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International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 6, November-December 2016, pp. 260–277, Article ID: IJCIET_07_06_028

Available online at http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=7&IType=6

ISSN Print: 0976-6308 and ISSN Online: 0976-6316

© IAEME Publication

FLEXURAL BEHAVIOUR OF REINFORCED

GEOPOLYMER CONCRETE BEAMS WITH GGBS AND

METAKAOLINE

P. Uday Kumar

M. Tech Student, Department of Civil Engineering K L University, Guntur, Andhra Pradesh, India

B. Sarath Chandra Kumar

Assistant Professor, Department of Civil Engineering K L University, Guntur, Andhra Pradesh, India

ABSTRACT

In the present study metakaoline and ground Granulated Blast Furnace slag (GGBS) is used to

convey Geopolymer concrete. Geopolymer bond is set up by using dissolvable course of action of

sodium silicate and sodium hydroxide. This settled extent is 2.5 and the convergence of sodium

hydroxide is 10M. This study helps in picking up learning about the morphological arrangement of

solid which may bring about way softening patterns up development industry. The paper focuses on

investigating characteristics of Ground Granulated Blast furnace Slag (GGBS) and adding

metakaoline based Geopolymer Concrete with M40 Grade Concrete. This leads to examine the

admixtures to improve the performance of the concrete. The paper focuses on investigating

characteristics of Geopolymer concrete with various proportional of replacement of cement with

Ground Granulated Blast furnace Slag (GGBS) and adding metakaoline. Efforts are being carried

out to conserve energy by means of promoting the use of industrial wastes like Ground Granulated

Blast furnace Slag (GGBS), and metakaoline. The reinforcement was designed considering a

balance section for the expected characteristic strength. All the specimens are tested by using two-

point loading.

Key words: Geopolymer Concrete, Ground Granulated Blast Furnace Slag (GGBS), Metakaoline,

Sodium Silicate, Sodium Hydroxide, Alkali Activators.

Cite this Article: P. Uday Kumar and B. Sarath Chandra Kumar, Flexural Behaviour of Reinforced

Geopolymer Concrete Beams with GGBS and Metakaoline. International Journal of Civil

Engineering and Technology, 7(6), 2016, pp.260–277.

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1. INTRODUCTION

Geopolymer: Davidovits proposed that an alkaline liquid could be used to react with the silicon (Si) and

the aluminum (Al) in a source material of geological origin or in byproduct materials such as fly ash, blast

furnace slag, and rice husk ash to produce binders. Because the chemical reaction that takes place in this

case is a polymerization process, he coined the term ‘Geopolymer’ to represent these binders.

Cement is incorporated with the guide of Ordinary Portland concrete (OPC) as the essential cover

which creates tremendous measures of carbon dioxide making threat the earth. Concrete is a champion

Flexural Behaviour of Reinforced Geopolymer Concrete Beams with GGBS and Metakaoline


among the most by and large used advancement materials. Then again, regular issues came to fruition as a

result of bond creation has transformed into a significant concern today. [1]. Geopolymer are inorganic

clasp, which are perceived by the going with key property of Compressive quality has association with the

time taken for the way toward curing and the comparing temperature. Ground granulated blast furnace slag

comprises mainly of calcium oxide, silicon di-oxide, aluminum oxide, magnesium oxide. It has the same

main chemical constituents as ordinary Portland cement but in different proportions and the addition of

G.G.B.S in Geo-Polymer Concrete increases the strength of the concrete and also curing of Geopolymer

concrete at room temperature is possible. The paper focuses on investigating characteristics of M40

concrete with various proportional of replacement of cement with Ground Granulated Blast furnace Slag

