flexural behaviour of self-compacting concrete with partial ...

FLEXURAL BEHAVIOUR OF SELF-COMPACTING

CONCRETE WITH PARTIAL REPLACEMENT OF

CEMENT BY RICE HUSK ASH

A dissertation submitted in the partial fulfillment of the requirement for the

award of the degree of

MASTER OF TECHNOLOGY

in

STRUCTURAL ENGINEERING

by

SANKET R. JAGTAP

(Reg. No. 2016PGCESE05)

Under the guidance

of

Dr. S. R. PANDEY Associate Professor

Department of Civil Engineering

DEPARTMENT OF CIVIL ENGINEERING

NATIONAL INSTITUTE OF TECHNOLOGY

JAMSHEDPUR-831014, JHARKHAND (INDIA)

JUNE, 2018

NATIONAL INSTITUTE OF TECHNOLOGY

JAMSHEDPUR

CANDIDATE’S DECLARATION

I hereby certify that this work is being proposed in the thesis entitled “Flexural

Behaviour of Self-Compacting Concrete with Partial Replacement of cement by Rice

Husk Ash ” in partial fulfilment for the award of degree of Master of Technology and

submitted in Department of Civil Engineering, National Institute of Technology

Jamshedpur is an authentic record of my own work carried out during a period from

August 2017 to June 2018 under the supervision of Dr. Shashi Ranjan Pandey, Associate

Professor, Department of Civil Engineering, National Institute of Technology,

Jamshedpur.

The matter embodied in this thesis has not been submitted by me for the award of any

other degree.

(SANKET RAMCHANDRA JAGTAP)

Reg. No.: 2016PGCESE05

This is to certify that the above statement made by the candidate is true and correct to the

best of my/our knowledge and belief.

Dr. Shashi Ranjan Pandey

Associate Professor


NIT Jamshedpur

The viva-voice examination of Mr. SANKET RAMCHANDRA JAGTAP, Master of

Technology, has been held on __________

Signature of supervisor External Examiner

Head of the Department


NIT Jamshedpur

ii

DEDICATED

TO

FAMILY

iii

ACKNOWLEDGEMENT

I would like to express my sincere gratitude to my guide Dr. Shashi Ranjan

Pandey, Associate Professor, Department of Civil Engineering, NIT Jamshedpur, for

giving me the opportunity to work with him and also providing excellent guidance

and continuous assistance throughout the project. The guidance and support from Dr.

Braj Kishor Prasad, Ex HOD, Civil Engineering, NIT Jamshedpur has been a key in

my academics and personal development during this two year.

Further, I want to thank Dr. Rakesh Pratap Singh, Head of the Department,

Civil Engineering, NIT Jamshedpur for giving me an opportunity to complete this

project. I would also like to thank all the faculty members of Civil Engineering

Department, NIT Jamshedpur for their assistance during this tenure.

I would like to give a special mention to the Research Scholars Mr. Amit

Kumar, Mr. Prince Singh and Mr. Jeeva Chithambaram for helping me throughout in

my entire M.Tech programme.

My acknowledgement would be incomplete without expressing my heartfelt

gratitude towards my best friends Manish Kumar, Chetak Kumar and Basundhara

Basumatary. Last but not the least, I owe my gratitude to my Classmates, my Family

and the Almighty, for providing me all the strength and love to make this dream true.

Thanking one and all

Sanket Jagtap

iv

ABSTRACT

Cement is one of the most important construction materials, and it is most likely that

the demand and importance of cement will continue to thrive for a long time in future

until some revolutionary alternative is introduced in the market. However cement

happens to be one of the most expensive materials in the exponentially growing

construction industry. Self-compacting concrete (SCC) is a modified product that,

without any additional compaction energy, flows and consolidates under the influence

of its own weight SCC can be produced using standard cements and additives. The

use of mineral admixture in concrete may bring lots of benefits like increased flow

and strength, decreased shrinkage, reduced water demand etc. In this project work,

RHA is being used as a partial replacement of ordinary Portland cement. The rice

husk ash is highly siliceous material that can be used as an admixture in concrete if

the rice husk is burnt in a specific manner. In this project, at first literature study on

the workability parameters, test methods for workability of SCC, flexural behaviour

of concrete and partial replacement of cement with different mineral admixtures is

presented. Subsequently, the feasibility of the materials to be used for mix design is

investigated, and then mix designing of M-30 grade concrete using rice husk ash as a

partial replacement of Ordinary Portland Cement is carried out by Nan-Su Method.

The evaluation of the fresh and hardened state properties of the mix is further

performed. The experimental investigation used to determine the level of self-

compacting ability was mainly based on Slump Flow test, L-box test, V-funnel test, J-

ring test and T50 cm as per EFNARC standards. For the experimental investigation of

hardened properties, the compressive strength, the flexural strength and the split

tensile strength were used. After the targeted design strength of Self Compacting

Concrete using Rice Husk Ash in percent of 5, 10, 15, 20, 25 and 30 as partial

replacement of Ordinary Portland Cement is achieved, a study of the flexural behavior

of the designed Reinforced Self Compacting Concrete beam specimens of size

150mm x 200mm x 1500 mm using rice husk ash as partial replacement of Ordinary

Portland Cement by 10%, 20% and 30% is done. The thesis further includes lucid and

rationalized discussions of the experimental results.

v

CONTENTS

Chapter No. Title Page No.

DECLARATION i

DEDICATION ii

ACKNOWLEDGEMENT iii

ABSTRACT iv

CONTENTS v

LIST OF FIGURES x

LIST OF TABLES xiii

NOMENCLATURE xvi

LIST OF ABBREVIATIONS xvii

Chapter 1 Introduction 1-9

1.1 Introduction 1

1.2 History behind development of SCC 2

1.3 Construction incorporating SCC 3

1.4 Mineral Admixture 4

1.4.1 Use of rice husk ash as filler material 5

1.5 Research Objectives 7

1.6 Research Methodology 7

1.7 Structure of the Thesis 8

Chapter 2 Literature Survey 10-19

2.1 Introduction 10

2.2 Literature Review 10

2.3 Recent Related Works 13

vi

2.4 Identified Background Problem 18

2.5 Motivation & Research Objectives 18

Chapter 3 Investigation on Materials Used 20-45

3.1 Introduction 20

3.2 Material Supplied 20

3.2.1 Cement 20

3.2.2 Aggregate 21

3.2.3 Mineral admixture (Rice Husk Ash) 23

3.2.4 Chemical Admixtures 24

3.2.5 Water 24

3.3 Methodology for Testing of Materials 25

3.3.1 Tests on Cement 25

3.3.1.1 Fineness of cement 25

3.3.1.2 Consistency of cement 26

3.3.1.3 Setting time of cement 27

3.3.1.4 Specific gravity of cement 28

3.3.2 Tests on Aggregates 28

3.3.2.1 Sieve analysis 29

3.3.2.2 Specific gravity & Water absorption test 30

3.3.2.3 Bulk density 32

3.3.2.4 Bulking of sand 32

3.3.3 Tests on Rice Husk Ash 34

vii

3.4 Test Results of Materials 34

3.4.1 Results for Cement 34

3.4.2 Results for Fine aggregate 36

3.4.3 Results for Coarse aggregates 39

3.4.4 Results for Rice Husk Ash 42

3.5 Result Discussion & Summary 43

3.5.1 Cement 43

3.5.2 Aggregates 43

3.5.3 Rice Husk Ash 45

3.5.4 Summary 45

Chapter 4 Experimental Program on SCC 46-74

4.1 Introduction 46

4.2 Methodology for Mix Design 46

4.3 Concrete Mix Design Data 48

4.3.1 Mix design by Nan-Su Method 48

4.3.2 Mix proportion for different mix 49

4.4 Experimental program for testing SCC 50

4.4.1 Tests on fresh state of concrete 50

4.4.2 Tests on hardened state of concrete 57

4.5 Results of the Properties of Concrete 61

4.5.1 Results for Fresh state properties 62

4.5.2 Results for Hardened state properties 67

4.6 Summary 74

viii

Chapter 5 Flexural Behaviour of Reinforced SCC beam 75-88

5.1 Introduction 75

5.2 Theoretical Load Carrying Capacity of Beam 75

5.3 Experimental programs for Reinforced SCC Beam 77

5.3.1 Preparation of Specimens 77

5.3.2 Testing procedure 78

5.3.3 Observations during testing 78

5.4 Experimental Results for Reinforced SCC Beam 80

5.4.1 Load carrying Capacity 80

5.4.2 Load-Deflection behavior 83

5.4.3 Comparison 87

5.5 Summary 87

Chapter 6 Inference & Analysis 89-96

6.1 Introduction 89

6.2 Results and Analysis of Fresh state properties of SCC 89

6.3 Results and Analysis of Hardened state properties of SCC 90

6.3.1 Compressive strength 91

6.3.2 Split tensile strength 92

6.3.3 Flexural strength 93

6.4 Flexural Behaviour of Reinforced SCC Beams 94

6.5 Summary 96

Chapter 7 Conclusion & Future Scope 97-99

7.1 Conclusion 97

7.2 Future Scope 99

ix

References 100-106

List of Publications 107

x

LIST OF FIGURES

Figure No. Figure Caption Page No.

Figure 3.1 OPC 53-grade, Coromandal King Brand 20

Figure 3.2 Fine aggregate 22

Figure 3.3 Coarse Aggregate 22

Figure 3.4 Rice Husk Ash 23

Figure 3.5 Super Plasticizer (Master Glenium Sky 8567) 24

Figure 3.6 Sieve Analysis 29

Figure 3.7 Testing of Bulk Density 33

Figure 3.8 Grain Size Distribution Curve of Fine Aggregates 36

Figure 3.9 Grain Size Distribution Curve of Coarse Aggregate 40

Figure 4.1 General Mix design procedure 46

Figure 4.2 Manual mixing of concrete adopted 50

Figure 4.3 V-Funnel 52

Figure 4.4 L-Box 54

Figure 4.5 J-Ring with Slump Cone 55

Figure 4.6 Specimens for test of Hardened state properties shown in (a) and (b) 57

Figure 4.7 (a) and (b) shows arrangement for compression testing of cubes 58

Figure 4.8 Cylinder specimen during Split Tensile Strength test 59

Figure 4.9 (a) and (b) shows a typical scenario of Flexural Strength Test 60

Figure 4.10 Slump Flow test result 62

Figure 4.11 V-Funnel test result 63

Figure 4.12 L-Box test result 64

Figure 4.13 J-Ring test result 65

xi


Figure 4.14 T50 cm test result 66

Figure 4.15 Compressive Strength for 3 days 67




Figure 4.19 Compressive strength at different ages with progressive replacement

of cement with RHA 69

Figure 4.20 Split Tensile Strength for 3 days 69




Figure 4.24 Split Tensile Strength at different ages with progressive replacement


Figure 4.25 Flexural Strength for 3 days 72




Figure 4.29 Flexural Strength test at different ages with progressive replacement


Figure 5.1 Reinforcement details 77

Figure 5.2 Flexural Testing setup for Reinforced SCC beam 78

Figure 5.3 Beam of M30 grade with 10% RHA before testing 79

Figure 5.4 Cracks developed on beam of M30 grade with 10% RHA after

testing 79

xii


Figure 5.5 Result for 0% RHA 80




Figure 5.9 Experimental Load Carrying Capacity of Beams 82

Figure 5.10 Load deflection curve for 0% replacement 83




Figure 5.14 Load Deflection Curve for different mixes 85

Figure 6.1 Compressive Strength at different ages with progressive replacement


Figure 6.2 Split Tensile Strength at different ages with progressive replacement


Figure 6.3 Flexural Strength at different ages with progressive replacement of

cement with RHA 94

Figure 6.4 Flexural Strength test for Reinforced SCC beam at different ages 95

xiii

LIST OF TABLES

Table No. Table Caption Page No.

Table 3.1 Chemical Composition of OPC 53 21

Table 3.2 Chemical Composition of Rice Husk Ash 23

Table 3.3 Tests for Physical Properties of Cement 25

Table 3.4 Tests for Physical Properties of Aggregate 28

Table 3.5 Arrangement of sieves for Sieve Analysis 29

Table 3.6 Tests for Physical Properties of RHA 34

Table 3.7 Fineness of Cement (OPC 53) 35

Table 3.8 Consistency of Cement 35

Table 3.9 Initial & Final Setting Time of Cement 35

Table 3.10 Specific Gravity of Cement 36

Table 3.11 Fineness modulus of Fine Aggregate 37

Table 3.12 Specific Gravity of Fine Aggregate 37

Table 3.13 Water Absorption of Fine Aggregate 38

Table 3.14 Bucket Dimensions 38

Table 3.15 Bulk Density of Fine Aggregate 38

Table 3.16 Bulking of Sand 39

Table 3.17 Sieve Analysis of Coarse Aggregate 40

Table 3.18 Specific Gravity of Coarse Aggregate 41

Table 3.19 Water Absorption of Coarse Aggregate 41

Table 3.20 Bucket Dimensions 41

Table 3.21 Bulk Density of Coarse Aggregate 42

Table 3.22 Fineness of RHA 42

xiv


Table 3.23 Specific Gravity of RHA 42

Table 3.24 Physical Properties of Ordinary Portland Cement (OPC 53) 43

Table 3.25 Physical Properties of Fine Aggregate 44

Table 3.26 Bulk Density of Coarse Aggregate 44

Table 3.27 Physical Properties of Coarse Aggregate 45

Table 3.28 Physical Properties of Rice Husk Ash 45

Table 4.1 Mix proportion for different mix 50

Table 4.2 Slump Flow test results 62

Table 4.3 V-Funnel test results 63

Table 4.4 L-Box test results 64

Table 4.5 J-Ring test results 65

Table 4.6 T50 cm test results 66

Table 4.7 Compressive Strength test for SSC with progressive

replacement of cement with RHA 68

Table 4.8 Split Tensile Strength test for SSC with progressive

replacement of cement with RHA 71

Table 4.9 Flexural Strength test for SSC with progressive replacement of

cement with RHA 73

Table 5.1 Experimental values of load carrying capacity 82

Table 5.2 Load and Deflection values 83

Table 5.3 Ductility Factor values for different mix 85

Table 5.4 Energy Absorption Capacity values for different mix 86

Table 5.5 Deflections and their corresponding area under L-D curve 86

Table 5.6 Toughness Index values for different mix 86

xv


Table 5.7 Experimental vs. Theoretical load carrying capacity for R/f

SCC Beam 87

Table 6.1 Results of Fresh properties of SCC for different mix 89

Table 6.2 Compressive Strength test results 91

Table 6.3 Split Tensile Strength test results 92

Table 6.4 Flexural Strength test results 93

Table 6.5 Comparison of test results of RCC Beam 95

xvi

NOMENCLATURE

G Specific Gravity

Bulk Density

V Volume

% Percent

°C Degree Celsius

mm Millimetre

m Metre

N Newton

kN Kilo Newton

Nm Newton metre

Nmm Newton millimeter

kNm Kilo Newton metre

L Litre

D Diameter

Flexural Strength

Characteristic Strength of Concrete

Yield Strength of steel

xvii

ABBREVIATIONS

SSC Self-Compacting Concrete

RSCC Reinforced Self-Compacting Concrete

IS Indian Standards

BIS Bureau of Indian Standards

EFNARC European Federation of National Associations

Representing for Concrete

VMA Viscosity-Modifying Agent

HRWRA High Range Water Reducing Agent

NVC Non-Vibrated Concrete

SQC Super Quality Concrete

FA Fine Aggregates

Coarse Aggregates

SF Silica Fumes

RHA Rice Husk Ash

CCA Combined Coarse Aggregate

GGBFS Ground Granulated Blast Furnace Slag

LVDT Linear Variable Differential Transducers

SSD Saturated Surface Dry

ITZ Interfacial Transition Zone

HPC High Performance Concrete

LSP Limestone Powder

1

Chapter 1 Introduction

1.1 Introduction

At present, cement happens to be one of the most expensive materials in the

construction industry. On the other hand, Cement-based materials are the most abundant

of all manmade materials. This in turn makes cement one of the most important

construction materials, and it is most likely that the demand and importance of cement

will continue to thrive for a long time in future until some revolutionary alternative is

introduced in the market. However, these construction and engineering materials must

meet new and higher demands of the exponentially growing construction industry.

However, there exists contemporary construction materials such as plastic, steel and

wood with which cement has to compete in terms of productivity, economy, quality and

environment. One direction in this evolution is towards Self-Compacting Concrete

(SSC). SCC is a modified product that, without any additional compaction energy, flows

and consolidates under the influence of its own weight.

Self-compacting concrete, also known as self-consolidating concrete (SCC) is a

fluid mixture, which is suitable for placing in difficult conditions and also in congested

reinforcement, without vibration. SCC can be produced using standard cements and

additives. It consists mainly of cement, coarse and fine aggregates, and filler, such as

rice husk ash or Super pozzolana, water, super plasticizer. The composition of SCC is

similar to that of normal concrete but to attain self-flow ability admixtures, such as fly

ash, glass filler, limestone powder, silica fume, Rice husk ash, Super pozzolana etc.;

with some super plasticizer is mixed.

Development of self-compacting concrete (SCC) is itself is a priceless

achievement in the construction industry as it helps to deal with issues pertaining to

cast-in-place concrete. Self-compacting concrete is neither affected by the skills of

workers nor by the shape and amount of reinforcing bars or arrangement of a structure.

