Civil Engineering

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International Journal of Civil Engineering and Technology (IJCIET)
Volume 8, Issue 2, February 2017, pp. 264–273 Article ID: IJCIET_08_02_028
Available online at http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=8&IType=2
ISSN Print: 0976-6308 and ISSN Online: 0976-6316
© IAEME Publication Scopus Indexed
STUDY OF BEHAVIOUR OF GEO-POLYMER
CONCRETE WITH RESPECT TO ITS MECHANICAL
PROPERTIES OF GGBS AND FLYASH
N. Durga Prasad
M. Tech Student, Department of Civil Engineering,
K L University, Vaddeswaram-522502, Andhra Pradesh, India.
Y. Himath Kumar
Assistant Professor, Department of Civil Engineering,
K L University, Vaddeswaram-522502, Andhra Pradesh, India
ABSTACT
The primary object of the work is to observe the mechanical properties of geopolymer
concrete with GGBS and FLYASH. Now-a-days the carbon oxide emission is a lot of within the
atmosphere, which leads to warming and atmospheric phenomenon. Hence, for the purpose of
reducing the emissions, the consequences of industrial waste are being used for geopolymer
concrete like GBBS and Flyash. Sodium hydroxide and Sodium Silicate (NAOH and Na2SiO3)
area unit used as basic activators. The molarity of Sodium hydroxide is 10M and 12M.The ratio
of basic activators are1:2.Having similar properties to cement concrete and attaining equal
strength, the geopolymer concrete reduces greenhouse emission. The proportions used are 100%
GGBS, 75% GGBS & 25% fly ash, 50% GGBS & 50% fly ash, 25% GGBS & 75% fly ash. The
ambient natural process at space temperature is completed for an amount of seven and twenty
eight days. The mechanical properties have been identified by compressive, flexural, split tensile
strength tests through which the results are compared for 10 M and 12 M.
Key words: GGBS, Fly ash, Geopolymer Concrete, Molarity, Ambient curing.
Cite this Article: N. Durga Prasad and Y. Himath Kumar, Study of Behaviour of Geo-Polymer
Concrete with Respect To Its Mechanical Properties of GGBS and Flyash. International Journal
of Civil Engineering and Technology, 8(2), 2017, pp. 264–273.
http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=8&IType=2
1. INTRODUCTION
The 20th century would be remembered as a period that saw rapid growth in population as well as
industrialization. The standard of living has been increasing ever since the evolution of industries in the
early 90s. To meet the demands of increasing population, the number of goods produced in industries
also increased. [17] Concrete, the most abundantly used material in this present world, for its flexible
and strength properties [1]. From the invention of Cement, Ordinary Portland Cement (OPC) has gained
its prominence in the production of concrete. The unique property of binding aggregates is notable. Yet,

2. N. Durga Prasad and Y. Himath Kumar
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the utilization of cement is causing pollution to the environment. About 2.10L thousand metric tons of
Co2 per year is being emitted from the past. In order to produce Eco - friendly concrete, the ingredients
of concrete can be replaced with industrials wastes like GGBS (Ground Granulated Blast furnace Slag),
Fly-ash etc [2-4].In regard to this, and Geopolymer concrete could be the best solution as an ecofriendly
product. I this product, the primary material are rich in Silicon (Si) and Aluminum (Al), which gets react
with highly alkaline solution through the process of geopolymerization producing material with binding
property. GGBS, also termed as Inorganic Polymer, is waste product generated form Iron slag, from the
industries, which have significant impact on strength and Durability. For these characteristics, it is
materialized as “Green” binder with extensive capacities for engineering viable materials for the purpose
of construction which could be ecofriendly [5, 6]. The exertion was made to consider and identify the
physical and chemical limitations of Geopolymer concrete.
2. OBJECTIVE ANDSCOPE
• The main objective is to decrease the usage of ordinary Portland cement and to improve the usage of
waste materials (GGBS and Flyash).
• To attain high strength geopolymer concrete with GGBS and Flyash.
• To evaluate the mechanical properties of geopolymer concrete
3. MATERIAL USED
3.1. GGBS
Ground Granulated Blast furnace Slag is a waste material Generated in iron or Slag Industries have
significant impact on Strength and Durability of Geopolymer Concrete. Ground Granulated Blast
furnace 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, by products 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 [11, 16].
3.2. FLYASH
Compared to the pastdays, Flyash gained the attention of the civil engineers as a placement of binding
material in concrete and its extensive availability and is a vital element in moulding of Geopolymer
Concrete [7]. The chemical composition of GGBS and chemical composition of Fly Ash is shown in
below