(GGBS) and adding metakaoline. This leads to examine the admixtures to improve the performance of the

concrete. On the other hand, the climate change due to global warming and environmental protection has

become major concerns. The global warming is caused by the emission of greenhouse gases, such as

carbon dioxide (CO2), to the atmosphere by human activities. Among the greenhouse gases, CO2

contributes about 65% of global warming. Efforts are being carried out to conserve energy by means of

promoting the use of industrial wastes like Ground Granulated Blast furnace Slag (GGBS), silica fumes,

fly ash, etc., which show chemical properties similar to cement. [2, 3].Use of such materials as cement

replacement will simultaneously reduce the cost of concrete and helps to reduce the rate of cement

consumption. This paper considers reinforced GPC beams with different binder compositions and

compressive strengths ranging from 30 to 85 MPa and produced by ambient temperature curing. The paper

compares the performance of GPC beams and Reinforced Portland cement Concrete (RPCC) beams [4 - 7]

1.1. Polymerization

Polymerization is a process of reacting monomer molecules together in a chemical reaction to

form polymer chains or three-dimensional networks. In chemical compounds, polymerization occurs via a

variety of reaction mechanisms that vary in complexity due to functional groups present in reacting

compound sand their inherent steric effects.

Polymerization, any process in which relatively small molecules, called monomers, combine

chemically to produce a very large chainlike or network molecule, called a polymer. Usually at least 100

monomer molecules must be combined to make a product that has certain unique physical properties such

as elasticity, high tensile strength, or the ability to form fibers that differentiate polymers from substances

composed of smaller and simpler molecules often, many thousands of monomer units are incorporated in a

single molecule of a polymer.

Figure 1 Polymerization Equation

P. Uday Kumar and B. Sarath Chandra Kumar


1.2. Objectives of the Present Study

• To study GGBS and Metakaoline based Reinforced Geopolymer Concrete and Reinforced Conventional

Concrete.

• To study the different strength properties of Geopolymer concrete with percentage of GGBS and

Metakaoline

• To compare the results with varying proportions of GGBS with Metakaoline.

2. MATERIALS USED

2.1. Metakaoline

Metakaoline differs from other supplementary cementations material like Fly Ash, Slag or Silica Fume, in

that it is not a by-product of an industrial process it is manufactured for specific purpose under controlled

conditions. Metakaoline is produced by heating kaolin natural clay to temperature between 650-900oc. [8]

2.1.1. Advantages of Metakaoline

• Increased compressive and flexural strengths

• Reduced permeability (including chloride permeability)

• Reduced potential for efflorescence which occurs when calcium is transported by water to the surface where

it combines with carbon dioxide from the atmosphere to make calcium carbonate, which precipitates on the

surface as a white residue.

• Increased resistance to chemical attack

• Increased durability

• Reduced effects of alkali-silica reactivity (ASR)

• Enhanced workability and finishing of concrete. [8]

Figure 2 Metakaoline



Table 1 Physical properties of Metakaoline

Specific gravity 2.40 to 2.60

Color Off white, Gray to buff

Physical form Powder

Average plastic size <2.5 µm

Brightness 80-82 Hunter L

BET 15 m2/g

Specific surface 8-15 m2/g

Table 2 Chemical Composition of Metakaoline

Table 3 Metakaoline properties

2.2. Ground Granular Blast Furnace Slag (GGBS)

Ground-granulated slag (GGBS) is integrated through the way toward extinguishing. It is undefined in

nature and framed as a consequence of slag extinguishing from impact heater. It can be viewed as auxiliary

item amid creation of steel which can help in solid innovation. Due to exponential growing in urbanization

and industrialization, byproducts from industries are becoming an increasing concern for recycling and

waste management. Ground granulated blast furnace slag (GGBS) is by-product from the blast-furnaces of

iron and steel industries. GGBS is very useful in the design and development of high-quality cement

paste/mortar and concrete. [9]