Nevertheless, due to high-fluidity and resistance to segregation, SCC can be pumped to

longer distances.

2

1.2 History behind development of SCC

The self-compacting concrete (SCC) was first introduced in Japan around 1983, when

the Japanese researchers were heading ahead in the pursuit of a better quality concrete.

The normal concrete witnessed the lack of uniform and complete compaction. This

factor was identified as the primary factor responsible for poor performance of concrete

structures. It was believed that there were no practical means by which full compaction

of concrete on a site was ever to be fully guaranteed, the focus therefore turned in to the

elimination of the need to compact, by vibration or any other means. This led to the

development of the first practicable SSC by researchers Okamura and Ozawa (1986) [1]

at the University of Tokyo and the large Japanese contractors quickly took up the idea.

The contractors used their large in-house research and development facilities to develop

their own SCC technologies. Each company developed their own mix designs and

trained their own staff to act as technicians for testing on sites their SCC mixes. A very

important aspect was that each of the large contractors also developed their own testing

devices and test methods.

In the early 1990‘s there was only a limited public knowledge about SCC,

mainly in the large corporations to maintain commercial advantage. The SCCs were

used under trades‘ names, such as the NVC (Non-vibrated concrete) of Kajima Co.,

SQC (Super quality concrete) of Maeda Co. or the Biocrete (Taisei Co.). With the

Japanese developments in the SCC area, concurrent research and development

continued, in University of Paisley / Scotland and University of Sherbrook/Canada, for

producing SCC mixes that matched the performance of the Japanese SCC concrete.

SCC is now widely used in construction technology as researchers and practitioners has

applauded its worthiness in terms of economy and sustenance because of a number of

factors such as faster construction, reduction in site manpower, easier placing, uniform

and complete consolidation, better surface finishes, improved durability, increased bond

strength, greater freedom in design, reduced noise levels, due to absence of vibration,

and safer working environment.

3

1.3 Construction incorporating SCC

The foremost issues pertaining to construction industry can be summarised into three

aspects: firstly issue pertains to the elimination of noise associated to vibration, second

issue pertains to the proper compaction in structures especially those confined in zones

where vibrating compaction is difficult, and third issue pertains to shortening of the

construction period. These issues pave the path for incorporation of SCC in the

construction field.

The employment of SCC can greatly improve the construction systems; it

witnesses a significant improvement in comparison to the circumstances that prevailed

due to the use of conventional concrete that required vibrating compaction. Vibrating

compaction has been as obstacle to the ideal realization of construction work due to

segregation caused by it. Once this obstacle has been eliminated, concrete construction

could be rationalized and a new construction system, including formwork,

reinforcement, support and structural design, could be developed. Moreover, by the

incorporating SCC, the cost of chemical and mineral admixtures is compensated by the

elimination of two steps found in traditional concrete construction: vibrating compaction

and work done to level the surface of the normal concrete. Nonetheless, the total cost for

a certain construction cannot always be reduced, because conventional concrete is used

in a greater percentage than self-compacting concrete. Besides, there exists some

concern for SCC. Due to the lower content of coarse aggregate, the SCC may have a

lower modulus of elasticity, which may affect deformation characteristics of pre-

stressed concrete members. There also lies another concern that the Creep and shrinkage

will be higher, affecting pre-stress loss and long-term deflection.

The method for achieving self Compactability involves not only high deformability

of paste or mortar, but also resistance to segregation between coarse aggregate and

mortar when the concrete flows through the confined zone reinforcing bars (Okamura

and Ouchi, 2003)[1]

. Okamura and Ozawa[1]

have employed the following three methods

to achieve self-compactability: Limited aggregate content, Low water-powder ratio and

Use of super plasticizer. Because of the addiction of a high quantity of fine particles, the

internal material structure of SCC shows some resemblance with high performance

concrete having self compactability in fresh stage, no initial defects in early stage and

protection against external factors after hardening.

4

Three basic characteristics of SCC are High deformability, Restrained Flowability

and Resistance to segregation. High deformability is related to the capacity of the

concrete to deform and spread freely in order to fill all the space in the formwork. It is

usually a function of the form, size and quantity of the aggregates, and the friction

between the solid particles, which can be reduced by adding a high range water reducing

admixture (HRWR) to the mixture. Restrained Flowability represents how easily the

concrete can flow around the obstacles, such as reinforcement, and is related to the

member geometry and the shape of the formwork. Resistance to segregation is related to

the cohesiveness of the fresh concrete, which can be enhanced by increasing the volume

of paste, by reducing the free-water content, by adding a viscosity-modifying admixture

(VMA) along with HRWRA, or by some combination of these constituents (Khayat H

1999)[2]

.

1.4 Mineral Admixture

Mineral admixtures are less energy intensive, industrial by-products that require less or

no processing. Mineral admixtures are basically supplementary cementitious materials,

fillers, powders depending upon their role in fresh and hardened state. These materials

possess little or no cementitious value but will in finally divided form and in presence of

moisture reacts with cement at ordinary temperature to form compounds possessing

cementitious properties. Mineral admixtures help in advancement of hydration and

especially in improving the hydration product. Mineral admixtures basically include

limestone powder (LSP), fly ash (FA), ground granulated blast furnace slag (GGBS),

silica fumes (SF) and rice husk ash (RHA). These mineral admixtures also contribute

towards properties of hardened concrete through physical and chemical properties

including hydraulic or pozzolanic activity. These materials react chemically with

Calcium hydroxide released from hydration of Portland cement to form cement

compounds. These materials often added to concrete to make concrete mixtures more

economical, reduce permeability, increase strength or influence other concrete

properties.

The use of supplementary cementing materials can significantly improve

durability properties. However different dosages and combinations of supplementary

materials yield dramatically different results. The use of mineral admixture in concrete

5

may bring lots of benefits like increased flow and strength, decreased shrinkage,

reduced water demand etc. but some problems may also be caused. A careful decision

has to be made regarding the selection of amount and the type of mineral admixture for

particular application. In general, mineral admixture has both negative as well as

positive effect on water demand, temperature rise, strength development, freeze-thaw

resistance, chemical attack resistance etc. They also have effect on volume stability and

microstructure. With continuously graded aggregates, the use of mineral admixture in

the presence of Super-plasticizers usually result in minimizing the voids, paste and

hence the cement requirement. They also add to stability of the system. This could result

in increased economy, high performance and increased durability. In this project work,

RHA is being used as a partial replacement of ordinary Portland cement.

1.4.1 Use of rice husk ash as filler material

Pozzolans from agricultural waste are receiving more attention now since their uses

generally improve the properties of the blended cement concrete, and reduce the

environmental problems. Palm oil fuel ash and rice husk ash are two promising

pozzolans and are available in many parts of the world (Chindaprasirt et al, 2008)[3]

.

Rice husk ash (RHA) has been used as a highly reactive pozzolanic material to improve

the microstructure of the interfacial transition zone (ITZ) between the cement paste and

the aggregate in self-compacting concrete. Mechanical experiments of RHA blended

Portland cement concretes revealed that in addition to the pozzolanic reactivity of RHA

(chemical aspect), the particle grading (physical aspect) of cement and RHA mixtures

also exerted significant influences on the blending efficiency.

The rice husk ash is highly siliceous material that can be used as an admixture in

concrete if the rice husk is burnt in a specific manner. The characteristics of the ash are

dependent on the components, temperature and time of burning (Hwang, 1992) [4]

.

Rice husk is also abundant in many parts of the world. When properly burnt at

temperature more than 700°C, reactive amorphous silica is obtained (Chindaprasirt et

al, 2008). The silica content in rice husk ash is high at approximately 90%. Silica in

amorphous form is suitable for use as a pozzolans. With proper burning and grinding,

ground rice husk ash (RHA) can be produced and used as a pozzolans. Even for higher

6

burning temperature with some crystalline formation of silica, good RHA can still be

obtained by fine grinding (Chindaprasirt et al, 2008). The reactive RHA is used to

produce good quality concrete with reduced and higher resistance to sulphate

attack, (Chindaprasirt et al, 2008). Rice husk is an agricultural residue obtained from

the outer covering of rice grains during the milling process. It constitutes 20% of the

600 million tons of paddy produced in the world. Initially rice husk was converted into

ash by open heap village burning method at a temperature, ranging from 300°C to

450°C. When the husk was converted to ash by uncontrolled burning below 500°C the

ignition was not completed and considerable amount of unburned carbon was found in

the resulting ash. Carbon content in excess of 30% was expected to have an adverse

effect upon the pozzolanic activity of RHA. The ash produced by controlled burning of

the rice husk between and incinerating temperature for 10 -12 hours,

transforms the silica content of the ash into amorphous phase. The reactivity of

amorphous silica is directly proportional to the specific surface area of ash. The ash so

produced is pulverized or ground to required fineness and mixed with cement to

produce blended cement. Approximately, 600 million tons of rice was produced all over

the world per year out of which an estimated 110.15 thousand metric tons of milled rice

was produced in India alone in the year 2016-2017. Huge amounts of RHA obtained

after burning of risk husk, probably has no use at all and getting rid of it is also a

problem. The following properties of the concrete are altered with the addition of rice

husk:

1. The heat of hydration is reduced. This itself help in drying shrinkage and

facilitate durability of the concrete mix.

2. The reduction in the permeability of concrete structure. This will not help in

penetration of chloride ions, thus avoiding the disintegration of the concrete

structure.

3. There is a higher increase in the chloride and sulphate attack resistance.

4. The rice husk ashes in the concrete react with Calcium hydroxide to bring more

desirable hydration products. The consumption of Calcium hydroxide will

enable lesser reactivity of chemicals from the external environment.

7

1.5 Research Objectives

1. To impart effective replacement of Ordinary Portland Cement by Rice Husk

Ash in Self Compacting Concrete (SCC).

2. To achieve effective workable Self Compacting Concrete with and without

partial replacement of Ordinary Portland Cement by Rice Husk Ash.

3. To study the workability of manufactured Self Compacting Concrete using rice

husk ash as partial replacement of Ordinary Portland Cement as per EFNARC

standards.

4. To achieve targeted design strength of design Self Compacting Concrete using

Rice Husk Ash in percent of 5, 10, 15, 20, 25 and 30 as partial replacement of

Ordinary Portland Cement.

5. To study the flexural behavior of Reinforced Self Compacting Concrete beam

specimens of size 150mm x 200mm x 1500 mm using rice husk ash as partial

replacement of Ordinary Portland Cement by 10%, 20%, 30%.

1.6 Research Methodology

1. Literature study on the workability parameters, test methods for workability of

SCC, flexural behaviour of concrete and partial replacement of cement with

different mineral admixtures.

2. Feasibility test of materials to be used in mix design.

3. Mix Design of SCC by Nan-Su Method.

4. Workability of SCC using RHA as partial replacement of cement according to

EFNARC guidelines for Slump Flow test, L-box test, V-funnel test, J-ring test.

5. Hardened properties of SCC using RHA as partial replacement of cement are tested

by Compressive Strength of cube specimens of size 150mm x 150mm x 150mm,

Split-Tensile Strength of cylinder specimens of size 150mm in dia. x 300mm in

height, and Flexural Strength of beam specimens of size 150mm x 150mm x

150mm at 3, 7, 28, and 90 days of maturity in normal water curing.

6. Study of the Flexural Behaviour of the Reinforced SCC beams with partial

replacement of cement with RHA for 0%, 10%, 20% and 30%.

8

1.7 Structure of the Thesis

This thesis work is split into seven chapters. Chapter I of this project work deals with

the introduction to the topic, i.e. flexural behaviour of self-compacting concrete using

rice husk ash as partial replacement of cement. Chapter II of this project work deals with

the study of various literatures pertaining to the thesis work. Chapter III deals with the

materials used in the experimental program of the project work. Chapter IV deals with

the designing and study of SCC mix design with partial replacement of cement with

RHA. Chapter V includes the study of Flexural Behaviour of the designed Reinforced

SCC beams. Chapter VI deals with the Inference and Analysis of the results obtained

from the various tests performed in Chapter III, IV and V. Chapter VII deals with the

conclusion and Future Scope of this project Work.

Chapter I – Introduction

This Chapter deals with the Introduction to the topic, Flexural Behaviour of Self-

Compacting Concrete using Rice Husk Ash as partial replacement of cement, a brief

introduction to the topics and concepts related to the thesis work, the research objective,

the research methodology and the organisation of this thesis work.

Chapter II – Literature Study

This chapter deals with study of Literature used in the project work along with the

mention of latest related works. In this part of the thesis, various literatures from the

development of SCC in Japan in 1980‘s till date were collected and studied. The chapter

further includes the motivation and objectives of this project work.

Chapter III – Investigation on Materials Used

This chapter deals with the materials used in the project work and the various sets of

tests performed for investigating the physical properties of these materials in order to

confirm the feasibility of these materials in Concrete mix design.

Chapter IV – Experimental Program on SCC

This chapter deal with the experimental set up required for the design and testing of the

SCC with partial replacement of cement with RHA. It also includes the experimental

results of the tests performed.

9

Chapter V – Flexural Behaviour of Reinforced SCC Beam

This chapter deals with the study of Flexural Behaviour of Reinforced SCC beams, and

shows the comparison between the theoretical and experimental capacity of the

Reinforced SCC beams.

Chapter VI – Inference & Analysis

This chapter deals with the discussion of the results obtained from the tests discussed in

IV and V.

Chapter VII – Conclusion & Future Scope

This project work deals with the conclusion and the future scope of this thesis work.

Based on the experimental results obtained and its rational discussion, conclusions were

made which will specify the future perspective of the project work done.

10

Chapter 2 Literature Study

2.1 Introduction

This chapter discussed about the literature study on the body of works based on

replacement of cement with Rice Husk Ash (RHA) in concrete design to pave the path

for practical realization of this concept in the construction industry. The limited study

available on self-compacting and ordinary concrete with RHA is enclosed herein. This

chapter deals with the review of literatures used in the project work and discusses about

the different investigation for effective use of RHA as replacement in general so far. In

this part of the thesis, the various literatures that have been studied are presented in a

chronological order dating back to 1980‘s when the development of SCC took place in

Japan to the present times. Various research works done by the researchers of different

parts of the world available in the form of literatures available on the use of rice husk

ash as partial replacement of cement is mentioned in the following Literature Review.

The chapter also includes the motivation and objective of this research work.

2.2 Literature Review

M.A. Ahmadi [5]

studied the Mechanical properties up to 180 days of self-

compacting and ordinary concrete with rice-husk ash (RHA). Two different replacement

percentages of cement by RHA, 10% and 20%, and two different water/cementetious

material ratio (0.40 and 0.35), were used for both of self-compacting and normal

concrete specimens. The results are compared with those of the self-compacting

concrete without RHA, with compressive, flexural strength and modulus of elasticity. It

is concluded that RHA provides a positive effect on the Mechanical properties at age

after 60 days. Also specimens with 20% replacement of cement by RHA have the best

performance.

Strength of concrete containing 25 percent of RHA is not affected appreciably

but the cost is reduced considerably. It is also found that the resistance to chemical

attack of RHA concrete is much better than ordinary Portland cement concrete. Syed

Mehdi Abbas [6]

.

11

Shriram, H. Mahure [7]

obtained the fresh properties of concrete within the limit

as specified by EFNARC up to replacement of 20% cement by RHA. The SCC mixes

with replacement of 20% cement by RHA gave optimum results. Flexural and Split

tensile strength was much better than target strength for M30 grade of concrete. RHA

being pozzolanic material shown much better performance after 90 days curing as

compared with the same at 28 days. It was observed that the water absorption within

acceptable limit. Hence the concrete will be impermeable.

Sumrerng Rukzon, Prinya Chindaprasirt [8]

. Test results reveal that the resistance

to chloride penetration of concrete improves substantially with partial replacement of

cement with a blend of GRHBA. This work suggests that the GRHBA is effective for

producing SCC with 30% of GRHBA replacement level.

Due to fine insulating properties of rice husk like low thermal conductivity, high

melting point, low bulk density high porosity, it is used for production of high quality

steel. It is also used as a coating over the molten metal in the tarnish and in ladle which

acts as a very good insulator and does not allow quick cooling of metal, results revealed

by Er Mehran Ali, Kshipra Kapoor [9]

.

Vikas V. Karjinni, Shrishail B. Anadinni, Dada S. Patil [3]

, presented a comparative

evaluation of fresh and hardened properties of SCC using different mineral admixture

with Nan Su and Modified Nan-Su mix design method.

Invesigation of Silvio Delvasto[10]

, revealed that the particular rice husk ash

(RHA) consists of 99% of Silica, highly amorphous, white in colour and of greater

pozzolanic activity than the Silica fume and another rice husk ash prepared with only by

a thermal treatment.

Chatveera B, Lertwattanaruk P[11]

, investigated that RHA provides a positive

effect on the autogenous shrinkage and weight loss of concretes exposed to hydrochloric

and sulphuric acid attatcks. Results show that ground BRHA can be applied as a

pozzolanic material and also improve the durability of concrete.

A.E. Abalaka [12]

, results show that the optimum OPC replacement with RHA

was dependent on the w/b ratio of the concrete mix. The results show that low w/b

12

mixes tends to lower the optimum RHA replacement levels. The RHA used has been

shown to have improved the tensile strength of the concrete. The results of this study

have further shown that , the low specific surface RHA used could replace 15% of OPC

at w/b ratio of 0.50 without reduction in both compressive and tensile strength of

concrete.

