experimental intensification of gepolymer concrete with m sand

1. 1
CHAPTER 1
INTRODUCTION
1.1 GENERAL
Ordinary Portland Cement (OPC) becomes an important material in the production of
concrete which act as its binder to bind all the aggregates together. However, the utilization
of cement causes pollution to the environment and reduction of raw material (limestone). The
manufacturing of OPC requires the burning of large quantities of fuel and decomposition of
limestone, resulting in significant emissions of carbon dioxide. Geopolymer concrete had
been introduced to reduce the above problem. In1978, J. Davidovits initiated inorganic
polymeric material that can be used to react with another source material to form a binder.
The application of this binder is recently being focused to replace Ordinary Portland Cement
(OPC) portion in concrete. The environmental issues resulted from OPC production has
taken the progress of polymer researches further nowadays. The encouragement to produce
the eco-friendly concrete can be achieved by limiting the utilization of raw materials and
decreasing the rate of pollutant from respective OPC production, and reducing the cement
portion in concrete. Employment of waste material like fly ash, rice husk ash, and other
cement replacement material (CRM) can only replace cement portion until certain
percentage. Geopolymer, named after the reaction between polymer and geological origin
source material, is proposed to replace all cement portions in concrete as the main binder.
The main constituents of geopolymer are alkaline liquid and source material. Alkaline liquid
is usually a combination of potassium hydroxide or potassium hydroxide with potassium
silicate or potassium silicate. The addition of Potassium silicate solution to Potassium
hydroxide solution will enhance the reaction rate between alkaline liquid and source material.
Source materials used in this research are combination of fly ash. These materials have
specification for calcium content, which is low in calcium. High calcium content in source
material is not recommended since it can obstruct the polymerization process
Experimental set up on geopolymer concrete has been conducted by several researchers.
However the curing method has developed into some limitations to the geopolymer concrete
applications. Heat requirement in the curing process can only be supplied by electrical

2. 2
instruments; hence geopolymer concrete currently can only be applied in precast concrete
industry. Therefore this research is focused in the curing method to obtain geopolymer
concrete that suitable with cast in-situ application. The primary difference between
geopolymer concrete and Portland cement concrete is the binder. The silicon and aluminium
oxides in the low-calcium fly ash reacts with the alkaline liquid to form the geopolymer paste
that binds the loose coarse aggregates, fine aggregates, and other un-reacted materials
together to form the geopolymer concrete. As in the case of Portland cement concrete, the
coarse and fine aggregates occupy about 75 to 80% of the mass of geopolymer concrete. The
influence of aggregates such as grading, angularity and strength are considered to be the
same as in the case of Portland cement concrete [Lloyd and Rangan, 2009]. Therefore, this
component of geopolymer concrete mixtures can be designed using the tools currently
available for Portland cement concrete.
1.2 OBJECTIVE:
 To study and optimize the mix designs of fly ash-based GPC.
 To evaluate the compressive strength of GPC mixture with Fly ash
1.3 NEED OF THE PROJECT
 Effective utilization of industrial waste product like fly ash.
 More paste volume and lesser bleeding and segregation of concrete mix
during placing and compaction leads to better finishing and texturing.
 Waste Fly Ash from Thermal Industry + Waste water from Chemical
Refineries = Geo polymer concrete.
 To develop an eco-friendly alternative binding material.
1.4 SCOPE OF THE PROJECT:
 Fly ash is the waste material which is obtained from thermal power plants are
used as a useful material in this project
 The fully replacement of cement will shows there was no chance for the
emission of CO2. (Pollution free concrete)

3. 3
1.5 ENVIRONMENTAL IMPACT
1.5.1 ENVIRONMENTAL AND SOCIAL IMPACTS OF CEMENT
INDUSTRIES
Cement manufacture causes environmental impacts at all stages of the process. These
include emissions of airborne pollution in the form of dust, gases, noise and vibration when
operating machinery and during blasting in quarries and damage to countryside from
quarrying. Equipment to reduce dust emissions during quarrying and manufacture of cement
is widely used and equipment to trap and separate exhaust gases are coming into increased
use. Environmental protection also includes the re-integration of quarries into the countryside
after returning them to nature or re-cultivating them has closed them down
1.5.2 CLIMATE
Cement manufacture contributes greenhouse gases both, directly through the
production of carbon dioxide when calcium carbonate is heated, producing lime and carbon
dioxide and indirectly through the use of energy, particularly if the energy is sourced from
fossil fuels. The cement industry produces about 5% of global man-made CO2 emissions, of
which 50% is from the chemical process, and 40% from burning fuel. The amount of CO2
emitted by the cement industry is nearly 900 kg of CO2 for every 1000 kg of cement
produced.
Newly developed cement types from Novacem and Eco-cement can absorb carbon dioxide
from ambient air during hardening.
1.5.3 FUELS AND RAW MATERIALS
A cement plant consumes 3–6GJ of fuel per tones of clinker produced, depending on
the raw materials and the process used. Most cement kilns today use coal and petroleum coke
as primary fuels and, to a lesser extent, natural gas and fuel oil. Selected waste and by-
products with recoverable calorific value can be used as fuels in a cement kiln, replacing a
portion of conventional fossil fuels, like coal, if they meet strict specifications. Selected
waste and by-products containing useful minerals such as calcium, silica, alumina and iron
can be used as raw materials in the kiln, replacing raw materials such as clay, shale and
limestone. Because some materials have both useful mineral content and recoverable