Chemical composition Wt. %

SiO2+AlO3+TiO2+FE2O3 >97

Sulphur Trioxide (SO3) <0.50

Alkalies (Na2O, K2O) <0.50

Loss of ignition <1.00

Moisture content <1.00

Property Metakaoline

Specific gravity 2.5

Mean grain size 2.54

Specific area (cm2/g) 150000-180000

Colour Ivory to cream

Chemical Composition

Silicon dioxide (SiO2) 60-65

Aluminum oxide(Al2o3) 30-34

Iron oxide (Fe203) 1.00

Calcium oxide (cao) 0.2-0.8

Magnesium oxide (MgO) 0.2-0.8

Sodium oxide (Na2O3) 0.5-1.2

Potassium oxide (K2O)

Loss on ignition <1.4



Figure 3 Ground Granular Furnace Blast Slag

2.2.1. Uses of GGBS

• High-rise buildings.

• Marine applications such as dams, shore protection construction.

• Effluent and sewage treatment plants.

• Cement products such as tiles, pipes, blocks, etc. [10]

Table 4 Physical properties of GGBS

Table 5 Chemical Compositions of GGBS

2.3. Fine Aggregate

Fine aggregate used was properly graded to give minimum void ratio and free from deleterious materials

like clay, silt content and chloride contamination etc. For the present investigation, locally available river

sand (coarse sand) conforming to Grading Zone II of IS 383:1970 was used as fine aggregate. The sand

was washed and screened at site to remove deleterious materials and tested as per the procedure given in IS

2386:1968 (Part-3).River sand from Vijayawada is used in this project for casting purpose. [11]


Color White

Surface moisture Nil

Average particle size, shape 4.75 mm down, round

S.No Characteristics GGBS (%Wt.)

1 Aluminum Oxide 14.42

2 Calcium Oxide 37.34

3 Sulphide Sulphur 0.39

4 Magnesium Oxide 0.02

5 Silica 37.73

6 Manganese Oxide 8.71

7 Iron Oxide 1.11



Figure 4 Fine Aggregate

Table 6 Physical Properties of Fine Aggregate

S. No Property Values

1 Specific gravity 2.63

2 Fineness modulus 2.51

3 Bulk density (Kg/m3) 1564

2.4. Coarse Aggregate

Hard crushed granite stone, coarse aggregates confirming to graded aggregate of size,10mm as per IS:383-

1970 was used in the study. [11]

Figure 5 coarse aggregate

Table 7 Physical Properties of Coarse Aggregate

Sieve Size (mm)

10mm

Requirement as per IS:

383-1970 Percentage passing

12.50 100% 100%

10 85 to 100% 94.62%

4.75 0 to 20% 15.40%

2.36 0 to 5% 2.89%


Bulk Density (kg/m3) 1513

Fineness modulus 7.32

Water absorption 0.41



2.5. Sodium Hydroxide

• Sodium hydroxide (NaOH), also known caustic soda is an inorganic compound. It is a white solid and

highly caustic metallic base and alkali of sodium which is available in flakes, granules, and as prepared

solutions at different concentrations.

• Sodium hydroxide is used in many industries, mostly as a strong chemical base in the manufacture of pulp

and paper, drinking water. [12]

Table 8 Specifications of Sodium Hydroxide Flakes

Minimum Assay (Acidimetric)

Maximum limits of impurities 96%

Carbonate 2%

Chloride 0.1%

Phosphate 0.001%

Silicate 0.02%

Sulphate 0.01%

Arsenic 0.0001%

Iron 0.005%

Lead 0.001%

Zinc 0.02%

Figure 6 NaOH Flakes Figure 7 NaOH Solution

2.5.1. Uses of NaoH (Sodium Hydroxide)

• Used in process to make products including plastics soaps and textiles.

• Removal paint.

• Etching aluminium.

• Revitalizing acids in petroleum refining.