30% of RHA could be advantageously blended with cement without adversely

affecting the strength and permeability properties of concrete, V. Kannan and K.

Ganseana et[13]

.

S. Kanakambara Rao[14]

, conducted a review on Experimental behavior of Self

Compaction Concrete blended with Rice Husk As. He studied on experimental behavior

of SCC with RHA as a partial replacement of cement. RHA has been used as a highly

reactive pozzolanic material to improve the microstructure of the interfacial transition

zone (ITZ) between the cement paste and the aggregate in self-compacting concrete.

Bui, Le Anh-Tuan, Chen [15]

, revealed that the strength and durability properties

of concrete with or without three types of rice husk ash (RHA), namely, amorphous,

partial crystalline, and crystalline RHA, were investigates. The three types of RHA were

added into concrete at a 20% replacement level. Consequently, the pozzolanic reactivity

of amorphous RHA was higher than that of partial crystalline and crystalline RHA.

Concrete added with amorphous RHA showed excellent characteristics in its mechanical

and durability properties.

Five different replacement levels namely 5%, 7.5%, 10%, 12.5%, and 15% are

chosen. Curing periods starting from 3, 7, 28 and 56 days are considered in this

investigation. At all the cement replacement levels of rice husk ash; there is gradual

increase in compressive strength from 3 days to 7 days. However there is significant

increase in compressive strength from 7 days to 28 days followed by gradual increase

from 28 days to 56 days, test results revealed by P. Padma Rao[16]

.

13

2.3 Recent Related Works

The specific literature is concerned with the recent works, from 2013 up to 2018, on

structural engineering application that is in a way similar or co-related to this project

work.

Amitkumar D. Raval, Dr.Indrajit N. Patel, Prof. Jayeshkumar Pitroda[17]

studied the experimental investigation on strength of concrete and optimum percentage

of the partial replacement by replacing cement via 0%, 10%, 20%, 30%, 40% and 50%

of ceramic waste to study the behaviour of concrete while replacing the ceramic waste

with different proportions in concrete.

B.H.V. Pai, M. Nandy, A. Krishnamoorthy, P.K.Sarkar, Philip George[18]

investigates the preliminary results of producing and comparing SCCs incorporating Fly

ash (FA) and Rice husk ash (RHA) as supplementary cementing materials in terms of

their properties like compressive strength, split tensile strength and flexural strength.

Sonali K. Gadpalliwar, R. S. Deotale, Abhijeet R. Narde[19]

studied the partial

replacement of natural sand (NS) with Quarry sand and partial replacement of cement

with GGBS and RHA. This research showed that the composition of 22.5% GGBS +

7.5% RHA with 60% of quarry sand gives good strength results.

Vinod Goud, Niraj Soni, Goutam Varma, Kapil Kushwah, Sharad Chaurasia,

Vishwajeet Sharma[20]

studies about the partial replacement of cement with fly ash in

concrete.

Swapnil Samrit, Piyush Shrikhande, M.V.Mohod[21]

investigated the behavior of

concrete pavement while replacing fly ash in different proportions. The cement has been

replaced accordingly in the range of 0%, 10%, 15%, & 20% by weight of M- 30 grade

concrete. Concrete mixtures were produced, tested as an alternative to traditional

concrete to evaluate the mechanical properties for 7, 14 & 28 days. To study the

maximum stress coming onto the pavement, models with different thicknesses were

generated in ANSYS software & analysis was carried out.

14

Savita Devi, Nitish Gandhi, Mahipal, Nimisha Marmat, Balveer Manda,Mahesh

Vaishnav[22]

studies various suitable replacements of cement so as to reduce problems of

global warming and to create sustainable environment.

N Kaarthik Krishna, S Sandeep, K M Mini[23]

reviews on Rice Husk Ash being

used as an admixture to cement in concrete and its properties. Four different

replacement levels namely 5%, 10%, 15% and 20% were selected and studied with

respect to the replacement method.

K Sampath Kumar, U M Praveen, A Prathyusha, V Akhila, P Sasidhar[24]

studied

the use of Industrial wastes, such fly ash and silica fume as supplementary cement

replacement materials.

V. Subbamma, Dr. K. Chandrasekhar Reddy[25]

examines the compressive

strength of M40 grade concrete with partial replacement of cement by Flyash and

Metakaοlin. The cement replaced with 5%, 10%, 15%, 20%,25% & 30% of Flyash and

5%, 10%, 15%& 20% of Metakaοlin, so as to determine the best proportion. It is found

that compressive strength of concrete is high at 12% and 10% replacement of cement by

Flyash and Metakaοlin respectively.

V. Suresh, M. Suresh Babu, M. Achyutha Kumar Reddy[26]

investigated cement

replacement with sodium polyacrylate (SPA). The use of SPA in M20 grade concrete at

varies percentages in 0.1 to 0.9 in the interval of 0.3. SPA mixes showed good results

against NaCl and MgSO4 , very poor results against H2SO4.

B. Preethiwini[27]

presents the production of High strength self compacting

concrete by replacing plastic scraps from waste plastic material. The fine aggregate is

substituted with the plastic scrap at dosages 0%, 5%, 10%, 15%, and 20% by weight of

the fine aggregate. The optimum percentage for the self compacting concrete was

evaluated by testing the specimen for its compressive and tensile strength.

Abin Thomas C A, Jayalakshmi S, Jerin K Antony, Kavya S Kumar, Sreepriya K

V[28]

presents the results on an experimental program carried to explore the possibility of

use of iron ore fines as partial replacement of fine aggregate (M-sand) in self-

compacting concrete (SCC). SCC mixes were designed and fine aggregates were

15

replaced with 0, 10, 20, 30, 40, 50, 60, 70, 80, 90 and 100% iron ore fines. The optimum

percentage of replacement was found to be 40%. Tests conducted on fresh SCC

indicated that use of iron ore fines made the microstructure of SCC denser and less

workable.

D.Gowsika, S.Sarankokila, K.Sargunan[29]

reports the results of experiments

evaluating the use of egg shell powder from egg production industry as partial

replacement for ordinary Portland cement in cement mortar. In this direction, an

experimental investigation of compressive strength, split tensile strength, and Flexural

strength was undertaken to use egg shell powder and admixtures as partial replacement

for cement in concrete. The admixtures used are Saw Dust ash, Fly Ash and Micro silica

to enhance the strength of the concrete mix with 5% egg shell powder as partial

replacement for cement.

M. S. Al-Lami[30]

studies the flow properties of SCC with different ratios of

water to cement, viscocrete to cement and silica fume to cement were determined by

experimental investigation. (SCC) may be used in buildings subjected to high

temperatures during operation or in case of an accidental fire. This paper studies the

effect of elevated temperature on compressive strength of SCC specimens heated from

25ºC to 700ºC. The reductions in the compressive strength of SCC specimens at

elevated temperature were found to be varying according to the proportions of mixing

materials.

T. Shanmuga Priya, A.Punitha Kumarstudy[31]

examines the strength of High

Performance Concrete using Crushed Sand (Manufactured sand). The natural sand was

replaced by Crushed Sand in the proportion of 0%, 20%, 40%, 60%, 80% and 100% and

a series of experiments were conducted in M60 grade HPC concrete to study the

compressive strength, flexural strength, splitting tensile and modulus of elasticity. The

replacement by 60% Crushed Sand exhibited the highest compressive strength.

Amir Shafi Batt, Anshul Garg[32]

studies the incorporation of wood ash in

combination with ordinary Portland cement while using it for various structural works.

wood ash added to OPC will produce significant results to emphasize the detailed study

process. Uncontrolled burning of saw dust to form wood ash is used as a partial

16

replacement of cement, thereby changing its physical and chemical properties. In this

paper, a research work is conducted for the concrete mixes are replaced with the

amorphous wood ash as an admixture of cement having grain size less than 75 microns

in proportions of 5%, 10%, 15%, 20%, 25% and 30% by weight of cement.

G. M. Sadiqul Islam, M. H. Rahman, Nayem Kazi[33]

investigates the use of

milled (ground) waste glass (composed of silica) in concrete as partial replacement of

cement could be an important step toward development of sustainable (environmentally

friendly, energy-efficient and economical) infrastructure systems. When waste glass is

milled down to micro size particles, it is expected to undergo pozzolanic reactions with

cement hydrates, forming secondary Calcium Silicate Hydrate (C–S–H). In this research

chemical properties of both clear and colored glass were evaluated. Chemical analysis

of glass and cement samples was determined using Xray fluorescence (XRF) technique

and found minor differences in composition between clear and colored glasses. A 20%

replacement of cement with waste glass was found convincing considering cost and the

environment.

MD Azharuddin, S. Manivel, S. Thiagua[34]

comprehensively studies the current

scenario of pond ash generation and its utilization. Behavior of the beams with partial

replacement of cement by pond ash and steel fibre in flexure is studied. The result

shows the comparative advantages between cyclic behaviour of conventional beam and

pond ash with steel fibre modified beam. Ductility of fibre-reinforced concrete and the

concrete strength are found to be considerably improved by steel fibre content, and

aspect ratio.

Ratandeep Kumar, Ashfaq Malik,Vivek Kumar Kashyap[35]

studies the

replacement of sand by Coconut shell powder as well as replacement of cement with

RHA. In this paper, both materials are replaced. Partial replacement done with the 10%

cement with RHA is constant and for sand replaced with coconut shell powder at 0%,

5%, 10%, 15%, 20%, 25% in this project .The test result says the 20% replacement of

sand and 10% replacement of cement gives maximum compressive strength.

Boeini Sampurna, D.S.V.S.M.R.K.Chekravarty[36]

Glass Fiber Reinforced

Concrete is a recent introduction in the countryside of concrete technology. Efforts are

17

life form made in the ground of concrete knowledge to expand high performance

concretes by means of fibers and other admixtures in concrete awake to certain size. To

improve the concrete properties, the system be name alkali resistant glass fiber

reinforced concrete inside the present sight the alkali resistance glass fiber have been

used.

Dr. Ch. Kannam Naidu, Dr. Ch. Vasudeva Rao, Dr. G. Venkata Rao,A.Y.D.T.

Akhilesh[37]

studied M30 grade concrete after partial replacement of cement with Egg

Shell Powder (ESP), has been done to reduce the cost of concrete without affecting its

compressive strength. The study reveals that the use of ESP, which has been collected

from poultry industries, as a good replacement for Ordinary Portland Cement (OPC) in

M30 Grade concrete as it has been given good results. The results reveal that at 10%

ESP replacement the strength is higher than conventional concrete and indicates that

10% ESP is an optimum content for maximum strength. Among the products like Rice

Husk Ash, Fly Ash, Silica Fumes etc. the Egg Shells are also known to have good

prospects in minimizing the usage of cement.

Ifrah Mushtaq, Sandeep Nasier[38]

investigates the workability and Strength

characteristics of Self-Compacting Concrete (SCC) prepared by partially replacing

cement (ordinary Portland cement) with fly ash at different replacement levels (10%,

15%, 20%, 25% and 30%). The Guidelines of European Federation of National

Associations Representing for Concrete (EFNARC) was followed for mix designing

purpose. The experiments were carried out by adopting a water-powder ratio of 0.43.

B Mahendra , T Abhiram Reddy , P Raj Kumar, T Harish[39]

showed the

replacement of cement with metakaolin by 0%, 5%, 10% and 20%. The optimum result

was revealed to be HPC at 15% metakaoline replacement of cement.

B. A. Alabadan, M. A. Olutoye, M. S. Abolarin And M. Zakariya[40]

examines

Ordinary Portland Cement (OPC) and Bambara Groundnut Shell Ash (BGSA) concrete.

The ash contained 10.91% CaO, 2.16% Fe2O3, 4.72% MgO, 33.36% SiO2, 1.75%

Al2O3, 16.18% K2O, 9.30% Na2O, 6.40% SO3, 6.02% CO3 and 9.20% HCO3. 10%,

20%, 30%, 40% 50% and 0% ash was used in the mix to replace cement. Substitution of

cement with ash in concrete formation was relatively possible not exceeding 10%.

18

2.4 Identified Background Problem

Concrete is a multipurpose material widely used as a principle element for structures

and for other applications in Civil Engineering. The demand for concrete in the

construction industry is escalating with each passing day due to the increasing

population that claims housing, transportation and other amenities as its by-product.

Cement happens to be the most expensive material in concrete making. The naturally

available compounds of lime mixed with silica and alumina required for cement

preparation has been inconsiderately depleted to meet the demands of the exponentially

booming construction industry. The lime is obtained from a calcareous (lime-

containing) raw material, and the other oxides are derived from an argillaceous (clayey)

material. Therefore, in order to prevent the impending scarcity of natural resources, I

applaud the choice of use of organic waste such as rice husk ash as a partial replacement

to conventional cement in concrete.

2.5 Motivation & Research Objectives

Very limited efforts have been made worldwide to use rice husk ash as an alternate civil

engineering material. The utilization of rice husk ash as a substitute to cement is not

widely acknowledged industrially. This motivates me to carry out an effort to realize the

utilization of the rice husk ash as an effective and potential partial replacement of

cement in the Indian construction industry. This is the real intent of my work.

The ash generated from Rice Husk is an inorganic waste material that would be

cost effective and bountiful in terms of its regeneration from rice husk. From

economical point of view, the use of RHA as a partial replacement of cement becomes a

good news for Indian industrial economy as India proudly bags the second position for

the leading rice production countries based on the statistics of 2016/2017 that showed

110.15 thousand metric tons of milled rice produced by India. Hence, utilization of

agricultural bi-products in construction industries seems to be an appealing option in

recent days by fulfilling the demands of cement.

1. To impart effective replacement of Ordinary Portland Cement by Rice Husk Ash

in Self Compacting Concrete (SCC).

19

2. To achieve effective workable Self Compacting Concrete with and without

partial replacement of Ordinary Portland Cement by Rice Husk Ash.

3. To study the workability of manufactured Self Compacting Concrete using rice

husk ash as partial replacement of Ordinary Portland Cement as per EFNARC

standards.

4. To achieve the targeted design strength by the Self Compacting Concrete using

Rice Husk Ash in percentage of 5, 10, 15, 20, 25 and 30 as a partial replacement

of Ordinary Portland Cement.

5. To study the flexural behavior of Reinforced Self Compacting Concrete beam

specimens of size 150mm x 200mm x 1500 mm using rice husk ash as partial

replacement of Ordinary Portland Cement by 10%, 20%, 30%.

The scope of the my project work consists of (a) the laboratory tests for finding

out physical property of the material used in the concrete design such as specific

gravity, fineness modulus, water absorption, and particle size distribution for fine

aggregate, fine aggregate (sand) and coarse aggregate. The tests were conducted as per

Indian Standards for aggregate. (b) Assessment of the fresh properties of concrete such

as workability test for each replacement of cement with Rice Husk Ash (RHA). (c)

Assessment of the hardened properties of concrete such as compressive strength, split

tensile strength, flexural strength for M30 grade of concrete for partial replacement of

cement with RHA starting from 0% to 30% for different ages, (d) study of the load

carrying capacity a structural member i.e. the designed reinforced SCC beam. The

findings and the reports in this project have been based on the limited laboratory tests

done in NIT Jamshedpur Structures Lab on the basic material properties, physical

properties and mechanical properties w.r.t the strength parameters required in terms of

the SCC concrete using rice husk ash.

20

Chapter 3 Investigation on Materials Used

3.1 Introduction

This chapter includes a brief introduction of the materials used in the project work, lists

the various tests performed to investigate the physical properties of these materials

along with the results of those tests. In addition to that, the chapter also includes the

methodologies of those tests performed on the materials as per the requirement of this

project work.

3.2 Material Supplied

The materials used in the project work are cement (OPC 53 grade), Fine aggregates

(Sand), Coarse aggregates, mineral admixture (Rice Husk Ash) and Super-plastisizer

(HRWRA). These materials are briefly discussed in this section.

3.2.1 Cement

There is wide variety of cements that are used to some extent in the construction and

building industries. The chemical composition of these cements can be quite diverse. In

this present investigation Ordinary Portland Cement (OPC) of 53-grade Coromandal

King Brand, obtained from INDIA Cements Pvt. Ltd, Jamshedpur was used conforming

to IS 12269-2004 as per IS 4032 for the chemical composition of OPC 53.

Fig 3.1: OPC 53-grade, Coromandal King Brand

21

Table 3.1: Chemical Composition of OPC 53

Serial No Chemical Composition % by Mass

1 Calcium Oxide ( ) 62.04

2 Silicon Dioxide ( ) 20.80

3 Aluminium Oxide ( ) 4.76

4 Ferric Oxide ( ) 3.96

5 Magnesium Oxide ( ) 1.88

6 Sulphur trioxide ( ) 2.21

7 Sodium Oxide ( ) 0.28

8 Potassium Oxide ( ) 0.20

9 Loss on Ignition ( ) 3.93

3.2.2 Aggregates

Aggregates constitute the bulk of a concrete mixture, and give dimensional stability to

concrete. Generally aggregate occupies 70% to 80% of the volume of the concrete and

have an important influence on the mechanical behaviour of SCC among the various

properties of aggregate; the important ones for SCC are the shape and gradation. Many

researchers have been able to produce self-compacting concrete with locally available

aggregate. It is observed from the survey that the self-compactability is achievable at

lower cement content when rounded aggregates are used, as compared to the angular

aggregates. Although, there have been several studies on the effect of coarse aggregate

content on the flow behaviour of SCC, enough attention has not been paid to quantify

the effect of the shape of the aggregate. The aggregates can be further divided into

followings: Fine aggregates and coarse aggregates.

