have showed lower values in

case of water absorption.

vii. The density of concrete decreased with increase in replacement of fly ash and bottom ash

with the addition of glass fibers and coir fibers

References

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[2] Deshmukh S.H., Bursary J. P, Zoned A. M. “Effect of Glass Fibers on Ordinary Portland cement

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191, June, 2013.

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[8] Rafat Siddique, “Effect of fine aggregate replacement with Class F fly ash on the mechanical

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[11] Abhijeet.R.Agrawal, Sanket.S.Dhase, Kautuk.S.Agrawal, “Coconut Fiber in Concrete to Enhance its

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IS Codes

[12] IS: 10262-2009, Concrete Mix Proportioning - Guidelines (First Revision).

[13] SP: 23-1982, Handbook on Concrete Mixes (Based on Indian Standard).

[14] IS: 2386:1963, Tests on Aggregates.

[15] IS: 516-1959, Indian Standard Method of Test for Strength of Concrete.

[16] IS: 383-1970 (Reaffirmed 2007), Indian Standard Specifications for Coarse and Fine

Aggregates from Natural Sources for Concrete.

[17] IS: 12269-1987 (Reaffirmed 2004), Indian Standard Specifications for 53 Grade Ordinary

Portland Cement.

[18] IS: 9103: 1999, Indian Standard Code for Superplasticizer

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