2.6. Sodium Silicate

Sodium silicate is the common name for compounds with the formula Na2SiO3. Also known as water

glass or liquid glass, these materials are available in aqueous solution and in solid form. [13]

Na2CO3 + SiO2 → Na2SiO3 + CO2



Table-9 Properties of Sodium Silicate

Figure 8 Sodium Silicate Solution

2.6.1. Uses of Sodium Silicate

They are used in cements, passive fire protection, and textile and lumber processing, refractories and

automobiles. Sodium carbonate and silicon dioxide react when molten to form sodium silicate and carbon

dioxide

2.7. Chemical Admixtures

The action of super plasticizer is mainly to fluidity the mix and improves the workability of concrete. The

addition of super plasticizer to concrete mix causes a repulsion leading to deflocculating and consequent

increase in the fluidity of the mix. In order to improve the workability of concrete, poly carboxylic ether

based super plasticizer Master Glenium Sky Glenium 8233 was used for this study. Master Glenium Sky

Glenium 8233 ensures that rheoplastic concrete remains workable in excess of 45 minutes at +25°C.

Workability loss is dependent on temperature, and on the type of cement, the nature of aggregates, the

method of transport and initial workability. To achieve longer workability period we use Master Glenium

Sky Glenium 8233. It is strongly recommended that concrete should be properly cured particularly in hot,

windy and dry climates.[14]

3. LITERATURE REVIEW

Ambily P S et al. (2011), Based on the experimental and analytical investigations carried out on the

reinforced Geopolymer cement concrete beams and conventional Portland cement concrete beams, it can

be concluded that the load deflection characteristics of the RPCC beams and RGPC beams are almost

similar. The cracking moment and service load moment were marginally lower for RGPC beams compared

to RPCC beams. The ultimate moment capacity of the RGPC beams investigated in the study was found to

be more than that of the RPCC beams because of their higher compressive strength. However, in terms of

normalized moment capacity Mu/σcubd2, the cracking and service load moments were less for RGPC

beams while the ultimate moment capacity was of the same order. [15]

% Na2O 12

% SiO2 25

% H2O -

PH 12.49

Density 1490 kg/m3

Nature Transparent Viscous Liquid



Sonali et al. (2014) pointed out Compressive strength increases with increase of percent of quarry sand

up to certain limit. Concrete acquires maximum increase in compressive strength at 60% quarry sand

replaced by natural sand for M40 grade of concrete. This mix is named as critical mix. By adopting same

critical mix and replacing cement by GGBS, it is found that by increasing the percentage of GGBS;

workability increases but strength decreases. According to mix the combine gradation of 45% QS and

55% NS meets the grading limits of IS: 383, But it has been found that on adding more percent of QS i.e.

60% QS and 40% NS in concrete gives maximum compressive strength [16].

Vignesh, Vivek (2015), conducted experimental works and concluded that the optimum replacement

level of fly ash by GGBS in GPC will be carried out. Water absorption property is lesser than the nominal

concrete. Achieving strength in a short time i.e. 70% of the compressive strength in first 4 hours of setting.

Determines the different strength properties of geo-polymer concrete with percentage replacement of

GGBS [17].

Somasekharaiah et al.(2015), Based on the present experimental investigation the following

conclusions can be drawn The cement can be replaced maximum by 10% with metakaoline as admixture to

achieve maximum compressive strength at 7 days or 28 days for composite fiber (Steel and PPF)

reinforced high performance concrete. The percentage increase in compressive strength at 28 days of

1.25% composite (Steel and PPF) fiber volume with 10% metakaoline high performance concrete over

plain high performance concrete without fiber and metakaoline is 26.68% [18].

Adams Joe et al. (2014) observed that the Optimum Compressive Strength of High Performance

Concrete is obtained replacement of 40 % Cement by GGBS. Higher strength development is due to filler

effect of GGBS and properties of steel fiber. GGBS can be used as one of the alternative material for the

cement. From the experimental results 40% of cement can be replaced with GGBS [19].

