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http://www.iaeme.com/IJCIET/index.asp 260 [email protected]
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.
http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=7&IType=6
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
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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
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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
Flexural Behaviour of Reinforced Geopolymer Concrete Beams with GGBS and Metakaoline
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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
P. Uday Kumar and B. Sarath Chandra Kumar
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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]
Specific gravity 2.6
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
Flexural Behaviour of Reinforced Geopolymer Concrete Beams with GGBS and Metakaoline
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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%
Specific gravity 2.80
Bulk Density (kg/m3) 1513
Fineness modulus 7.32
Water absorption 0.41
P. Uday Kumar and B. Sarath Chandra Kumar
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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
Flexural Behaviour of Reinforced Geopolymer Concrete Beams with GGBS and Metakaoline
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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
P. Uday Kumar and B. Sarath Chandra Kumar
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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.
Flexural Behaviour of Reinforced Geopolymer Concrete Beams with GGBS and Metakaoline
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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.
P. Uday Kumar and B. Sarath Chandra Kumar
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Mixing of GGBS with Fine Aggregate and Coarse Aggregate
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
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
bars of 12mm diameter bars were provided at tension side and two bars of 10mm diameter bars were
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
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
cement bars fastened with electrical strain gauges.
with Fine Aggregate and Coarse Aggregate
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 GGBS
were cast and tested in the loading frame. Experiments were carried out on control beams and beams with
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
bars of 12mm diameter bars were provided at tension side and two bars of 10mm diameter bars were
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
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
Flexural Behaviour of Reinforced Geopolymer Concrete Beams with GGBS and Metakaoline
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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]
P. Uday Kumar and B. Sarath Chandra Kumar
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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
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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
P. Uday Kumar and B. Sarath Chandra Kumar
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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
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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.
REFERENCE
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Robosand” International Journal Of Scientific & Technology Research Volume 4, Issue 02, February
2015 Issn 2277-8616 page no 19
[2] Krishna Raja A R, Satish Kumar N P, Satish Kumar T, Dinesh Kumar P. “Mechanical Behavior of
Geopolymer Concrete Under Ambient Curing”. International Journal of Scientific Engineering and
Technology. 2014 February; 3(2), 130-132
[3] Madheswaranc K, Gnana sundar G, Gopala Krishnan N. “Effect of Molarity in Geopolymer Concrete”.
International Journal of Civil and Structural Engineering. 2013 November; 4(2), 106-115.
[4] Dattatreya J K , Raja mane NP, Sabitha D, Ambily P S , Nataraja MC “Flexural Behaviour of reinforced
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Engineering Www.Iosrjournals.Org E-Issn: 2278-1684,P-Issn: 2320-334x, Volume 11, Issue 2 Ver. Ii
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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
P. Uday Kumar and B. Sarath Chandra Kumar
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