22

Fine Aggregates

All normal concreting fine aggregates (sand) are suitable for SCC. Both crushed or

rounded fine aggregates can be used. Siliceous or calcareous fine aggregates can be

used. The amount of fineness less than 0.125 mm is to be considered as powder and is

very important for the rheology of the SCC. A minimum amount of fineness, arising

from the binders and the sand, must be achieved to avoid segregation.

Fig 3.2: Fine aggregate

Coarse Aggregates

All types of aggregates are suitable. Regarding the characteristics of different types of

aggregate, crushed aggregates tend to improve the strength because of the interlocking

of the angular particles, whilst rounded aggregates improve the flow because of lower

internal friction. Gap graded aggregates are frequently better than those continuously

graded, which might experience greater internal friction and give reduced flow. The

normal maximum size is generally 16-20 mm; however particle sizes up to 40 mm or

more is occasionally seen to be used in SCC. Consistency of grading is of vital

importance.

Fig 3.3: Coarse Aggregate

23

3.2.3 Mineral admixture (Rice Husk Ash)

The mineral admixture used in this project work is the Rice Husk Ash. The mineral

admixtures with pozzolanic properties such as rice-hush ash (RHA), fly ash (FA), silica

fume (SF), ground blast-furnace slag (GGBS) and Meta-Kaolin (MK) are commonly

used as a partial substitution of Portland cement during construction. These admixtures

are often added to modify the physical and chemical properties of cementitious mixes.

The mineral admixture used in this project work is the Rice Husk Ash. Rice husk is an

agricultural residue obtained from the outer covering of rice grains during the milling

process. The ash produced by controlled burning of the rice husk between and

incinerating temperature for 10 -12 hours, transforms the silica content of the ash

into amorphous phase. The reactivity of amorphous silica is directly proportional to the

specific surface area of ash. The ash so produced is pulverized or ground to required

fineness and mixed with cement to produce blended cement.

Fig 3.4: Rice Husk Ash

Table 3.2: Chemical Composition of Rice Husk Ash

Sr. no. Constituents Composition (%)

1 Calcium Oxide ( ) 0.3 - 2.25

2 Silicon Dioxide ( ) 86.94

3 Aluminium Oxide ( ) 0.2

4 Ferric Oxide ( ) 0.1

5 Magnesium Oxide ( ) 0.2 - 0.6

6 Sodium Oxide ( ) 0.1 – 0.8

24

3.2.4 Chemical Admixture

The most widely used chemical admixtures in construction industry for high range water

reduction are the Super-plasticizers. The Super-plasticizer used in this project is Master

Glenium Sky 8567. It has been used for water reduction greater than 20 %.

Fig 3.5: Super Plasticizer (Master Glenium Sky 8567)

The use of a Viscosity Modifying Admixture (VMA) gives more possibilities of

controlling segregation when the amount of powder is limited. This admixture helps to

provide very good homogeneity and reduces the tendency of segregation. VMA is used

to improve viscosity of concrete. But we have not used VMA in this project as proper

dosage of Super-plasticizer can achieve the desired viscosity, thereby eliminating the

need of VMA.

3.2.5 Water

Water has been used throughout the test procedure in this project work. Natural water

which is drinkable with no pronounced taste or odour has been used as mixing water for

making concrete. Some water which may not be suitable for drinking may still be safe

for concrete mixing. Pipe born drinking water supplies are generally safe for making

concrete. Water of doubtful quality can be simply tested by making two sets of cubes or

cylinders of the same mix, one with the doubtful water and the other (used as reference)

set with distilled water, purified water, purified water, tap water, or other drinkable

25

water of good quality. In this project work water available in structures lab of NIT

Jamshedpur is used.

3.3 Methods for Testing of Materials

This section lists the various tests to be performed on the materials used in the project

work in order to study the physical properties of those materials as it helps in designing

of the concrete. The tests are performed as per the IS code specifications. It further

briefs on the methodologies used for those tests.

3.3.1 Tests on Cement

In this research work, Ordinary Portland Cement 53 Grade (OPC 53) conforming to IS:

455-1989[41]

is being used. The testing on the cement is done as per Indian standard

procedure conforming to IS: 4031. The physical properties of cement that are

investigated in the present research work are listed in the table 3.3

Table 3.3: Tests for Physical Properties of Cement

Sr. no. Name of the Test

1 Fineness

2 Consistency

3 Setting time (initial and final)

4 Specific Gravity

3.3.1.1 Fineness of cement

The degree of fineness of cement is calculated by measuring the mean size of the grains

in it. There are three methods for testing fineness:

[1] The sieve method—using 90 micron (9 No.) sieve

[2] The air permeability method— Nurse and Blains method

[3] The sedimentation method— Wagner turbidity-meter method.

The sieve method measures grain size. The Nurse and Blains method and Wagner

turbidity-meter method measure the surface area.

In the present study fineness of cement is measured by using 90 micron (9 No.) sieve.

26

Procedure:

1. Take 100 g of cement sample.

2. Air-set lumps, if present in the sample, are crushed with fingers.

3. The sample is placed on a 90 micron sieve and continuously sieved for 15

minutes.

4. Measure the residue weight of cement on the sieve.

Calculation:

Fineness =

3.3.1.2 Consistency of cement

Normal consistency of cement is the percentage of water required for the cement paste,

such that the viscosity of which will allow the Vicat plunger to penetrate up to a point 5

to 7 mm from the bottom of the mould of the Vicat Apparatus. Consistency test is

performed to estimate the amount of water to be mixed to form paste of cement in an

optimum way confirming to IS: 4031 (Part 4) 1988.The apparatus used in consistency

test of cement sample are Vicat Apparatus Conforming to IS: 5513-1976, Balance of

capacity 1Kg and sensitivity to 1gram, Gauging trowel conforming to IS: 10086-198.

Procedure:

1. 300 gm of cement is taken.

2. An amount of water measuring 25 % of cement by weight is mixed with the

cement sample.

3. The paste is poured in the mould of Vicat apparatus and the surface of the filled

paste is smoothened and levelled.

4. A circular needle of 10 mm diameter, attached to the plunger, is then lowered

gently over the cement paste surface and is released quickly. The plunger pierces

the cement paste.

5. The reading on the attached scale is recorded.

When the reading is 5-7 mm from the bottom of the mould, the amount of water added

is considered to be the correct percentage of water for normal consistency.

27

3.3.1.3 Setting time of cement

When water is added to cement, the resulting paste starts to stiffen and gain strength and

lose the consistency simultaneously. The term setting implies solidification of the plastic

cement paste. Initial and final setting times may be regarded as the two stiffening states

of the cement. The beginning of solidification, called the initial set, marks the point in

time when the paste has become unworkable. The time taken to solidify completely

marks the final set, which should not be too long in order to resume construction activity

within a reasonable time after the placement of concrete.

The initial setting time may be defined as the time taken by the paste to stiffen to

such an extent that the Vicat‘s needle is not permitted to move down through the paste

to within 5 ± 0.5 mm measured from the bottom of the mould. The final setting time is

the time after which the paste becomes so hard that the angular attachment to the needle,

under standard weight, fails to leave any mark on the hardened concrete. Initial and final

setting times are the rheological properties of cement.

Procedure:

1. A neat cement paste is prepared by gauging cement with 0.85 times the water

required to give a paste of standard consistency.

2. The stop watch is started at that instant when the water is added to the cement.

3. The mould resting on a nonporous plate is filled completely with cement paste

and the surface of filled paste is levelled smooth with the top of the mould. The

test is conducted at room temperature of 27± 2°C.

4. The mould with the cement paste is placed in the Vicat‘s apparatus and the

needle is lowered gently in contact with the test block and is then quickly

released.

5. The needle thus penetrates the test block and the reading on the VI cat‘s

apparatus graduated scale is recorded.

6. The procedure is repeated until the needle fails to pierce the block by about 5

mm measured from the bottom of the mould. The stop watch is pushed off and

the time is recorded which gives the initial setting time.

7. The cement is considered to be finally set when upon applying the needle gently

to the surface of test block, the needle makes an impression, but the attachment

fails to do so.

28

3.3.1.4 Specific gravity of cement

The specific gravity of OPC-53 is obtained by using Le-Chatelier flask as shown below.

Procedure:

1. The flask is filled with kerosene free of water to a point on the stem between

zero and 1-ml mark. The flask is immersed in a constant temperature water-bath

and the reading is recorded.

2. A weighed quantity of cement (about 64 gm) is then introduced in small

amounts at the same temperature as that of the liquid.

3. After pouring all the cement, the stopper is placed in the flask and the flask is

rolled in an inclined position, or gently whirled in a horizontal circle, so as to

free the cement from air until no further air bubbles left in the apparatus.

4. The flask is again immersed in the water-bath and the final reading is recorded.

5. The difference between the initial and the final reading represents the volume of

liquid displaced by the weight of the cement used in the test.

Calculation:

3.3.2 Tests on Aggregates

The test for aggregate is done as per IS: 2386[42]

.The specification for coarse aggregate

and fine aggregate is done as per IS: 383-1970[43]

. The physical properties of aggregate

that have been investigated in the present research work are listed in the table 3.4.

Table 3.4: Tests for Physical Properties of Aggregate

Name of the Test Fine Aggregate (sand) Coarse Aggregate

Sieve Analysis

Specific Gravity

Bulk Density

Water Absorption

Bulking X

29

3.3.2.1 Sieve analysis

The test for Sieve analysis of aggregates is done as per IS: 2386 part I[42]

. Test samples

of fine aggregate and coarse aggregate are taken respectively in sufficient quantities.

The air dried test sample is placed on a set of specific sieves with largest size on the top.

The set of sieves is then shaken for 2 minutes. The arrangement of sieves for different

types of aggregate is shown in the table 3.5.

Table 3.5: Arrangement of sieves for Sieve Analysis

Fine Aggregate Coarse Aggregate

4.75 mm 80mm

2.36 mm 40mm

1.18 mm 20mm

600 micron 16mm

300 micron 10mm

150 micron 4.75mm

2.36mm

1.18 mm

600 micron

300 micron

150 micron

Fig 3.6: Sieve Analysis

30

Procedure:

1. The test sample is dried to a constant weight at a temperature of 110 + 5oC and

weighed.

2. The test sample is sieved through 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.

3.3.2.2 Specific gravity & Water absorption test

The tests on Aggregates for Specific gravity and Water absorption have been performed

as per IS: 2386 part III.

The Specific Gravity of solid particles of a material is calculated as the weight

per unit mass of a given volume of solids to the weight per unit mass of an equal volume

of water at 4°C. The Specific Gravity of an aggregate is considered to be a measure of

strength or quality of the material. Stones having low specific gravity are generally

weaker than those with higher specific gravity values.

Water Absorption is defined as the ability of the material to absorb and retain

water. It is expressed as percentage in weight or of the volume of dry material.

Test procedure for Coarse Aggregate:

1. Approximately 2kg of the aggregate sample is washed thoroughly to remove

fines, drained and then placed in a wire basket and then immersed in the distilled

water at a temperature between 22 to 320C with a cover of at least 50 mm of

water above the top of the basket

2. Immediately after the immersion, the entrapped air is removed from the sample

by lifting the basket that holds it 25 mm above the base of the tank and allowing

it to drop 25 times at the rate of about one drop per second. The basket and the

aggregate should remain completely immersed in water for a period of 24±0.5

hours afterwards.

31

3. The basket and the sample are then weighed while suspended in water at a

temperature of 22 to 320C. The weight is noted while suspended in water (W1)

gm

4. The basket and the aggregate are then removed from water and allowed to drain

for a few minutes, after which the aggregates are transferred to one of the dry

absorbent clothes.

5. The empty basket is then returned to the tank of water, jolted 25 times and

weighed in water (W2) gm

6. The aggregates placed in the dry absorbent cloth are surface dried till no further

moisture could be removed by that cloth.

7. Then the aggregate is transferred to the second dry cloth spread in a single layer,

covered and allowed to dry for at least 10 minutes until the aggregates are

completely surface dry. 10 to 60 minutes drying may be needed. The surface

dried aggregate is then weighed W3 gm

8. The aggregate is placed in a shallow tray and kept in an oven maintained at a

temperature of 1100C for 24 hours. It is then removed from the oven, cooled in

air tight container and weighed W4 gm

Calculation:

Weight of saturated aggregate suspended in water with basket = W1 gm

Weight of basket suspended in water = W2 gm

Weight of saturated aggregate in water = (W1-W2) g m.

Weight of saturated surface dry aggregate in air = W4 gm

Weight of water equal to the volume of the aggregate = (W3- (W1-W2)) gm

Specific Gravity =

Water Absorption =

Test procedure for Fine aggregate:

1. Specific Gravity for fine aggregate is determined using pycnometer method.

2. Consider 500g of sample in saturated surface dry (SSD) condition and place it in

the pycnometer and weigh it (W1).

3. Pour distilled water into it until it is full.

32

4. Eliminate the entrapped air by rotating the pycnometer on its side, while

covering the hole in the apex of the cone with the help of a finger.

5. Wipe out the outer surface of pycnometer and weigh it (W2).

6. Transfer the contents of the pycnometer into a tray. It should be ensured that all

the aggregate is transferred.

7. Refill the pycnometer with distilled water to the same level.

8. Find out the weight (W3).

9. Drain water from the sample through a filter paper.

10. Place the sample in oven in a tray at a temperature of 100ºC to 110º C for 24±0.5

hours, during which period, it is stirred occasionally to facilitate drying.

11. Cool the sample and weigh it (W4).

Calculation:

Specific Gravity =

Water Absorption =

3.3.2.3 Bulk density

The test for Bulk density of both Fine and Coarse aggregates is performed as per (IS:

2386 part III). Bulk density is the mass of a unit volume of material in its natural state

along with pores and voids.

Calculation:

Bulk density =

kg/m

3

Where,

M = mass of specimen (kg)

V = volume of specimen in its natural state (m3)

3.3.2.4 Bulking of sand

Bulking is defined as the increased volume of fine aggregate due to the existence of

moisture content in it. Bulking of aggregate is dependent upon two factors:

a) Percentage of moisture content in the fine aggregate.

b) Particle size of fine aggregate.

33

Fine sand bulks more in comparison to coarse sand, i.e. percentage of bulking in

indirectly proportional to the particle size of the aggregate. Extremely fine sand,

particularly the manufactured fine aggregate, bulks as high as 40%. The moisture

present in aggregate forms a layer around each sand particle. These layers of moisture

on each sand particle exert a force on itself; this force is known as the surface tension.

Due to this surface tension, each particle gets away from each other; this leads to

difficulty in direct contact among individual particles. This causes bulking of the

volume. Bulking of sand is required in the present study.

Bulking increases with increase in moisture content up to a certain limit and

beyond that the further increase in moisture content results in decrease in volume of the

When the fine aggregate is completely saturated it does not show any bulking.

Fig 3.7: Testing of Bulk Density

Procedure:

1. 2/3 of a simple container is filled with the test sample of sand.

2. The height of the sand is measured, say 200 mm.

3. The sand is then taken out of the container ensuring that there remains no

amount of sand left in the container during this transition.

4. Add 1% of water by weight of sand to the sand sample, mix it thoroughly filled

in the container and measure the height of sand.

5. The process is repeated until the volume starts decreasing. Finally bulking is

obtained which is nothing but the moisture content at which it shows maximum

volume.

34

3.3.3 Tests on Rice Husk Ash

In this research work, Rice Husk Ash (RHA) is being used as a partial replacement of

cement. The physical properties of cement that are to be investigated in the present

research work are listed in the table 3.6.

Table 3.6: Tests for Physical Properties of RHA

Sr. no. Name of the Test

1 Fineness

2 Specific Gravity

The testing on the physical properties of RHA such as Fineness and Specific Gravity are

performed in this research work. Both the tests for Fineness and Specific Gravity are

performed similar to the procedures described for cement in section 3.3.1.2 and 3.3.1.4

respectively.

3.4 Test Results of Materials

The results obtained from the testing on materials are confirmed w.r.t the IS code

specifications. The use of these materials is approved in concrete mix design only if the

values of the following test results lie within the range of IS code specifications. The

results of test for cement, fine aggregates, coarse aggregates and RHA are shown in

sections 3.4.1, 3.4.2, 3.4.3 and 3.4.4 respectively.

3.4.1 Results for Cement

The results of the test on cement are shown in the following tables, from table 3.7 to

3.10 in the following order:

1. Fineness of Cement

2. Consistency of Cement

3. Initial & Final Setting Time of Cement

4. Specific Gravity of Cement

35

1. Fineness of Cement (OPC 53)

The test result for Fineness of cement is shown below.

Table 3.7: Fineness of Cement (OPC 53)

Sample No. Weight

(gm)

Weight retained on

90μ sieve (gm)

Fineness Avg. Fineness of

cement

I 100 1 1

1 II 100 1 1

2. Consistency of Cement

The test result Consistency of cement is shown below.