Viswanathan et al. (2016) has stated that the flexural strength of concrete beams attains max value of

54kN ultimate load at a replacement level of 20 % of GGBS with addition 0.5 % of BR fibers. The load

deflection behavior shows a ductile behavior at a replacement level of 20 % of GGBS with addition 0.5 %

of BR fiber. Hence it is concluded that partial replacement of cement by20 % of GGBS as mineral

admixtures can be effectively used as a replacement of cement along with the addition of 0.5 % Basalt

Rock Fiber[20].

Muthupriya et al. (2012), stated that the compressive strength of high performance concrete

containing 7.5% of metakaoline is 12% higher than the normal concrete. As the age of concrete increases,

the compressive strength also increases. Addition of metakaoline increases the brittleness of the concrete.

Fresh concrete containing fly ash and metakaoline is more cohesive and less prone to segregation.

Improved packing contributed by the very small size of the particles of metakaoline will improve the

contact surface and thus the bond between fresh metakaoline concrete and the substrate namely

reinforcement, aggregates and old concrete [21].

4. METHODOLOGY

The fundamental refinement between Geopolymer bond and others is the clasp. To outline Geopolymer

activator plan used to react with silicon and aluminum oxides which are accessible in Metakaoline and

GGBS. This fundamental activator course of action ties coarse aggregate and fine aggregate to outline

Geopolymer mix. The fine and coarse aggregate include around 75% mass of Geopolymer concrete. The

fine aggregate was taken as 36% of total. The thickness of Geopolymer bond is taken 2426 kg/m3.The

workability and nature of concrete are affected by properties of materials that make Geopolymer concrete.

The mixing is done with 1:2.5 ratios.



Table 10 Mix Proportions for Geopolymer concrete

Ingredients in

(kg/m3)

Different mixes

S1 S4 S3 S5 S2

Nomenclature G100 G70

M30

G50

M50

G30

M70 M100

P.M =

Metakaoline

+ GGBS

414 414 414 414 414

Coarse Aggregate

10 mm 1166 1166 1166 1166 1166

Fine Aggregate 660 660 660 660 660

Sodium

Hydroxide Solution 53 53 53 53 53

Sodium

Silicate Solution 133 133 133 133 133

*Where G-GGBS and M-Metakaoline

Table 11 Test results of M40 concrete mix

Cement 463.5 Kgs

Fine aggregate 530.27 Kgs

Coarse aggregate 1153.13 Kgs

Water 185.4 lits

w/c ratio 0.40

4.1. Preparation of Alkali Solution

The preparation of NaOH solution is done by dissolving the following ingredients in water. A

concentration of 10M NaOH is calculated as molecular weight of NaOH is 40 and for 10M.We need to

calculate NaOH by 10 X 40=400 grams and dividing 400 grams in 1 liter distilled water adding distilled

water to NaOH flakes use the solution after 24 hours.

4.2. Test Specimens

4.2.1. Mixing

The soluble activator arrangement is set up before 24 hours of throwing. At first, all dry materials were

blended appropriately for three minutes. Soluble activator arrangement is added gradually to the blend.

Blending is accomplished for 5 minutes to get uniform blend.

4.2.2. Casting

The sizes of the moulds used are beam (700 mm X 150 mm X150 mm) and cubes (150 mm X 150 mm X

150mm).

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Figure 9 Mixing of

4.3. Reinforcement Details

4.3.1. Test Beam Details

The beams reinforced with steel bars were designed as per IS 456:2000 based on the dimensions to fit the

laboratory and testing facility. Twenty four numbers of reinforced concrete beams with and without

were cast and tested in the loading frame. Experiments were carried out on control beams and beams with

100%, 70%, 50%, and 30% GGBS

150 mm. Geometry of the beam specimen and reinforcem

specimens were designed as per IS: 456

bars of 12mm diameter bars were provided at tension side and two bars of 10mm diameter bars were

provided at compression side. Two legged vertical stirrups of 8mm diameter at a spacing of 1

to center were provided as shear reinforcement.