3. Study of Behaviour of Geo-Polymer Concrete with Respect To Its Mechanical Properties of GGBS and Flyash
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Table 1 Chemical composition of GGBS
S. NO CHEMICAL CHARACTERISTICS (GGBS) % OF COMPOSITION
1 Magnesium Oxide 8.78
2 Sulphur Content 0.41
3 Sulphide Sulphur 0.48
4 Loss on Ignition 0.68
5 Insoluble Residue 0.48
6 Chloride 0.014
7 Moisture Content 0.40
8 Manganese Content 0.20
9 Glass content 93.00
10 Chemical Coefficients
a) SiO2 + CaO + Mgo 77.84
b) (Mgo + CaO)/ SiO2 1.31
c) CaO / SiO2 1.10
Table 2 Chemical composition of FLY ASH
S.NO
CHEMICAL
CHARACTERISTICS
(FLY ASH) % OF
COMPOSITION
1 Al2O3 27
2 SiO2 48.8
3 CaO 6.2
4 Fe2O3 10.2
5 K2O 0.85
6 MgO 1.4
7 Na2O 0.37
8 P2O5 1.2
9 TiO2 1.3
10 BaO 0.19
11 SrO 0.16
12 SO3 0.22
13 Loss On ignition 1.7

4. N. Durga Prasad and Y. Himath Kumar
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3.3. ALKALINEACTIVATORS
The Sodium hydroxide (NaOH) flakes and Sodium Silicate (Na2SiO3) which are commercially available
are used as alkaline solutions (activators).
3.4. COARSEAGGREGATE
The aggregates, which are retained on 4.75mm used (IS sieves) are termed as coarse aggregates. 10mm
size of coarse aggregate is used [8].
3.5. FINEAGGREGATE
The fine aggregate used in this research is river sand. The size of Fine aggregates used is less than
4.75mm. 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. The physical properties of materials are shown in below. [16]
Table 3 Physical properties of materials
S.NO. SPECIFIC GRAVITY DENSITY (Kg/m3) VALUE
1 FLY ASH 1025.7 2.43
2 GGBS 2068.50 2.61
3 FINE AGGREGATE 1588 2.60
4 COARSE AGGREGATE 1602 2.90
4. METHODOLOGY
4.1. MIX DESIGN OF GEO POLYMER CONCRETE
In the configuration of geopolymer concrete blend, absolute totals (fine and coarse) were blended for
about 77% of solid by mass. This quality seems to be obtained as that of utilized as a part of conventional
cement of which it will be in the scope of 75 to 80% of whole solid blend by mass. Fine mass was taken
as 30% of the aggregate totals [10]. From the accessible writing, it is watched that the normal thickness
of fly ash based geopolymer concrete is like that of conventional concrete (2400 kg/m3
). The molarity
taken for NaOH are 10 and 12.
4.2. PREPERATION OF ALKALI ACTIVATORS
400 g of sodium hydroxide flakes are taken in one liter container and filled with distilled water to form
sodium hydroxide solution of 10M. The sodium hydroxide solution has to prepare one day before casting
the geopolymer concrete.
4.3. MIXING AND CASTING
Generally the fine aggregate, coarse aggregate, GGBS and fly ash are weighed to the required quantities
and then they are mixed in dry condition foe 2-3 minutes and then the alkaline solutions prepared
(combination of sodium hydroxide and sodium silicate) are to be taken to required quantity is added to
the dry mix. This mixing is done for 5-7 minutes in the mixer for proper bonding of all the materials.
After the mixing is done the mix is filled in the cube moulds of size 150mm x 150mm 150 mm in 3

5. Study of Behaviour of Geo-Polymer Concrete with Respect To Its Mechanical Properties of GGBS and Flyash
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layers with equal compacting and kept on a vibrating table so that no voids are formed. Casting and
curing of specimens are shown in Figure 1.
Figure 1 Casting and curing of specimens
4.4. CURING
For the geo polymer concrete, water curing is not necessary and ambient curing at room temperature is
sufficient.
5. TESTING
The specimens were tested according to IS 516:1959 and strengths were considered for 7 and 28 days
and results were tabled as below Table 4, & Table 5.
Table 4 Compressive strength for different ages of geopolymer concrete.
MIX ID
GGBS
(%)
FLY ASH
(%)
COMPRESSIVE STRENGTH
(N/mm2) 7 DAYS
10M 12M
M1 100 0 50.8 56.21
M2 75 25 31.24 35.27
M3 50 50 22.06 28.96
M4 25 75 7.69 9.76