Table 3.8: Consistency of Cement

Weight of cement = 400 gm

Sr No. Water Content

(% by weight)

Reading

Sample I Sample II

1 25 25 27

2 26 12 14

3 27 7 6

4 27.5 5 5

3. Initial & Final Setting Time of Cement

The test result for setting time (initial and final) of cement is shown as follows.

Table 3.9: Initial & Final Setting Time of Cement

Sample No. Initial Setting Time (min) Final setting Time (min)

I 120 205

4. Specific Gravity of Cement

The test result for Specific Gravity of cement is shown in the following table:

36

Table 3.10: Specific Gravity of Cement

Sr No. Description Weight (gm)

Sample I Sample II

1 Crucible 29 29

2 Crucible + Cement 58 53

3 Crucible + Cement + Kerosene 90 86

4 Crucible + Kerosene 69 69

Specific Gravity 3.625 3.429

Avg. Specific Gravity 3.527

3.4.2 Results for Fine aggregate

The results of the test on fine aggregates are shown in the following tables, from table

3.11 to 3.16 in the following order:

1. Fineness modulus by Sieve Analysis

2. Specific Gravity

3. Water Absorption

4. Bulk Density

5. Bulking

1. Sieve Analysis

The test result for Fineness Modulus of Fine aggregates by Sieve Analysis is depicted in

the Table 3.11 and a graph is shown in the figure 2.7 that shows the grading of the fine

aggregates

Fig 3.8: Grain Size Distribution Curve of Fine Aggregates

0

20

40

60

80

100

120

0.1 1 10% C

um

mu

lati

ve p

assi

ng

w

eig

ht

Grain Diameter (mm)

37

Table 3.11: Fineness modulus of Fine Aggregate

Sieve Analysis of Fine Aggregate

Weight of Sample = 1000 gm

Sr

No.

Size of

Sieve

(mm)

Weight

retained

on sieve

(gm)

%

weight

retained

Cumulative

% weight

retained

Cumulative

% passed

though

Ʃ

cum

%

F.M.

1 4.75 34 3.4 3.4 96.6

335.3

3.3

53

2 2.36 20 2 5.4 94.6

3 1.18 183 18.3 23.7 76.3

4 0.6 196 19.6 43.3 56.7

5 0.3 495 49.5 92.8 7.2

6 0.15 48 4.8 97.6 2.4

7 Pan 9 0.9 98.5 1.5

2. Specific Gravity

The test result for Specific Gravity of Fine aggregates is shown below.

Table 3.12: Specific Gravity of Fine Aggregate


Sample I Sample II

1 Empty Pycnometer 618 626

2 Pycno. + Sand 1394 1418

3 Pycno. + Sand + Water 1947 1968

4 Pycno. + Water 1468 1472



38

3. Water Absorption

The test result for Water Absorption of Fine aggregates is shown as follows.

Table 3.13: Water Absorption of Fine Aggregate


Sample I Sample II

1 Crucible 396 370

2 Crucible + Sand 1266 1132

3 Crucible + Oven dried Sand 1262 1128

Water Absorption 0.46 0.52

Avg. Water Absorption 0.492

4. Bulk Density

The dimension of the bucket with the help of which the bulk density of the fine

aggregate has been measured is shown in table 3.14.

Table 3.14: Bucket Dimensions

Dimension Measure Unit

Weight 7.62 Kg

Diameter 20.8 cm

Height 24.85 cm

The test result for Bulk Density of Fine aggregates is shown as follows.

Table 3.15: Bulk Density of Fine Aggregate

Sr

No.

Loose weight

(kg)

Dense weight

(kg)

ƍ loose

(kg/mᶟ)

ƍ dense

(kg/mᶟ)

1 15.532 16.322 1540 1618

39

5. Bulking of sand

The test result for Bulking of Sand of Fine aggregates is shown as follows.

Table 3.16: Bulking of Sand

Initial volume of Sand = 150 ml

Sr No.

Initial Volume

V1 (ml)

Volume of

water mix (%)

Final Volume

V2 (ml)

Difference

1 150 1 155 5

2 150 2 165 15

3 150 3 184 34

4 150 4 192 42

5 150 5 188 38

6 150 6 182 32

Bulking of Sand = 4%

3.4.3 Results for Coarse aggregates

The results of the test on coarse aggregates are shown in the following tables, from table

3.17 to 3.21 in the following order:

1. Fineness Modulus

2. Specific Gravity

3. Water Absorption

4. Bulk Density

1. Fineness Modulus

The test result for Fineness Modulus of Coarse aggregates by Sieve Analysis is depicted

in the Table 3.17 and a graph is shown in the figure 2.8 that shows the grading of the

fine aggregates

40

Fig 3.9: Grain Size Distribution Curve of Coarse Aggregate

Table 3.17: Sieve Analysis of Coarse Aggregate

Fineness modulus of Coarse Aggregate

Weight of Sample = 10 kg

Size of

Sieve

(mm)

Weight

retained on

sieve (gm)

%

weight

retained

cumulative

% weight

retained

Cumulative

% passed

though

Ʃcum%

∑

(F.M)

80 0 0 0 100

766.82

7.668

40 0 0 0 100

20 1160 11.6 11.6 88.4

10 5676 56.76 68.36 31.64

4.75 2844 28.44 96.8 3.2

2.36 126 1.26 98.06 1.94

1.18 23 0.23 98.29 1.71

0.6 2 0.02 98.31 1.69

0.3 2 0.02 98.33 1.67

0.15 2 0.02 98.35 1.65

Pan 37 0.37 98.72 1.28

0

20

40

60

80

100

0.1 1 10 100

% C

uh

mm

ula

tive

pas

sin

g w

eig

ht

Grain Diameter (mm)

41

2. Specific Gravity

The test result for Specific Gravity of coarse aggregates is shown below.

Table 3.18: Specific Gravity of Coarse Aggregate


1 Empty Pycnometer 618

2 Pycno. + CA 1418

3 Pycno. + CA + Water 2060

4 Pycno. + Water 1510

Specific Gravity 3.2

3. Water Absorption

The test result for Water Absorption of coarse aggregates is shown as follows.

Table 3.19: Water Absorption of Coarse Aggregate


Sample I Sample II

1 Crucible 396 370

2 Crucible + CA 1666 1644

3 Crucible + Oven dried CA 1643 1623

4 Water absorption 1.81 1.65

Avg. Water absorption 1.73

4. Bulk Density

The dimension of the bucket with the help of which the bulk density of the coarse

aggregate has been measured is shown in table 3.20

Table 3.20: Bucket Dimensions

Bucket Properties Dimension Measure Unit

Weight 7.618 Kg Diameter 20.8 cm Height 24.85 cm

The test result for Bulk Density of coarse aggregates is shown as follows.

42

Table 3.21: Bulk Density of Coarse Aggregate

Sr No. Loose weight

(kg)

Dense weight

(kg)

ƍ loose

(kg/mᶟ)

ƍ dense

(kg/mᶟ)

70:30 16.324 17.712 1618 1756

65:35 16.439 17.854 1630 1770

60:40 15.819 17.744 1568 1759

3.4.4 Results for Rice Husk Ash

The results of the test on Rice Husk Ash are shown in the tables 3.22 and 3.23 in the

following order:

1. Fineness of RHA

2. Specific Gravity of RHA

1. Fineness of RHA

The test result for Fineness of RHA is shown below.

Table 3.22: Fineness of RHA

Sample

No. Weight (gm)

Weight retained on

90µ sieve (gm) Fineness

Avg. Fineness

of cement

I 100 8 8 7

II 100 6 6

2. Specific gravity of RHA

The test result for Specific Gravity is shown below.

Table 3.23: Specific Gravity of RHA


Sample I Sample II

1 Crusible 29 29

2 Crusible + RHA 53 55

3 Crusible + RHA + Kerosine 84 85

4 Crusible + Kerosine 69 69



43

3.5 Result Discussion &Summary

The results of the particular sets of tests performed for the investigation of the physical

properties of the materials supplied namely OPC 53 grade cement, fine aggregate,

coarse aggregate and Rice Husk Ash, for the experimental work in this project, are

depicted in Table 3.24, 3.25, 3.26 and 3.27 respectively. A brief summary is provided

on the physical properties of the material supplied.

3.5.1 Cement

Different physical tests for the purpose of Mix Design on the supplied cement

Conforming: to IS 455-1989 specifications were conducted and the test results are

reported in Table: 3.24. The results here have been obtained by calculating the average

of the results from the trial samples.

Table 3.24: Physical Properties of Ordinary Portland Cement (OPC 53)

Sr No. Particulars of Test Result

1 Consistency 27.5 %

2 Fineness 1.00 %

3 Specific Gravity 2.954

4

Set

ting

Tim

e

Initial Setting time 120 minutes

Final Setting time 205 minutes

3.5.2 Aggregates

Fine aggregates: Locally available sand from river Kharkai, Jamshedpur with 4.75 mm

maximum size has been used as fine aggregate. The corresponding specific gravity and

bulk density of fine aggregate used were calculated as 2.644 and 1618 kg/m3

respectively, both confirming to IS 383–1987[55](51). The water absorption capacity

and the fineness modulus of fine aggregate have been found to be 0.492 % and 3.647of

Zone II respectively.

44

Table 3.25: Physical Properties of Fine Aggregate

Sr No. Particulars of Test Fine Aggregate

1 Water Absorption 0.492 %


3

Bulk

Den

sity

Compacted State 1618 Kg/m

3

Loose State 1540 Kg/m3

4 Bulking of Sand 4.00 %

5 Fineness modulus 3.647, Zone-II

Coarse aggregates: Crushed and angular coarse aggregates having maximum sizes of

20mm down (35%) and 10 mm down (65%) have been used in this project work. All

aggregates are used in natural (bulk) condition. Here, C.C.A. (Combined coarse

aggregate) comprises of:

C.A. (20) – Coarse aggregate of 20 mm down size

C.A. (10) – Coarse aggregate of 10 mm down size

Table 3.26: Bulk Density of Coarse Aggregate

Sr No. Loose weight

(kg)

Dense weight

(kg) (kg/mᶟ) (kg/mᶟ)

70:30 16.324 17.712 1618 1756

65:35 16.439 17.854 1630 1770

60:40 15.819 17.744 1568 1759

The bulk densities of each size aggregate are obtained (loose and dense) in three

different proportions namely 70:30, 65:35 and 60:40. It was observed that at 65:35, the

bulk density of C.C.A is optimum, and therefore this proportion of C.C.A was used in

concrete mix design.

45

Table 3.27: Physical Properties of Coarse Aggregate

Sr No. Particulars of Test Coarse Aggregate

1 Water Absorption 1.73 %


3

Bulk

Den

sity

Compacted State 1770 Kg/m

3

Loose State 1630 Kg/m3

4 Fineness Modulus 7.668

The water absorption capacity and the fineness modulus of coarse aggregate have been

found to be 1.73 % and 7.668 respectively.

3.5.3 Rice Husk Ash

Different physical tests for RHA were conducted and the test results are reported in

Table: 3.28. The results here have been obtained by calculating the average of the

results from the trial samples for each of the tests.

Table 3.28: Physical Properties of Rice Husk Ash

Sr No. Particulars of Test Coarse Aggregate

1 Fineness 7


3.5.4 Summary

The test results were performed to achieve a better mix proportion with fulfilment of

strength as well as the desired workability with optimum cement content. On the basis

of the test results shown in this chapter, the final mix proportions will be performed later

in the Chapter 4. The tests on the materials, to be used in the mix design, shows that the

physical properties of the tested materials are in the range of the desired criteria as per

IS codes.

46

Chapter 4 Experimental Program on SCC

4.1 Introduction

This chapter discusses about the methodology for Mix Design by Nan-Su Method,

provides a report on Concrete MIX Design data, includes the experimental program for

testing the designed SCC for fresh state as well as hardened state and later shows the

result of these sets of tests.

In general, for efficient designing of SCC mixes, the sequential procedure of

designing is: Designation of desired air content, Determination of coarse aggregate

volume, Determination of sand content, Design of paste composition, Determination of

optimum water:powder ratio and superplasticizer dosage in mortar. Finally the concrete

properties are assessed by standard tests.

Fig 4.1: General Mix design procedure

4.2 Methodology for Mix Design

The method used for the mix designing of the concrete in this project is the Nan-Su

Method (2001) [44]

. The various calculations to be performed using the Nan-Su Method

has been listed as follows:

47

i. Calculation of Quantity of Fine and Coarse Aggregates

This can be determined by knowing Packing Factor (PF).

ii. Calculation of Cement Content

This can be determined by using the formula below:

iii. Calculation of Mixing Water Content:


iv. Calculation of filler:

This can be determined by using the formulae below:

(

) (

) (

) (

)

48

v. Calculation of mixing water content needed in SCC:


vi. Calculation of Super-plasticizer and VMA dosage:

The Super-plasticizer dosage can be determined from experience or from its

saturation point. VMA can also be used to improve viscosity of concrete; however,

by the introduction of proper dosage of Super-plasticizer, we have achieved the

desired viscosity without the use of VMA in this project work.

4.3 Concrete Mix Design Data

A report on Concrete MIX Design data is presented by listing the calculations to be

performed using the Nan-Su Method and then showing the various Mix Proportions for

different mixtures.

4.3.1 Mix design by Nan-Su Method

The resultant data obtained after performing the Nan-Su method for mix design of

concrete is given below:

i. Target mean strength:

= 38.25 N/mm2

ii. Quantity of Fine and Coarse Aggregates:

49

iii. Cement content:

iv. Mixing water content:

Total water content

v. Super-plasticizer dose:

SP of 1.2% dosage is provided

Weight of SP dosage

4.3.2 Mix proportion for different mix

The values of 0% replacement of cement by RHA, has been designed by the Nan-Su

method. Based on the 0% replacement, mix proportions with 5%, 10%, 15%, 20%, 25%

and 30% replacement of cement with rice husk ash in SCC has been designed as shown

in the table 4.1. The Test Specimens (Cubes, Cylinders, Prisms and Beams) designed

with this Mix Proportions will be further used for testing of the Fresh state as well as

Hardened state properties of Concrete.

50

Table 4.1: Mix proportion for different mix

%

RHA

Cement

(kg/mᶟ)

RHA

(kg/mᶟ)

Fine

Aggregate

(kg/mᶟ)

Coarse

Aggregate

(kg/mᶟ)

Water

(kg/mᶟ)

Sup.

Plasticizer

(kg/mᶟ)

0% 481.25 0.00 831.6 732.37 190.5 5.77

5% 457.19 24.06 831.6 732.37 190.5 5.77

10% 433.13 48.13 831.6 732.37 190.5 5.77

15% 409.06 72.19 831.6 732.37 190.5 5.77

20% 385.00 96.25 831.6 732.37 190.5 5.77

25% 360.94 120.31 831.6 732.37 190.5 5.77

30% 336.88 144.38 831.6 732.37 190.5 5.77

4.4 Experimental program for testing SCC

The experimental program comprises of the methodologies of various tests to be

performed on SCC for the study of fresh state properties and hardened state properties.

Fig 4.2: Manual mixing of concrete adopted

4.4.1 Tests on fresh state of concrete

The tests are performed for Fresh state properties of concrete in order to study the

workability of concrete. The tests done for the Fresh state properties of concrete include:

i. Slump flow test

ii. V-Funnel test

iii. L-Box test

iv. J-Ring test

v. T50cm test

51

i. Slump flow test

The slump flow test is done to assess the horizontal flow of concrete in the absence of

obstruction. It is most commonly used test and gives good assessment of filling ability.

It can be used at sites. The test also indicates the resistance to segregation.

Equipment:

1. The usual slump cone having base diameter of 200 mm, top diameter 100 mm

and height 300 mm is used.

2. A stiff base plate square in shape having at least 700 mm side. Concentric circles

are marked around the centre point where the slump cone is placed. A firm circle

is drawn at 500 mm diameter.

3. A trowel

4. Scoop

5. Measuring tape

6. Stop watch

Procedure:

1. About 6 L of concrete is needed for the test.

2. Base plate is kept at a leveled ground surface. Keep the slump cone centrally on

the base plate.

3. Fill the cone with the scoop. Tampering is not at all required in this case. Simply

Strike of the concrete level with the trowel. Remove the surplus concrete laying

on the base plate.

4. Raise the cone firmly and allow concrete to flow freely.

5. Measure the final diameter of concrete in two perpendicular directions and

calculate the average of two diameters.

6. This gives the slump flow in mm.

7. Note that there is no water or cement paste or mortar without aggregates at the

edges of the spread concrete.

Interpretation:

The higher the flow value, greater is its ability to fill the formwork under its own

weight. A value of at least 650 mm is required for SCC. In case if the aggregates are

collected at centre and mortar at sides, segregation is observed.

52

ii. V-Funnel test

The V-funnel test (EFNARC 2002)[45]

is used to measure the filling ability of SCC and

can also be used to judge segregation resistance. The test method is similar to the

concept of the flow cone test used for the cement paste. This test was developed in

Japan and was used by Ozawa for the first time in 2001. This test is also known as min

test. The maximum size of aggregate used is 20 mm size. The funnel is filled with about

12 L of concrete. Time taken for the concrete to flow down is recorded. For min test

the funnel is filled with concrete and left for 5 min to settle down. If the concrete shows

segregation then the flow time will increase significantly.