Figure

4.3.2. Reinforcement Details

The reinforcement adopted for casting is having r

steel. The cover provided for reinforcement is 20mm. Strain gauges of 10 mm were fixed to the

reinforcement at the bottom to measure the strain and the details of test specimen. Figure represents the

reinforcement bars fastened with electrical strain gauges.


http://www.iaeme.com/IJCIET/index.asp 270

Mixing of GGBS with Fine Aggregate and Coarse Aggregate


laboratory and testing facility. Twenty four numbers of reinforced concrete beams with and without


GGBS and metakaoline. The size of the beam moulds is 700 mm X 150 mm X

150 mm. Geometry of the beam specimen and reinforcement details are shown in Figure 10

specimens were designed as per IS: 456-2000 provisions. The clear cover of the beam was 20mm.Three


ion side. Two legged vertical stirrups of 8mm diameter at a spacing of 1

to center were provided as shear reinforcement.

Figure 10 Dimensions of Beam Reinforcement

The reinforcement adopted for casting is having rods of 12mm, 10mm and 8mm diameter Fe 550D grade



cement bars fastened with electrical strain gauges.

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with Fine Aggregate and Coarse Aggregate


laboratory and testing facility. Twenty four numbers of reinforced concrete beams with and without GGBS


and metakaoline. The size of the beam moulds is 700 mm X 150 mm X

details are shown in Figure 10. The

2000 provisions. The clear cover of the beam was 20mm.Three


ion side. Two legged vertical stirrups of 8mm diameter at a spacing of 150 mm center

ods of 12mm, 10mm and 8mm diameter Fe 550D grade





4.3.3. Test Set up

The test setup for the flexural test is shown in Fig-11and Fig-12 for crack pattern and test set up is shown.

The test specimen was mounted in a UTM of 1000 kN capacity. Dial gauges of 0.001 mm least count were

used for measuring the deflections under the load points and at mid span for measuring the deflection. The

dial gauge readings were recorded at different loads. The load was applied at intervals of 2.5 kN until the

first crack was observed. Subsequently, the load was applied in increments of 5 kN.The behavior of the

beam was observed carefully and the first crack was identified. The deflections values were recorded for

respective load increments until failure. The failure mode of the beams was also recorded.

Figure 11 Cracking Pattern of a Beam

Figure 12 Test set up using Dial Gauge at center

4.4. Curing

4.4.1. Ambient Curing

The Moulds were then demoulded after 24 hours and were left in room temperature until testing.

Conventional Cement concrete specimen are demoulded after 24 hours and allowed to curing.

Development of Geopolymer concrete suitable for curing at ambient temperature will widen its application

to concrete structures. Generally GGBS and Metakaoline bend has improved the early age mechanical

properties of Geopolymer concrete cured at ambient curing. [22]



Figure 12 Control Specimens Figure 13100 % GGBS Specimens

Figure 14 70%GGBS 30% MK Specimens Figure 15 50% GGBS 50% MK Specimens

Figure 16 30% GGBS 70% MK Specimens Figure 17 100% MKSpecimens



5. RESULTS AND DISCUSSIONS

The max load for specimens in kg

Percentage Replacements Max. load for Specimen (kg)

100% GGBS 19250

70% GGBS 30%MK 13100

50% GGBS 50% MK 16550

70% MK 30% GGBS 8100

100% Mk 2550

5.1. Results and Graphs

The graphs shows the results of load versus mid span deflection and Pu/fckbd (103) versus mid span

Deflection for all graphs and Mu/fckbd2 (10

3) versus mid span Deflection for all graphs and theoretical pi

versus moment curvature for all graphs.