4. 4
calorific value, the distinction between alternative fuels and raw materials is not always clear.
For example, sewage sludge has a low but significant calorific value and burns to give ash-
containing minerals useful in the clinker matrix.
1.5.4 LOCAL IMPACTS
Producing cement has significant positive and negative impacts at a local level. On
the positive side, the cement industry may create employment and business opportunities for
local people, particularly in remote locations in developing countries where there are few
other opportunities for economic development. Negative impacts include disturbance to the
landscape, dust and noise and disruption to local biodiversity from quarrying limestone (the
raw material for cement).
1.6 IMPACT OF SAND MINING
For thousands of years, sand and gravel have been used in the construction of roads
and buildings. Today, demand for sand and gravel continues to increase. Mining operators, in
conjunction with cognizant resource agencies, must work to ensure that sand mining is
conducted in a responsible manner.
Excessive in stream sand-and-gravel mining causes the degradation of rivers. In stream
mining lowers the stream bottom, which may lead to bank erosion. Depletion of sand in the
streambed and along coastal areas causes the deepening of rivers and estuaries, and the
enlargement of river mouths and coastal inlets. It may also lead to saline-water intrusion
from the nearby sea. The effect of mining is compounded by the effect of sea level rise. Any
volume of sand exported from streambeds and coastal areas is a loss to the system.
Excessive in stream sand mining is a threat to bridges, river banks and nearby structures.
Sand mining also affects the adjoining groundwater system and the uses that local people
make of the river.
In stream sand mining results in the destruction of aquatic and riparian habitat through large
changes in the channel morphology. Impacts include bed degradation, bed coarsening,
lowered water tables near the streambed, and channel instability. These physical impacts

5. 5
cause degradation of riparian and aquatic biota and may lead to the undermining of bridges
and other structures. Continued extraction may also cause the entire streambed to degrade to
the depth of excavation.
Sand mining generates extra vehicle traffic, which negatively impairs the environment.
Where access roads cross riparian areas, the local environment may be impacted.
1.6.1 GROUNDWATER
Apart from threatening bridges, sand mining transforms the riverbeds into large and
deep pits; as a result, the groundwater table drops leaving the drinking water wells on the
embankments of these rivers dry. Bed degradation from in stream mining lowers the
elevation of stream flow and the floodplain water table which in turn can eliminate water
table-dependent woody vegetation in riparian areas, and decrease wetted periods in riparian
wetlands. For locations close to the sea, saline water may intrude into the fresh water body.
1.6.2 WATER QUALITY
In stream sand mining activities will have an impact upon the river's water quality.
Impacts include increased short-term turbidity at the mining site due to resuspension of
sediment, sedimentation due to stockpiling and dumping of excess mining materials and
organic particulate matter, and oil spills or leakage from excavation machinery and
transportation vehicles.
Increased riverbed and bank erosion increases suspended solids in the water at the excavation
site and downstream. Suspended solids may adversely affect water users and aquatic
ecosystems. The impact is particularly significant if water users downstream of the site are
abstracting water for domestic use. Suspended solids can significantly increase water
treatment costs