Equipment:

1. V-Funnel

2. Bucket – 12 L capacity

3. Trowel

4. Scoop

5. Stopwatch

Fig 4.3: V-Funnel

Procedure:

1. About 12 L of concrete is needed to perform the test, sampled normally.

2. Set the V-Funnel on firm ground.

3. Moisten the inside surfaces of the funnel.

4. Keep the trap door open to allow any surplus water to drain.

5. Close the trap door and place the bucket underneath.

53

6. Fill the apparatus completely with concrete without compacting or tamping

simply strike off the concrete level with the top with the trowel.

7. Open within 10 sec after filling the trap door and allow the concrete to flow out

under gravity.

8. Start the stopwatch when the trap door is opened, and record the time for the

discharge to complete (the flow time). This taken to be when light is seen from

above through the funnel.

9. The whole test has to be performed within 5 min.

Interpretation:

This test measures the ease of flow of the concrete; shorter flow times indicate greater

flow ability. For SCC a flow time of 8-12 sec is considered appropriate. The inverted

cone shape restricts flow, and prolonged flow times may give some indication of the

susceptibility of the mix to blocking. After 5 min of settling, segregation of concrete

will show a less continuous flow with an increase in flow time.

iii. L-Box test

This test is based on Japanese design for under water concrete. The test assesses the

flow of the concrete, and also the extent to which it is subject to blocking by

reinforcement. The apparatus consist of rectangular section box in the shape of an ‗L‘,

with a vertical and horizontal section, separated by a movable gate, in front of which

vertical length of reinforcement bar are fitted. The vertical section is filled with

concrete, and then the gate lifted to let the concrete flowing to the horizontal section.

When the flow has stopped, the height of the concrete at the end of the horizontal

section is expressed as a proportion of that remaining in the vertical section. It indicates

the slope of the concrete when at rest. This is an indication passing ability, or the degree

to which the passage of concrete through the bars is restricted. The horizontal section of

the box can be marked at 200 mm and 400 mm from the gate and the time taken to reach

these points is measured. These are known as the and times and are an

indication for the filling ability.

54

Fig 4.4: L-Box

Equipment:

1. L-Box of a still non absorbing material

2. Trowel

3. Scoop

4. Stopwatch

Procedure:


2. Set the apparatus level on firm ground, ensure that the sliding gate can open

freely and then close it.

3. Moisten the inside surfaces of the apparatus, remove any surplus water.

4. Fill the vertical section of the apparatus with the concrete sample.

5. Leave it to stand for 1 min.

6. Lift the sliding gate and allow the concrete to flow out into the horizontal

section. Simultaneously, start the stopwatch and record the times taken for the

concrete to reach 200 and 400 mm marks.

7. When the concrete stops flowing, the distances and are measured.

Interpretation:

If the concrete flows as freely as water, at rest it will be horizontal therefore / will

be equal to 1. Therefore nearer the test value to unity, better the flow of concrete.

Minimum acceptable value is 0.8 (EFNARC 2002). and time can give some

indication of ease of flow. No suitable values have been suggested in this case. Obvious

blocking of coarse aggregate behind the reinforcing bars can be detected visually.

55

iv. J-Ring test

J-Ring test denotes the passing ability of the concrete. The equipment consists of

rectangular section 30 mm x 25 mm open steel ring drilled vertically with holes to

accept threaded sections of reinforcing bars 10 mm diameter 100 mm in length. The

bars and sections can be placed at different distance apart to simulate the congestion of

reinforcement at the site. Generally these sections are placed 3 times the maximum size

of aggregate. The diameter of the ring formed by vertical section is 300 mm and height

100 mm.

Equipment:

1. Slump cone without foot pieces

2. Base plate at least 700 mm square

3. Trowel

4. Scoop

5. Tape

6. J-Ring rectangular section 30 mm x 25 mm planted vertically to form a ring 300

mm diameter. Generally at spacing of 48 mm.

Fig 4.5: J-Ring with Slump Cone

Procedure:

1. Take 6 L of concrete is needed for the test.

2. Place the J-ring centrally on the base plate and the slump cone centrally inside

the J-ring, and fill the slump cone.

3. Raise the cone vertically and allow the concrete to flow out through the J-ring.

56

4. Measure the final diameter in two perpendicular directions and calculate the

average diameter.

5. Measure the difference in height between the concrete just inside the J- ring bars

and just outside the J-ring bars.

6. Calculate the average of the difference in height at four locations in mm.

Interpretation:

The measures of the passing ability and filling ability are not independent. To

characterize filling ability and passing ability, the horizontal spread of the concrete

sample is measured after the concrete passes through the gaps in the bars of the J-ring

and comes to rest. Also, the difference in height of the concrete just inside the bars and

the just outside bars is measured at four locations. Smaller the difference in heights,

greater will be the passing ability of the concrete.

v. T50cm test

The T50cm time is a secondary indication of flow.

Equipment:

1. Mould in the shape of a truncated cone with the internal dimensions 200 mm

diameter at the base

2. 100 mm diameter at the top and a height of 300 mm, conforming to EN 12350-2

3. Base plate of a stiff non absorbing material, at least 700mm square, marked with

a circle marking the central location for the slump cone, and a further concentric

circle of 500mm diameter

4. Trowel

5. Scoop

6. Ruler

7. Stopwatch (Optional)

Procedure:


2. Moisten the base plate and inside of slump cone.

3. Place baseplate on level stable ground and the slump cone centrally on the base

plate and hold down firmly.

57

4. Fill the cone with the scoop. Do not tamp, simply strike off the concrete level

with the top of the cone with the trowel.

5. Remove any surplus concrete from around the base of the cone.

6. Raise the cone vertically and allow the concrete to flow out freely.

7. Simultaneously, start the stopwatch and record the time taken for the concrete to

reach the 50 cm spread circle.

Interpretation:

A lower time indicates greater flowability. The Brite EuRam research suggested that a

time of 3-7 seconds is acceptable for civil engineering applications, and 2-5 seconds for

housing applications.

In case of severe segregation, most coarse aggregate will remain in the centre of the

pool of concrete and mortar and cement paste at the concrete periphery. In case of minor

segregation a border of mortar without coarse aggregate can occur at the edge of the

pool of concrete. If none of these phenomena appear it is no assurance that segregation

will not occur since this is a time related aspect that can occur after a longer period.

4.4.2 Tests on hardened state of concrete

In addition to the tests performed for the fresh state properties of concrete, the tests for

hardened state properties of concrete are also required to be performed in order to study

the mechanical behavior of concrete. The tests done for the hardened state properties of

concrete include:

i. The compressive strength of concrete

ii. The split tensile strength of concrete

iii. The flexural strength of concrete

(a) Cubes and Prisms (b) Cylinders

Fig 4.6: Specimens for test of Hardened state properties shown in (a) and (b)

58

i. Compressive strength test

The compressive is determined using 2000 compression testing machine in

accordance with BIS . A typical arrangement for compression

testing of cubes is present in Fig 4.7.

(a) Compression testing machine (CTM) (b) During cube testing

Fig 4.7: (a) and (b) shows arrangement for compression testing of cubes

The compressive strength test is conducted on 150 mm size of cube at 3, 7, 28

and 90 days respectively adopting wet curing process. Three cube specimens were

tested for each curing period for 3, 7, 28 and 90 days curing period. A total of 12 cube

specimens were tested for compressive strength for each mix. The compressive strength

is computed from the following manner and formula.

1. After cleaning of bearing surface of compression testing machine, the axis of the

specimen was carefully aligned with the centre of thrust of the plate. No packing

was used between faces of the test specimen and plate of testing machine.

2. The load was applied without shock and increased continuously at rate of

approximately 140 kg/cm²/min until the resistance of the specimen to the

increasing load broke down and no greater load could be sustained.

3. The compressive stress was calculated in N/mm² from the maximum load

sustained by the cube before failure.

4. The average compressive stress for different mix was calculated as below,

Compressive Strength,

59

ii. Split tensile strength test

The split tensile strength of concrete was determined after 3, 7, 28 and 90 days of

curing of the cylindrical specimens. The cylindrical mould shall be of 150 mm diameter

and 300 mm height, using 2000 kN compression testing machine as per the procedure

given in BIS ( IS : 5816-1999 .

Fig 4.8: Cylinder specimen during Split Tensile Strength test

This method consists of applying a diametric compressive force along the length

of a cylindrical specimen. This loading includes tensile stresses on the plate containing

the applied load. Tensile failure occurs rather than compressive failure. The maximum

load is divided by appropriate geometrical factors to obtain the splitting tensile strength.

A diametric compressive load is then applied along the length of the cylinder until it

fails because concrete is much weaker in tension and not vertical compression. A total

of 12 cylinder specimens were tested for tensile strength for each mix with the

mentioned formula in the following manner:

1. A bar of square cross section of size 10 mm was placed along the centre of

the base plate.

2. The specimen is then placed in horizontal direction on this strip.

3. Another strip of similar shape and size was placed on the cylinder exactly

above and parallel to the lower strip.

4. The machine was operated such that the upper plate just touches the top strip

and then the load was applied at a rate of 1.2 - 2.4 N/mm² throughout the

test.

5. Nine samples are used for each phase of concrete and the average results are

report is noted.

6. The split tension stress is computed from the following formula:

60

T =

;

iii. Flexural strength test

This test was performed in accordance with BIS (IS: 516-1959) on prisms of size 100 x

100 x 500 mm after 3,7, 28 and 90 days of water curing. For finding flexural strength,

the specimen was supported on two roller support spaced at 400 mm centre to centre.

The load was then applied at the rate of 0.7 N/mm2/min through two similar rollers

mounted at third point of the span (133.33 mm c/c) till the failure occurred. The flexural

strength is expressed as modulus of rupture and it is calculated based on the appropriate

expression in code. Concrete as we know is relatively strong in compression and weak

in tension. In reinforced concrete members, little dependence is placed on the tensile

strength of the concrete since steel reinforcing bars are provided to resist all tensile

forces. However, tensile stresses are likely to develop in concrete due to drying

shrinkage, rusting of steel, temperature gradient and many other reasons. Therefore, the

knowledge of tensile strength of concrete is of importance. A beam test is found

dependable to measure the flexural strength properties of concrete.

(a) Prism specimen during FTM (b) Flexural crack observed after test

Fig 4.9: (a) and (b) shows a typical scenario of Flexural Strength Test

61

It is the ability of a beam or slab to resist failure in bending. The flexural strength of

concrete is 12 to 20 percent of compressive strength. At present, flexural strength is

used to judge the quality of concrete. To determine the flexural strength of concrete 12

prisms were casted for each mix, and the average result was noted for finding flexural

strength in the following manner:

1. The bearing surfaces of the supporting rollers were wiped clean, and any loose

sand or other material removed from the surfaces.

2. The specimen was then placed in the machine in such a manner that the load is

applied to the uppermost surface as cast in the mould along the central line

(Central Point Loading method).

3. The load is applied without shock and increased continuously at a rate such

that the extreme fibre stress increases at a rate of 180 kg/min.

4. The load was increased until the specimen failed, and the maximum load

applied to the specimen during the test was recorded.

Flexural strength can be calculated as:

Flexural strength (N/mm2) =

4.5 Results of the Properties of Concrete

This section illustrates the results obtained from the two sets of tests, namely a set of

five tests for Fresh state properties and a set of three tests for Hardened state properties,

performed on the different mixes as depicted in Table 4.1. The following section

illustrates the results with the help of tables and graphs.

62

4.5.1 Results for Fresh state properties

The results for Slump flow test, V-Funnel test, L-Box test, J-Ring test and T50cm test are

as follows:

1. Slump flow test

Table 4.2 displays the Slump Flow values in millimetres w.r.t 0%, 5%, 10%, 15%, 20%,

25% and 30% replacement of cement with RHA along with EFNARC specification

which ranges between 650mm and 800mm. A graph is plotted in figure 4.10 pertaining

to the data of Slump Flow Test results as shown in Table 4.2.

Table 4.2: Slump Flow test results

Sr No. Mix of RHA (%) Slump Flow (mm)

1 0% 731

2 5% 743

3 10% 758

4 15% 733

5 20% 695

6 25% 627

7 30% 584

EFNARC specification 650 – 800

Fig 4.10: Slump Flow test result

500

550

600

650

700

750

800

850

0% 10% 20% 30%

Slu

mp

Flo

w (

mm

)

Mix of RHA (%)

Slump Flow Test

slump flow

Lower limit

Upper limit

63

V-Funnel test

Table 4.3 displays the V-Funnel values in second w.r.t 0%, 5%, 10%, 15%, 20%, 25%

and 30% replacement of cement with RHA along with EFNARC specification which

ranges between 8-12 seconds. . A graph is plotted in figure 4.11 pertaining to the data of

V-Funnel Test results as shown in Table 4.3.

Table 4.3: V-Funnel test results

Sr No. Mix of RHA (%) V-Funnel value (sec)

1 0% 10

2 5% 9.6

3 10% 8.5

4 15% 8.1

5 20% 7.4

6 25% 6.7

7 30% 5.9


Fig 4.11: V-Funnel test result

0

2

4

6

8

10

12

14

0% 10% 20% 30%

V-F

un

ne

l val

ue

(se

c)

Mix of RHA (%)

V-Funnel Test

v funnel value

Lower limit

Upper limit

64

L-Box test

Table 4.4 displays the L-Box values in millimetres w.r.t 0%, 5%, 10%, 15%, 20%, 25%


ranges between 0.8-1.0 mm. A graph is plotted in figure 4.12 pertaining to the data of L-

Box Test results as shown in Table 4.4.

Table 4.4: L-Box test results

Sr No. Mix of RHA (%) L-Box value (mm)

1 0% 0.93

2 5% 0.91

3 10% 0.89

4 15% 0.9

5 20% 0.8

6 25% 0.7

7 30% 0.5

EFNARC specification 0.8 - 1.0

Fig 4.12: L-Box test result

0

0.2

0.4

0.6

0.8

1

1.2

0% 10% 20% 30%

L-B

ox

valu

e (

mm

)

Mix of RHA (%)

L-Box Test

L-Box value

Lower limit

Upper limit

65

J-Ring test

Table 4.5 displays the J-Ring values in millimetres w.r.t 0%, 5%, 10%, 15%, 20%, 25%


ranges between 0-10 mm. A graph is plotted in figure 4.13 pertaining to the data of J-

Ring Test results as shown in Table 4.5.

Table 4.5: J-Ring test results

Sr No. Mix of RHA (%) H1 H2 J-Ring test Value

H₁-H₂ (mm)

1 0% 17 14 3

2 5% 18 14 4

3 10% 21 15 6

4 15% 24 18 6

5 20% 26 19 7

6 25% 27 16 11

7 30% 31 18 13

EFNARC specification (0-10) mm

Fig 4.13: J-Ring test result

0

2

4

6

8

10

12

14

0% 10% 20% 30%

J-R

ing

valu

e (

mm

)

Mix of RHA (%)

J-Ring Test

J-Ring value

Lower limit

Upper limit

66

T50cm test

Table 4.6 displays the T50cm test values in second w.r.t 0%, 5%, 10%, 15%, 20%, 25%


ranges between 2-5 seconds. . A graph is plotted in figure 4.14 pertaining to the data of

T50cm Test results as shown in Table 4.6.

Table 4.6: T50cm test results

Sr No. Mix of RHA (%) T50cm (sec)

1 0% 5

2 5% 4

3 10% 4

4 15% 5

5 20% 6

6 25% 7

7 30% 7


Fig 4.14: T50cm test result

0

1

2

3

4

5

6

7

8

0% 10% 20% 30%

T50

cm

(se

c)

Mix of RHA (%)

T50 cm Test

T50 cm value

Lower limit

Upper limit

67

4.5.2 Results for Hardened state properties

Tests have been performed on the Hardened state properties to study the mechanical

properties of the Self-Compacting Concrete with progressive replacement of cement

with RHA for 3,7,28 and 90 days respectively. The results of the experiments performed

on Test specimens namely 12 cubes, 12 cylinders and 12 prisms for Compressive

strength test, Split tensile strength test and Flexural strength test respectively are shown

in the form of respective tables and graphs as follows:

1. Compressive Strength test

The test results of Compressive Strength for 3, 7, 28 and 90 days are shown individually

in the graphs depicted in figures 4.7, 4.8, 4.9 and 4.10 respectively. Table 4.7 displays

the Compressive Strength in N/mm² w.r.t 0%, 5%, 10%, 15%, 20%, 25% and 30%

replacement of cement with RHA for 3, 7, 28 and 90 days respectively. Graphs are

plotted as shown from figures 4.15 to 4.19 pertaining to the Compressive Strength Test

results as shown in Table 4.7.