Figure 18 Applied load Versus Mid Span Deflection

Fig 18 shows the relation between applied load versus mid span deflection of 100% GGBS, 70%

GGBS+30% MK, 50% GGBS+50% MK, 70% MK +30% GGBBS, 100% MK specimens and for M40

grade concrete mix. The changes in the load deflection curves clearly indicate the different events

occurring during the test respectively Fig 19 – 21shows the relation between Pu/fckbd (103) Versus mid

span Deflection for all graphs and Mu/fckbd^2 (103) Versus mid span Deflection for all graphs and

theoretical pi Versus moment curvature for all graphs. Where GGBS-Ground Granulated Blast furnace

Slag and MK-Metakaoline

0

20

40

60

80

100

120

140

160

180

200

0 0.5 1 1.5 2 2.5 3 3.5 4

Ap

pli

ed L

oad

(k

N)

Mid-Span Deflection (mm)

100% GGBS

70% GGBS + 30% MK

50% GGBS + 50% MK

70% MK + 30% GGBS

100% MK

M40 Control Specimen



Figure 19 Pu/fckbd (103) Vs Mid Span Deflection

Figure 20 Mu/fckbd2 (10

3) Vs Mid Span Deflection

0

0.1

0.2

0.3

0.4

0.5

0.6

0 0.5 1 1.5 2 2.5 3 3.5 4

Pu/f

ckb

d (

10

3)

Mid Span Deflection, Δ (mm)

100 % GGBS

70% GGBS 30% MK

50% GGBS 50% MK

70%MK 30% GGBS

100% mk

M40 control specimen

0

0.0005

0.001

0.0015

0.002

0.0025

0.003

0.0035

0.004

0.0045

0.005

0 0.5 1 1.5 2 2.5 3 3.5 4

Mu/f

ckb

d2

(10

3)

Mid Span Deflection, Δ (mm)

100% ggbs

70% GGBS 30% MK

50% GGBS 50% MK

70% MK 30% GGBS

100% mk

M40 Control Specimen



Figure 21 Theoretical pi Vs Moment Curvature

6. CONCLUSION

Based on the experimental and analytical investigations carried out on the reinforced Geopolymer cement

concrete beams and conventional Portland cement concrete beams, it can be concluded that:

• The load deflection characteristics of the RPCC beams and RGPC beams are almost similar. The cracking

moment was marginally lower for RGPC beams compared to ROPC beams.

• The crack patterns and failure modes observed for RGPC beams were found to be similar to the ROPC

beams. The total number of the flexural cracks developed was almost same for all the beams. The beams

failed initially by yielding of the tensile steel followed by the crushing of concrete in the compression face.

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[3] Madheswaranc K, Gnana sundar G, Gopala Krishnan N. “Effect of Molarity in Geopolymer Concrete”.

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[5] Sonali K. Gadpalliwar, R. S. Deotale, Abhijeet R. Narde “To Study The Partial Replacement Of Cement

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0

10

20

30

40

50

60

70

80

0 0.0001 0.0002 0.0003 0.0004 0.0005 0.0006 0.0007 0.0008

Mom

ent

Theoretical pi

100% ggbs

70% ggbs 30% mk

50% ggbs 50% mk

70% mk+ 30% GGBS

100% mk

M40 Control specimen



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[12] http://sodiumhydroxide.weebly.com/uses.html/ Date:25/08/2106

[13] https://en.wikipedia.org/wiki/Sodium_silicate/ Date:01/07/2016

[14] https://assets.master-builders solutions.basf.com /Date :01/08/2016

[15] Dattatreya J K , Raja mane NP, Sabitha D, Ambily P S , Nataraja MC “Flexural Behaviour of reinforced

Geopolymer concrete beams” ISSN 0976 – 4399 International journal of civil and structural engineering

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FLEXURAL BEHAVIOUR OF REINFORCED GEOPOLYMER …d.researchbib.com/f/2nnJSyoJHhL29gY01up3EypxSxoJyhY1IjoT... · Flexural Behaviour of Reinforced Geopolymer Concrete Beams with GGBS

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