6. 6
1.6.3 SUMMARY
Impacts of sand mining can be broadly classified into three categories:
 PHYSICAL
The large-scale extraction of streambed materials, mining and dredging below
the existing streambed, and the alteration of channel-bed form and shape leads to
several impacts such as erosion of channel bed and banks, increase in channel slope,
and change in channel morphology. These impacts may cause: (1) the undercutting
and collapse of river banks, (2) the loss of adjacent land and/or structures, (3)
upstream erosion as a result of an increase in channel slope and changes in flow
velocity, and (4) downstream erosion due to increased carrying capacity of the
stream, downstream changes in patterns of deposition, and changes in channel bed
and habitat type.
 WATER QUALITY
Mining and dredging activities, poorly planned stockpiling and uncontrolled
dumping of overburden, and chemical/fuel spills will cause reduced water quality for
downstream users, increased cost for downstream water treatment plants and
poisoning of aquatic life.
 ECOLOGICAL
Mining which leads to the removal of channel substrate, resuspension
of streambed sediment, clearance of vegetation, and stockpiling on the
streambed, will have ecological impacts. These impacts may have an effect on
the direct loss of stream reserve habitat, disturbances of species attached to
streambed deposits, reduced light penetration, reduced primary production,
and reduced feeding opportunities.

7. 7
1.6.4 WHY MANUFACTURED SAND IS USED?
Manufactured sand is an alternative for river sand. Due to fast growing construction
industry, the demand for sand has increased tremendously, causing deficiency of suitable
river sand in most part of the word. Due to the depletion of good quality river sand for the
use of construction, the use of manufactured sand has been increased. Another reason for use
of M-Sand is its availability and transportation cost. Since this sand can be crushed from hard
granite rocks, it can be readily available at the nearby place, reducing the cost of
transportation from far-off river sand bed.
Thus, the cost of construction can be controlled by the use of manufactured sand as an
alternative material for construction. The other advantage of using M-Sand is, it can be dust
free, the sizes of m-sand can be controlled easily so that it meets the required grading for the
given construction.
1.6.5 ADVANTAGES OF MANUFACTURED SAND (M-SAND) ARE:
 It is well graded in the required proportion.
 It does not contain organic and soluble compound that affects the setting time and properties
of cement, thus the required strength of concrete can be maintained.
 It does not have the presence of impurities such as clay, dust and silt coatings, increase water
requirement as in the case of river sand which impair bond between cement paste and
aggregate. Thus, increased quality and durability of concrete.
 M-Sand is obtained from specific hard rock (granite) using the state-of-the-art International
technology, thus the required property of sand is obtained.
 M-Sand is cubical in shape and is manufactured using technology like High Carbon steel hit
rock and then ROCK ON ROCK process which is synonymous to that of natural process
undergoing in river sand information

8. 8
CHAPTER – 2
LITERATURE REVIEW
1.B. VijayaRangan, Australia (2014)
Recycling is turning a by-product source material to a low-cost usable material. On the other hand,
the term up cycling refers to a process of using a low-cost by-product source material (such as low-
calcium fly ash) to produce a material (geopolymer concrete) that is of higher value than the source
material. Extensive studies have been conducted on fly ash-based geopolymer concrete; the results
of these studies have been reported in the literature. This paper focuses on some recent
applications of geopolymer concrete in the precast construction. Geopolymer concrete offers
environmental protection by means of up cycling low-calcium fly ash and blast furnace slag,
waste/by-products from the industries, into a high-value construction material needed for
infrastructure developments. The paper presented information on fly ash-based geopolymer
concrete. Geopolymer concrete has excellent compressive strength and is suitable for structural
applications. The salient factors that influence the properties of the fresh concrete and the
hardened concrete, and guidelines for the design of mixture proportions are available.The elastic
properties of hardened geopolymer concrete and the behavior and strength of reinforced
geopolymer concrete structural members are similar to those observed in the case of Portland
cement concrete. Therefore, the design provisions contained in the current standards and codes can
be used to design reinforced geopolymer concrete structural members. Heat-cured low-calcium fly
ash-based geopolymer concrete also shows excellent resistance to sulfate attack and fire, good acid
resistance, undergoes low creep, and suffers very little drying shrinkage. Some applications of
geopolymer concrete are given. The paper has identified several economic benefits of using
geopolymer concrete. Furthermore, the low drying shrinkage, the low creep, the excellent
resistance to sulfate attack, good acid resistance, and excellent fire resistance offered by
geopolymer concrete may yield additional economic benefits when it is utilized in infrastructure
applications.