Fig 4.15: Compressive Strength for 3 days


0

5

10

15

20

25

30

0% 5% 10% 15% 20% 25% 30%

Co

mp

ress

ive

Str

en

gth

of

Co

ncr

ete

(N

/mm

²)

Mix of RHA (%)

3-days strength(N/mm²)

0

5

10

15

20

25

30

35

40

0% 5% 10% 15% 20% 25% 30%

Co

mp

ress

ive

Str

en

gth

of

Co

ncr

ete

(N

/mm

²)

Mix of RHA (%)


68



Table 4.7: Compressive Strength test for SSC with progressive replacement of

cement with RHA

Sr. no. Mix of

RHA (%)

3-days

strength

(N/mm²)

7-days

strength

(N/mm²)

28-days

strength

(N/mm²)

90-days

strength

(N/mm²)

1 0% 26.38 34.47 41.33 48.27

2 5% 25.11 33.53 39.57 46.19

3 10% 21.5 30.51 36.89 43.45

4 15% 20.94 29.46 36.71 42.81

5 20% 18.5 27.83 36.44 42.19

6 25% 15.87 24.84 32.78 36.72

7 30% 15.26 22.5 29.56 32.63

0

5

10

15

20

25

30

35

40

45

0% 5% 10% 15% 20% 25% 30%

Co

mp

ress

ive

Str

en

gth

of

Co

ncr

ete

(N

/mm

²)

Mix of RHA (%)


0

10

20

30

40

50

60

0% 5% 10% 15% 20% 25% 30%

Co

mp

ress

ive

Str

en

gth

of

Co

ncr

ete

(N

/mm

²)

Mix of RHA (%)


69

Fig 4.19: Compressive strength at different ages with progressive replacement of

cement with RHA

2. Split Tensile Strength test

The test results of Split Tensile Strength for 3, 7, 28 and 90 days are shown individually

in the graphs depicted in figures 4.12, 4.13, 4.14 and 4.15 respectively. Table 4.8

displays the Split Tensile Strength in N/mm² w.r.t 0%, 5%, 10%, 15%, 20%, 25% and

30% replacement of cement with RHA for 3, 7, 28 and 90 days respectively. Graphs are

plotted as shown from figures 4.20 to 4.24 pertaining to the Split Tensile Strength Test


Fig 4.20: Split Tensile Strength for 3 days

0

10

20

30

40

50

60

0% 10% 20% 30%

Co

mp

ress

ive

Str

en

gth

of

Co

ncr

ete

(N

/mm

²)

Mix of RHA (%)

3-days strength (N/mm²)




0

0.5

1

1.5

2

2.5

3

0 5 10 15 20 25 30

Split

Te

nsi

le S

tre

ngt

h (

N/m

m²)

Mix of RHA (%)


70




0

0.5

1

1.5

2

2.5

3

3.5

4

0 5 10 15 20 25 30

Split

Te

nsi

le S

tre

ngt

h (

N/m

m²)

Mix of RHA (%)


0

0.5

1

1.5

2

2.5

3

3.5

4

4.5

0 5 10 15 20 25 30

Split

Te

nsi

le S

tre

ngt

h (

N/m

m²)

Mix of RHA (%)


00.5

11.5

22.5

33.5

44.5

5

0 5 10 15 20 25 30

Split

Te

nsi

le S

tre

ngt

h (

N/m

m²)

Mix of RHA (%)


71

Table 4.8: Split Tensile Strength test for SSC with progressive replacement of

cement with RHA

Sr. no. Mix of

RHA (%)

3-days

strength

(N/mm²)

7-days

strength

(N/mm²)

28-days

strength

(N/mm²)

90-days

strength

(N/mm²)

1 0% 2.73 3.55 4.25 4.59

2 5% 2.36 3.32 4.18 4.51

3 10% 2.18 3.08 3.91 4.31

4 15% 1.94 2.88 3.58 3.84

5 20% 1.83 2.5 3.37 3.58

6 25% 1.38 1.98 3.05 3.42

7 30% 0.96 1.66 2.95 3.17

Fig 4.24: Split Tensile Strength at different ages with progressive replacement of

cement with RHA

3. Flexural strength test

The test results of Flexural Strength for 3, 7, 28 and 90 days are shown individually in

the graphs depicted in figures 4.17, 4.18, 4.19 and 4.20 respectively. Table 4.9 displays

the Flexural Strength in N/mm² w.r.t 0%, 5%, 10%, 15%, 20%, 25% and 30%

replacement of cement with RHA for 3, 7, 28 and 90 days respectively. Graphs are

plotted as shown from figures 4.25 to 4.29 pertaining to the Flexural Strength Test


0

0.5

1

1.5

2

2.5

3

3.5

4

4.5

5

0 10 20 30

Split

Te

nsi

le S

tre

ngt

h (

N/m

m²)

Mix of RHA (%)





72

Fig 4.25: Flexural Strength for 3 days



0

0.5

1

1.5

2

2.5

3

3.5

4

4.5

0% 5% 10% 15% 20% 25% 30%

Fle

xura

l Str

en

gth

of

Co

ncr

ete

(N

/mm

²)

Mix of RHA (%)


0

1

2

3

4

5

6

7

8

0% 5% 10% 15% 20% 25% 30%

Fle

xura

l Str

en

gth

of

Co

ncr

ete

(N

/mm

²)

Mix of RHA (%)


0

1

2

3

4

5

6

7

8

0% 5% 10% 15% 20% 25% 30%

Fle

xura

l Str

en

gth

of

Co

ncr

ete

(N

/mm

²)

Mix of RHA (%)


73


Table 4.9: Flexural Strength test for SSC with progressive replacement of cement

with RHA

Sr. no. Mix of

RHA (%)

3-days

strength

(N/mm²)

7-days

strength

(N/mm²)

28-days

strength

(N/mm²)

90-days

strength

(N/mm²)

1 0% 3.86 6.77 7.35 8.24

2 5% 3.42 6.10 7.06 8.12

3 10% 3.11 5.43 6.75 7.68

4 15% 2.74 5.06 5.61 6.37

5 20% 1.82 3.18 5.05 5.64

6 25% 1.17 2.20 4.69 4.73

7 30% 0.74 1.88 2.95 3.11

0

1

2

3

4

5

6

7

8

9

0% 5% 10% 15% 20% 25% 30%Fle

xura

l Str

en

gth

of

Co

ncr

ete

(N

/mm

²)

Mix of RHA (%)


74

Fig 4.29: Flexural Strength test at different ages with progressive replacement of

cement with RHA

4.6 Summary

This chapter can be summarised as the report on the experimental program of mix

concrete design pertaining to the preparation of test specimens namely 12 cubes, 12

cylinders and 12 prisms. In addition to that, the chapter includes the methodologies and

results of various tests performed upon these test specimens. These tests have been for

the fresh state and hardened state properties of designed concrete to study the

workability and mechanical properties of the designed concrete. This chapter further

includes the assessment results of the aforesaid tests along with test parameters. The

progressive replacement of cement with RHA at different ages has been studied.

0

1

2

3

4

5

6

7

8

9

0% 5% 10% 15% 20% 25% 30%

Fle

xura

l Str

en

gth

of

Co

ncr

ete

(N

/mm

²)

Mix of RHA (%)





75

Chapter 5

Flexural Behaviour of Reinforced SCC Beam

5.1 Introduction

For studying the flexural behaviour of the designed structural member i.e. the

Reinforced SCC beams with partial replacement of cement with RHA, the Load

carrying capacity of the designed beam was experimentally investigated to the realize

the ultimate load and deformations upon these structures. In this chapter, the Reinforced

SCC beams are designed as per IS 456 – 2000. Flexural behaviour of reinforced

concrete beams has been analysed by performing flexural strength test on beams of size

150mm x 200mm x 1500mm. SCC beams have been casted with replacement of cement

by RHA as 0%, 10%, 20%, and 30%. These beam specimens have been later submitted

to Flexural testing in servo controlled Compression-cum-Flexural testing machine and

experimentally investigated.

5.2 Theoretical Load Carrying Capacity of Beam

Calculation of Theoretical Capacity

Actual depth of neutral axis,

Eq

n (5.1)

Therefore,

76

Maximum depth of neutral axis,

Since, , the beam is under-reinforced.

Ultimate moment carrying capacity of the beam is given by;

Eqn (5.2)

While testing the beams, they are supported at a span of 120cm and are equal point

loads are applied at one third of the span from either supports.

Let the theoretical load carrying capacity be .

Eq

n (5.3)

= 0.75 N/mm

On solving Equation (5.3), the theoretical load carrying capacity will be obtained.

Therefore, the Theoretical load carrying capacity . . To ensure the

spacing of reinforcement, cover blocks have been placed and tied to the bars at bottom.

For each beam, 5 cover blocks has been used (2-2 at support and 1 at mid).

77

5.3 Experimental programs for Reinforced SCC Beam

For studying the flexural behaviour of the designed structural member i.e. the

Reinforced SCC beam with partial replacement of cement with RHA, the Load carrying

capacity of the designed beam was experimentally investigated to the realize the

ultimate load and large deformations upon these structures. This section includes the

preparation of the beam specimens, the testing procedure and the observations during

the test.

5.3.1 Preparation of Specimens

Reinforced SCC beams of size 150mm x 200mm x 1500mm have been used for testing.

The beam specimens have been provided with three number of 10mm diameter steel

bars at bottom as tension reinforcement and two numbers of 10mm diameter bars at top

as stirrup (2-legged) holders. Shear reinforcement of 8mm diameter are provided at

125mm spacing. Longitudinal reinforcements have been given an effective cover of

25mm both on top and bottom. The particulars of these beams with reinforcement

details are shown in Figures 5.1.

Fig 5.1 Reinforcement details

Beams have been casted using M30 grade concrete and Fe415 grade steel. SCC beams

have been casted with replacement of cement by RHA as 0%, 10%, 20%, and 30%.

Wooden moulds have been used for casting these beams. It was placed uniformly inside

the mould, the excess concrete at the top of the mould was struck off with a wooden

straight edge and it was smoothly finished by trowelling. De-moulding was done after

24 hours and then covered with wet sacking to ensure proper curing.

78

5.3.2 Testing procedure

The specimens were submitted to Flexural testing in servo controlled

Compression-cum-Flexural testing machine as shown in Figure 5.2. The entire

mechanical testing was undertaken under room temperature conditions. The behaviour

of RCC beam specimens was monitored closely during the application of bending loads

for finding the ultimate capacity. The specimens were subjected to bending load to

obtain ultimate capacity and corresponding vertical displacement of various specimens

have been studied. These deflections were measured at the centre of the beams using

Linear Variable Differential Transducers (LVDT).

Fig 5.2: Flexural Testing setup for Reinforced SCC beam

5.3.3 Observations during testing

It was observed that as the loading increased to ultimate capacity of the specimen, the

damage characterized essentially by the vertical cracks (flexural cracks) increased at the

bottom of the specimens near central portion irrespective of the replacement level of the

RHA. It was observed that the beam fails due to flexure. The initial cracks developed on

the beam specimen during the flexural testing are the flexural cracks and the cracks

observed just before reaching the ultimate load is the shear-flexural cracks. In Figure 5.3

and 5.4, we show the beam for 10% RHA content before test and after test respectively.

In figure 5.4, the first to seventh cracks observed are vertical cracks developed at the

bottom on the mid portion of the beam known as the flexural cracks and the eight to

tenth cracks observed are inclined at nearly 45° developed near the supports of the beam

known as the shear cracks.

79

Fig 5.3: Beam of M30 grade with 10% RHA before testing

Fig 5.4: Cracks developed on beam of M30 grade with 10% RHA after testing

80

5.4 Experimental Results for Reinforced SCC Beam

5.4.1 Load carrying Capacity

The results obtained from SERVO software machine for the flexural tests performed on

beam specimens for 0%, 10%, 20% and 30% are shown in Figure 5.5, 5.6, 5.7 and 5.8

respectively. These figures show the readings for Load vs. Displacement, Displacement

vs. Time and Load vs. Time which finally gives ultimate Load Carrying Capacity and

Maximum Deflection of Beam.

Fig 5.5: Result for 0% RHA


81



Experimental values of load carrying capacity for 8 specimen beams, 2 for each mix, are

considered and the average value for each mix is calculated as shown in the table 5.1.

Thereafter, a graph of load carrying capacity is shown in the figure 5.9.

82

Table 5.1: Experimental values of load carrying capacity

Sr No. Mix of RHA

(%)

Experimental Beam capacity

(kN)

Avg.

Experimental

Beam capacity

(kN) Beam I Beam II

1 0% 129.23 122.13 125.68

2 10% 121.17 119.2 120.185

3 20% 122.39 114.32 118.355

4 30% 111.04 111.66 111.35

Fig 5.9: Experimental Load Carrying Capacity of Beams

From the figures 5.5 to 5.8, Load carrying capacity of beams for M30 grade concrete is

noticed. The first crack appears at a load of 70.84 kN for 0% RHA, 76.89 kN for 10%

RHA, 70.14 kN for 20% RHA and 62.71 kN for 30% RHA and the corresponding

deflections for the first crack are 2.764 mm, 4.524 mm, 3.931 mm and 3.205 mm

respectively. The ultimate Load carrying capacity of beams for 0% RHA, 10% RHA,

20% RHA and 30% RHA are 122.13 kN, 119.35 kN, 114.32 kN and 111.04 kN

respectively; and the corresponding ultimate deflections are 15.724 mm, 18.064 mm,

15.185 mm and 11.299 mm respectively. These observations can be summarised into

the following table 5.2.

100

105

110

115

120

125

130

0% 10% 20% 30%Exp

eri

me

nta

l Lo

ad C

arry

ng

Cap

acit

y

Mix of RHA (%)

Experimental LoadCarrying Capacity

83

Table 5.2: Load and Deflection values

Mix of

RHA

(%)

First Crack

Loading

(kN)

First Crack

Deflection

(mm)

Ultimate Load

(kN)

Ultimate

Deflection

(mm)

0% 70.84 2.764 122.13 15.724

10% 76.89 4.524 119.35 18.064

20% 70.14 3.931 114.32 15.185

30% 62.71 3.2054 111.04 11.299

5.4.2 Load-Deflection behaviour

The experimental investigations are performed for the load carrying capacity. These

properties have been determined using RSCC single span beams with concentrated

loads. The results obtained for beam specimens with 0%, 10%, 20% and 30% RHA,

from SERVO compression cum flexural testing machine, have been used to plot the

Hysteresis Curves (load deflection curves) as shown in the figures 5.10, 5.11, 5.12, 5.13

and 5.14 respectively.

Fig 5.10: Load deflection curve for 0% replacement

0

20

40

60

80

100

120

140

0 2 4 6 8 10 12 14 16 18

Load

(kN

)

Deflection (mm)

Replacement with 0% RHA

84




0

20

40

60

80

100

120

140

0 5 10 15 20

Load

(kN

)

Deflection (mm)


0

20

40

60

80

100

120

140

0 2 4 6 8 10 12 14 16

Load

(kN

)

Deflection (mm)


0

20

40

60

80

100

120

0 2 4 6 8 10 12

Load

(kN

)

Deflection (mm)


85

Fig 5.14: Load Deflection Curve for different mixes

The properties for the structural behaviour of the Reinforced SCC beam such as

Ductility factor, Energy Absorption Capacity and Toughness Index has been computed

from the Load-Deflection curves depicted in the Figures 5.9, 5.10, 5.11 and 5.12 for 0%,

10%, 20% and 30% respectively. The results of these properties of Structural Behaviour

are shown below.

Ductility factor: It is the ratio of ultimate deflection to the deflection at first yield

denoted by µ.

Table 5.3: Ductility Factor values for different mix

Mix of RHA

First Crack

Deflection

(mm)

Ultimate

Deflection (mm) Ductility Factor

0% 2.764 15.724 5.689

10% 5.943 18.064 3.040

20% 3.931 15.185 3.863

30% 2.163 11.299 5.224

0

20

40

60

80

100

120

140

0 5 10 15 20

Load

(kN

)

Deflection (mm)

0% RHA

10% RHA

20% RHA

30% RHA

86

Energy absorption Capacity: It is the total area under the load-deflection curve.

Table 5.4: Energy Absorption Capacity values for different mix

Mix of RHA (%) Energy Absorption Capacity (kNmm)

0% 1554.462

10% 1685.058

20% 1336.182

30% 876.706

Toughness indices: The toughness indices I5 and I10 are calculated respectively as the

ratios of the area of the Load-Deflection curve up to the deflections of 3 and 5.5 times

the first crack deflection divided by the area of the Load-Deflection curve up to the first

crack deflection.

Table 5.5: Deflections and their corresponding area under L-D curve

Mix of RHA (%)

First Crack Deflection,

(mm)

Area under 1st crack deflection

(kNmm)

Area under

Area under

0% 2.764 120.440 8.292 675.279 15.202 1500.007

10% 4.527 178.297 13.572 1166.96

3 24.882 1685.058

20% 3.931 159.942 11.793 965.663 21.621 1335.930

30% 3.205 153.759 9.615 811.666 17.628 876.706

Table 5.6: Toughness Index values for different mix

Mix of RHA (%) Toughness Index

I5 I10

0% 244.312 542.694

10% 257.949 372.471

20% 245.653 339.845

30% 253.250 273.543

87

5.4.3 Comparison

The ideal theoretical value of the load carrying capacity of the Reinforced Concrete

Beam calculated in section 5.2 and then compared to the experimental results further

obtained shown in the Table 5.1. Comparison of test results for RCC beam with

Theoretical value and the Experimental value of load carrying capacity of beams are

depicted in the table 5.7.