6. N. Durga Prasad and Y. Himath Kumar
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Table 5 Compressive strength for different ages of geopolymer concrete.
MIX ID GGBS (%) FLY ASH (%)
COMPRESSIVE STRENGTH
(N/mm2) 28 DAYS
10M 12M
M1 100 0 53.03 59.73
M2 75 25 31.82 36.24
M3 50 50 29.03 31.03
M4 25 75 10.46 15.67
6. RESULTS ANDDISCUSSIONS
6.1. COMPRESSIVE STRENGTH
The size of each specimen (cubes) is 150 mm x 150 mm x150 mm which are prepared for each mix.
After 1 day, the specimens were de molded and cured for 7 & 28 days. The compressive strength
reported is the average of three results obtained from cubes are represented in Figure 2 and Figure 3 for
7 Days and 28 Days.
Figure 2 Variation in compressive strength for 7 Days
Figure 3 Variation in compressive strength for 28 Days
6.2. SPLIT TENSILESTRENGTH
Cylinders (specimens) of size 150 mm x 150 mm x 300 mm are prepared for each mix. After 1 day, the
specimens were de molded and cured for7 & 28 days. The split tensile strength reporte d is the average
of three results obtained from three identical cylinders. The formula for calculating the split tensile
strength is given below, and their results are represented below in Table 6 and 7, Figure 4 and 5.

7. Study of Behaviour of Geo-Polymer Concrete with Respect To Its Mechanical Properties of GGBS and Flyash
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Table 6 Split tensile strength for different ages of geopolymer concrete.
MIX ID GGBS (%) FLY ASH (%)
SPLIT TENSILE STRENGTH
(Mpa) 7 DAYS
10M 12M
M1 100 0 1.48 1.29
M2 75 25 1.16 1.12
M3 50 50 0.96 0.761
M4 25 75 0.55 0.217
Table 7 Split tensile strength for different ages of geopolymer concrete.
MIX ID GGBS (%) FLY ASH (%)
SPLIT TENSILE STRENGTH
(Mpa) 28 DAYS
10M 12M
M1 100 0 1.82 1.11
M2 75 25 1.29 1.01
M3 50 50 1.110 0.971
M4 25 75 0.69 0.459
Figure 4 Variation in split tensile strength for 7 Days
Figure 5 Variation in split tensile strength for 28 Days

8. N. Durga Prasad and Y. Himath Kumar
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6.3. FLEXURALSTRENGTH
The beams (specimens) of size 100mm × 100mm × 500 mm were used and are prepared for each mix.
After 1 day, the specimens were demolded and cured for 7 & 28 days. The flexural strength reported is
the average of three results obtained from three identical beams. The results are tabulated and graphed
in Table 8, 9 and Figure 6, 7
Table 8 Split tensile strength for different ages of geopolymer concrete.
MIX ID GGBS (%) FLY ASH (%)
FLEXURAL STRENGTH
(Mpa) 7 DAYS
10M 12M
M1 100 0 3.33 3.13
M2 75 25 2.25 2.16
M3 50 50 1.85 1.45
M4 25 75 0.479 0.209
Table 9 Split tensile strength for different ages of geopolymer concrete.
Figure 6 Variation in flexural strength for 7 Days.
MIX ID GGBS (%) FLY ASH
(%)
FLEXURAL STRENGTH
(Mpa) 28 DAYS
10M 12M
M1 100 4.76 5.79
M2 75 25 2.44 2.89
M3 50 50 1.96 2.09
M4 25 75 0.583 0.791

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Figure 7 Variation in flexural strength for 28 Days.
7. CONCLUSION
• The Compressive strength variation at the age of 7 days for 10M and 12M is 9.6%, 11.5%, 23.8%, 21.2%
and for 28 days is 11.2%, 13%, 6.5%, 33.25%.
• The split tensile strength variation at the age of 7 days for 10M and 12M is 12.83%, 3.5%, 20.72%, 60.5%
and for 28 days is 39%, 21.7%, 12.5%, 33.4%.
• The flexural strength variation at the age of 7 days for 10M and 12M is 6%, 4%, 21.6%, 56.36% and for
28 days is 17.78%, 15.57%, 6.22%, 26.295%.
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