Table 5.7: Experimental vs. Theoretical load carrying capacity for RSCC Beam

Grade of

concrete

RHA

(%)

Theoretical

capacity

Experimental

capacity

/

M30

0 64.380 125.680 1.952

10 64.380 120.185 1.867

20 64.380 118.355 1.838

30 64.380 111.350 1.730

For M30 grade Reinforced SCC beam, the flexural capacity shows higher value in all

replacement level of cement with RHA. We have calculated the Theoretical Load

Carrying Capacity for reinforced SCC beam for 0% is = 64.38 kN. It is observed

that i.e. the Experimental Load Carrying Capacity for reinforced SCC beam for

10%, 20% and 30% replacement of cement with RHA exhibits much higher value than

This implies that beam with replacement of cement with RHA up to 30% displays

desired flexural behaviour. It was also observed that with the increase in replacement of

cement with RHA, the ultimate capacity of Reinforced SCC beam decreases.

5.5 Summary

Beams have been casted using M30 grade concrete and Fe415 grade steel. SCC beams

were casted with the replacement of cement by RHA as 0%, 10%, 20%, and 30%. The

Theoretical Load Carrying Capacity of Beam was calculated. Test has been performed

to study the flexural behaviour of the reinforced SCC beams with the help of servo

controlled Compression-cum-Flexural testing machine and then the experimental value

of load carrying capacity of beam was obtained. The test results for RCC beam and

88

Theoretical load carrying capacity of beam have been compared. It has been observed

that the beam fails due to flexure. The initial cracks developed on the beam specimen

during the flexural testing are the flexural cracks and the cracks observed just before

reaching the ultimate load is the shear-flexural cracks. It is observed that with the

increase in replacement of cement with RHA, the ultimate capacity of Reinforced SCC

beam decreases. It is also found that the Experimental Load Carrying Capacity for

reinforced SCC beam for 10%, 20% and 30% replacement of cement with RHA exhibits

much higher value than the theoretical Load Carrying Capacity. The beam with

replacement of cement with RHA up to 30% displays desired flexural behaviour.

89

Chapter 6

Inference & Analysis

6.1 Introduction

This chapter discusses the various results obtained from tests performed in previous

chapters and provides a brief analysis pertaining to these results along with a final

summary of this research work. This chapter consists of result and analysis of the Fresh

properties of SCC for different mix, Hardened properties of SCC for different mix and

Flexural behavior of Reinforced SCC Beams.

6.2 Result & Analysis of Fresh state properties of SCC

The results of the tests for fresh state properties of SCC for different mix were

performed in order to study the physical properties of the SCC for the experimental

work in this project. A brief discussion is provided on the results of these tests. Table

6.1 shows results of fresh state properties of SCC namely Slump Flow Test, T50 cm, V-

Funnel test, L-Box test and J-Ring test with 0%, 5%, 10%, 15%, 20%, 25%, 30%

replacement of cement by RHA.

Table 6.1: Results of Fresh properties of SCC for different mix

Mix of RHA

(%)

Slump Flow

(mm)

T50 cm

(sec)

V-Funnel

value

(sec)

L-Box

value

(mm)

J-Ring

value

(mm)

0% 731 5 10 0.93 3

5% 743 4 9.6 0.91 4

10% 758 4 8.5 0.89 6

15% 733 5 8.1 0.9 6

20% 695 6 7.4 0.8 7

25% 627 7 6.7 0.7 11

30% 584 7 5.9 0.5 13

EFNARC

specification 650 - 800 2 - 5 8 - 12 0.8 - 1.0 0 - 10

90

The slump flow values increases from 731-758 for 0% to 10% replacement of cement.

On the other hand, the slump flow values decreases after 10 % replacement of cement

by RHA. It is observed that from 0% to 20% replacement of RHA satisfies the

EFNARC specification. However, the replacement of 25% and 30% cement by RHA

did not satisfy the requirement of fresh state properties of SCC as per EFNARC,

European Guidelines for SCC.

1. For T50 cm slump flow, the values for 0% to 15% replacement of cement by RHA

lies within the limits of EFNARC specification, and after 15%, it failed to

provide the anticipated values.

2. For V-funnel, values decreased with the increase in replacement of cement by

RHA. The resultant values up to 15% replacement lie within the range specified

by EFNARC. In this test, 20%, 25% and 30% replacement of cement by RHA

fails.

3. Similarly for L-box test, values decreased with the increase in replacement of

cement by RHA and the test values only up to 15% replacement were within the

limits of EFNARC specifications.

4. On the contrary, for J-Ring test, the value (H2-H1) increases with increase in

replacement of RHA. It can be seen that, from 0% to 20% replacement of

cement by RHA satisfies the requirement for the fresh state properties of SCC as

per EFNARC specifications.

Therefore, it can be summarized from the set of tests for Fresh state properties of

SCC that it is the designed mix is most economical and durable up to 15-20%.

6.3 Result & Analysis of Hardened state properties of SCC

The results of the three tests for hardened state properties of SCC for different mix were

performed in order to study the mechanical properties of the SCC for the experimental

work in this project. A brief discussion is provided on the results of the three tests

namely, Compressive Strength test, Split Tensile Strength Test and Flexural Strength

test in Section 6.3.1, 6.3.2, and 6.3.3 respectively.

91

6.3.1 Compressive strength

For the Compressive Strength test, standard cubes of 150 mm X 150 mm X 150 mm

size were prepared for 3 days, 7 days, 28 days and 90 days. The compressive strength of

three cubes with its average value is reported in Table 6.2.

Table 6.2: Compressive Strength test results

Mix of

RHA (%)

3-days strength

(N/mm²)

7-days strength

(N/mm²)

28-days strength

(N/mm²)

90-days strength

(N/mm²)

0% 26.38 34.47 41.33 48.27

5% 25.11 33.53 39.57 46.19

10% 21.5 30.51 36.89 43.45

15% 20.94 29.46 36.71 42.81

20% 18.5 27.83 36.44 42.19

25% 15.87 24.84 32.78 36.72

30% 15.26 22.5 29.56 32.63

Fig 6.1: Compressive Strength at different ages with progressive replacement of

cement with RHA

1. Table 6.2 shows that with the increase in replacement of cement with RHA the

compressive strength decreased at all ages of test.

2. At age of 28 days, for 0%, 5%, 10%, 15%, 20%, 25% and 30% replacement of

cement with RHA, better results were obtained for the replacement up to 30%

replacement.

3. The target strength is achieved for M30 grade of SCC for this replacement.

0

10

20

30

40

50

60

0% 5% 10% 15% 20% 25% 30%

Co

mp

ress

ive

Str

en

gth

of

Co

ncr

ete

(N

/mm

²)

Mix of RHA (%)





92

4. With the increase in age, the strength increases which implies that the pozzolanic

action turns out to be more. The excellent result is obtained at an age of 90 days.

5. The compressive strength of M30 grade of SCC was monitored up to 90 days. The

Compressive strength on 90th

day witnessed an increase of 10 to 16 % in comparison

to the Compressive strength on 28th

day strength.

6. Figure 6.1 shows the variation of compressive strength with age for different mixes.

6.3.2 Split tensile strength

For split tensile strength test, standard cylinders of 150 mm diameter and 300 mm

length were casted for 3-days, 7-days, 28-days and 90-days. The split tensile strength of

three cylinders with its average value is reported in Table 6.3.

Table 6.3: Split Tensile Strength test results

Mix of RHA

(%)

3-days strength

(N/mm²)

7-days strength

(N/mm²)

28-days strength

(N/mm²)

90-days strength

(N/mm²)

0% 2.73 3.55 4.25 4.59

5% 2.36 3.32 4.18 4.51

10% 2.18 3.08 3.91 4.31

15% 1.94 2.88 3.58 3.84

20% 1.83 2.5 3.37 3.58

25% 1.38 1.98 3.05 3.42

30% 0.96 1.66 2.95 3.17

Fig 6.2: Split Tensile Strength at different ages with progressive replacement of

cement with RHA

0

0.5

1

1.5

2

2.5

3

3.5

4

4.5

5

0 5 10 15 20 25 30

Split

Te

nsi

le S

tre

ngt

h (

N/m

m²)

Mix of RHA (%)





93

1. Table 6.3 shows that the progressive replacement of cement with RHA. It can be

observed that the split tensile strength decreases at all ages of test for 0%, 5%, 10%,

15%, 20%, 25% and 30% replacement of cement with RHA.

2. The better result obtained was at replacement of cement with RHA up to 20%,

thereby obtaining the target strength for M30 grade of SCC.

3. The Split Tensile strength of M30 grade of SCC was monitored up to 90 days. The

Split Tensile strength on 90th

day witnessed an increase of 10 to 12 % in comparison

to the Split Tensile strength on 28th

day strength.

4. Tensile strength was much better than the target strength for M30 grade of concrete.

5. Figure 6.2 shows the variation of split tensile strength with age for different mixes.

6.3.3 Flexural strength

For flexural strength test, standard prisms of 150 mm x 150 mm x 500 mm size were

cast for 3-days, 7-days, 28-days and 90-days. The flexural strength of three prisms with

its average value is reported in Table 6.4.

Table 6.4: Flexural Strength test results

Mix of

RHA (%)

3-days strength

(N/mm²)

7-days strength

(N/mm²)

28-days strength

(N/mm²)

90-days strength

(N/mm²)

0% 3.86 6.77 7.35 8.24

5% 3.42 6.10 7.06 8.12

10% 3.11 5.43 6.75 7.68

15% 2.74 5.06 5.61 6.37

20% 1.82 3.18 5.05 5.64

25% 1.17 2.20 4.69 4.73

30% 0.74 1.88 2.95 3.11

94

Fig 6.3: Flexural Strength at different ages with progressive replacement of cement

with RHA

1. Table 6.4 shows that with increase in replacement of cement with RHA the flexural

strength decreases at all ages of test.

2. For 0%, 5%, 10%, 15%, 20%, 25% and 30% replacement of cement with RHA, the

better result obtained was at replacement up to 15% cement obtaining target strength

for M30 grade of SCC.

3. The Flexural strength of M30 grade of SCC was monitored up to 90 days. The

Flexural strength on 90th

day witnessed an increase of 12 to 15 % in comparison to

the Split Tensile strength on 28th

day strength.

4. Flexural strength was much better than target strength for M 30 grade of concrete.

5. Figure 6.3 shows the variation of flexural strength with age for different mixes.

6.4 Flexural Behavior of Reinforced SCC Beams

Self-compacting reinforced concrete beams have been cast with SCC of grade 30 and

steel bars of grade 415. It was observed that as the loading increased to ultimate

capacity of the specimen, the damage characterized essentially by the vertical cracks

(flexural cracks) increased at the bottom of the specimens near central portion

irrespective of the replacement level of the RHA. Therefore, it can be concluded that the

beam fails primarily due to flexure. Using theoretical calculations, the maximum load

carrying capacity obtained for each of the beams having various mix proportions was

64.38 kN. From the flexural strength test results, it can be observed that the actual load

0

1

2

3

4

5

6

7

8

9

0% 5% 10% 15% 20% 25% 30%

Fle

xura

l Str

en

gth

of

Co

ncr

ete

(N

/mm

²)

Mix of RHA (%)





95

carrying capacity is much higher than theoretical capacity. It can also be observed that

with increase in RHA content, the flexural strength of the beams decreases as shown in

the table 6.5 below. However, despite of the gradual decrease in value, it manages to be

much higher than the theoretical value. Flexural Strength of the Reinforced SCC beam

is shown in the graph as shown in Figure 6.4 for different ages with progressive

replacement (0%, 10%, 20% and 30%) of cement with RHA.

Table 6.5: Comparison of test results of RCC Beam

Grade of

concrete

RHA

(%)

Theoretical

capacity

Experimental

capacity /

M30

0 64.380 125.680 1.952

10 64.380 120.185 1.867

20 64.380 118.355 1.838

30 64.380 111.350 1.730

Fig 6.4: Flexural Strength test for Reinforced SCC beam at different ages

Considering the deflection results obtained for each beam during the test, it can be

concluded that all beams are carrying at least 30% more load than that of its theoretical

capacity before reaching 20mm deflection. Thereafter, with slight increase in load, the

beams are showing higher deflection. The beam with replacement of cement with RHA

up to 30% displays desired flexural behaviour.

100

105

110

115

120

125

130

0% 10% 20% 30%

Exp

eri

me

nta

l Lo

ad C

arry

ng

Cap

acit

y

Mix of RHA (%)

Flexural Strength (N/mm2)

Flexural Strength (N/mm2)

96

6.5 Summary

This chapter comprises of the inferences and analysis of the results obtained from the

investigations and results shown in Chapter 4 and 5. After lucid discussion of the

results, the rational conclusions were drawn on the fresh state and hardened state

properties of the designed SCC with the partial replacement of cement with RHA at

different ages. This chapter further includes the discussion of the flexural behavior of

the reinforced SCC beams; the results obtained from the experiment in Chapter 5 are

discussed and interpreted.

97

Chapter 7

Conclusion & Future Scope

7.1 Conclusion

The project work deals with the use of Rice Husk Ash as a partial replacement of

cement in Self-Compacting Concrete. This project encompass the laboratory tests for

finding out physical property of the material used in the concrete design such as specific

gravity, fineness modulus, water absorption, and particle size distribution for fine

aggregate, fine aggregate (sand) and coarse aggregate. The tests were conducted as per

Indian Standards for aggregate. The project further includes the assessment of the fresh

properties of concrete such as workability test for each replacement of cement with Rice

Husk Ash (RHA), and assessment of the hardened properties of concrete such as

compressive strength, split tensile strength, flexural strength for M30 grade of concrete

for partial replacement of cement with RHA starting from 0% to 30% for different ages.

In addition to that, a lucid study concerning the flexural behaviour of the designed

reinforced SCC beam is presented in this project.

The final result of this thesis work showed that the inclusion of rice husk ash as

replacement of cement does not affect the strength properties negatively as the strength

remains within limits i.e. target strength can be achieved up to a replacement of 15% to

25%. In order to preserve energy and reduce carbon dioxide, RHA plays an important

role when added to Portland cement. A large volume of RHA is generated from rice

milling industries every year. The proper use of RHA in construction industry could

develop a healthy and sustainable environment. RHA is very effective in a partial

replacement of cement up to 20% to produce the target strength of self-compacting

concrete. Partial replacement of cement by RHA not only makes the SCC durable but

also makes it economical. As a result, the partial replacement of cement by RHA has

gained considerable importance because of the requirements of environmental safety

and more durable construction in the future.

98

This thesis work can be concluded in the following points:

1. RHA being a waste material obtained from the agricultural waste is being used as a

by-product in cement industry. Partial replacement of RHA with cement reduces

environmental problem which is a big concern for the whole world. The greenhouse

gas emissions can be reduced up to a major extent by replacing OPC with RHA in

concrete.

2. RHA can be used in large quantities in SCC and cement content can be reduced to as

low as 385 kg/m3 for M 30 grade of SCC. Hence by incorporating RHA as a partial

replacement of cement we can make an economical self-compacting concrete.

3. As per EFNARC specification, the slump flow value was obtained within acceptable

value up to replacement of 20% cement by RHA. As per the EFNARC specification,

the V-Funnel, L-Box & J-Ring Test showed acceptable value up to replacement of

20% cement by RHA.

4. The target strength for Compressive, Spilt tensile and Flexural Strength for M30

grade concrete was achieved up to a replacement of 20% of cement by RHA.

5. SCC required more cement content to achieve self-compactability and to satisfy

EFNARC criteria. Therefore due to hydration of cement, large amount of heat is

generated because of which thermal cracks occur during mass concrete. Partial

replacement of cement by RHA resists these thermal cracks and makes the concrete

durable.

6. Use of RHA increases the packing density of concrete which result in water-resistant

concrete. The Bulk Densities of concrete reduced as the percentage RHA

replacement increased hence reduces the dead load of structure.

7. Results indicate that pozzolanic reactions of rice husk ash in the matrix composite

were low in early ages, but by ageing the specimens to more than 90 days

considerable effect have been seen in strength.

8. RHA being a super pozzolana can easily replace silica fume which is being imported

from Norway to India and thus makes the concrete costly. So RHA can be used

instead of silica fume and thus makes the concrete economical.

99

7.2 Future scope

1. Even though many studies have been reported on the use of RHA, there is a need to

study specifically the performance of RHA prepared from uncontrolled burning of

rice husk available in rice mills. In this project, RHA is obtained by controlled

burning of rice husk at a temperature between 550-7000 C incinerating for about 10-

12 hours. However, systematic study and detailed investigation on the utilization of

RHA prepared from uncontrolled burning at a temperature lower than 5500 C needs

to be done.

2. Use of another mineral admixture or combination of admixtures as a partial

replacement of cement in SCC. Mineral admixture used for partial replacement of

cement can be Fly Ash, Ground Granulated Blast Furnace slag, Silica Fumes, Rice

Husk Ash or Meta-kaolin. They can be used in combinations too. Besides, the use of

Marble Powder, Tile powder, Saw Dust, Coconut Shell Ash, Glass Powder, etc. are

at its initial research stage (yet to be approved by Indian Standards).

3. Study of the partial replacement of cement by alternative mineral admixtures in Self

Compacting Concrete in terms of mega structures, i.e. for structural elements like

RCC Columns, RCC Beams, Single-Portal Frame (2D & 3D) and multi-storey

Portal Frame.

4. Analytical study on the structural behaviour of the Reinforced SCC beams with

partial replacement of cement by a mineral admixture using ANSYS.

100

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Publications

[1] Sanket R. Jagtap, Shashi Ranjan Pandey, ―Flexural Behaviour of Self-Compacting

Concrete with Partial Replacement of cement by Rice Husk Ash‖. [To be

Communicated]

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