9. 9
2.Nguyen Van chanh (2008), Rangan (2003).
Geo-polymer concrete utilizes an alternate material called fly ash as binding material instead
of cement. Fly ash reacts with alkaline solution (e.g. NaOH) and Potassium silicate
(Na2SiO3) to form a gel which binds the fine and coarse aggregates. Another Artificial
material called as Manufactured sand (M-sand) is also used as the fine aggregate against the
normal river sand in varying proportion. In this paper the strength parameters for Geo-
polymer concrete with varying proportion of manufactured sand was tested and analyzed.
The strength of ordinary Geo-polymer concrete is compared with Geo-polymer concrete with
varying proportion of M-sand and found the strength of Geo-polymer concrete with M-sand
is high. Hence, pollution free Geo-polymer concrete with M-sand can be an alternative to
ordinary Portland cement concrete. Geo-polymer has been a subject of research which helped
me in understanding the enhanced properties of this concrete. The compressive strength and
the workability of geo-polymer concrete are influenced by the proportions and properties of
the constituent materials that make geo-polymer concrete. Higher concentration (in terms of
molar) of potassium hydroxide solution results in higher compressive strength of geo-
polymer concrete and will make good bonding between aggregate and paste of the concrete.
Higher the ratio of potassium silicate solution-to-potassium hydroxide solution ratio by mass,
higher is the compressive strength of geo-polymer concrete. The slump value of the fresh
geo-polymer concrete increases when the water of the mixture increases. The curing
temperature in the range of 60°C TO 90°C increases, the compressive strength of fly-ash
based geo-polymer concrete also increases. Longer curing time, in the rage of 24 to 72 hours,
produces higher compressive strength of fly-ash based geo-polymer concrete .The fresh fly-
ash-based geo-polymer concrete increases with increase of extra water added to the mixture.
The compressive strength of heat- cured fly-ash-based geo-polymer concrete does not depend
on age. Geo-polymer concrete has excellent properties within both acid and salt environment.
The test results of compressive strength shows that there is 9% increase in strength when
manufactured sand is fully replaced by river sand. The test results of tensile strength shows
that there is 12% increase in strength when manufactured sand is fully replaced by river sand.
The test results of flexural strength shows that there is 10% increase in strength when
manufactured sand is fully replaced by river sand.

10. 10
3.M.I. Abdul Aleem and P.D. Arumai Raj (2013)
Geopolymer concrete is the concrete made without using any quantity of cement.
Instead the waste material from the thermal power station called Fly Ash is used as the
binding material. This fly ash reacts with alkaline solution like Potassium Hydroxide (NaOH)
and Potassium Silicate (Na2SiO3) and forms a gel which binds the fine and coarse
aggregates. Similarly another Artificial material called Manufactured Sand (M-Sand) is also
used as the fine aggregate against the normal river sand. Concrete cubes of size 100 x 100 x
100 mm, Cylinder specimen of size 150 mm diameter and 300 mm height and Prism
specimen of size 100 x100 x 400 mm were prepared for both the Geopolymer Concrete with
M-sand and conventional ordinary Portland cement concrete, for the same mix. The Cube
compressive strength, Split Tensile Strength, Cylinder Compression and Prism Beam Flexure
Tests were found out at 7, 14,21and 28 days. The strength of Geopolymer Concrete is
compared with normal cement concrete and found the strength of Geopolymer concrete with
M-sand is high. Hence, pollution free Geopolymer concrete with M-sand can be an
alternative to ordinary Portland cement concrete. Construction is one of the fast growing
fields worldwide. Concrete is the world’s most versatile, durable and reliable construction
material. Next to water, concrete is the most used material, which required large quantities of
Portland cement. As per the present world statistics, every year around 260,00,00,000 Tons
of Cement is required. This quantity will be increased by 25% within a span of another 10
years. Ordinary Portland cement production is the second only to the automobile as the major
generator of carbon di oxide, which polluted the atmosphere. In addition to that large amount
energy was also consumed for the cement production. Hence, it is inevitable to find an
alternative material to the existing most expensive, most resource consuming Portland
cement. The name, Geopolymer cement was first coined by Davidovits (1994). It represents a
broad range of materials characterized by networks of inorganic molecule. Geopolymer
cement is a product resulting from fly ash with alkaline solution containing potassium
hydroxide and potassium silicate. The schematic formation of geopolymer cement is
described by equations (A) and (B). Geopolymer concrete consists of geopolymer cement,
fine aggregate and coarse aggregate. It does not require any water for matrix bonding. The
polymerization process involves a substantially fast chemical reaction under alkaline

11. 11
condition on Si-Al minerals as reported by Davidovits (1994), Anuar and et al. (2011) and
Raijiwala and Patil (2011). In this study manufactured sand (M-sand) is used as fine
aggregate.
4.N A Lloyd, B V Rangan (2010)
Coarse aggregates with nominal sizes of 7mm, 10mm and 20mm granite and dolerite,
were sourced from two local quarries. The aggregates had a particle density of 2.6
tones/cubic meter for the granite and 2.63 tones/cubic meter for the dolerite. The dolerite
aggregate was used in one series of trial mixtures to assess the impact of aggregate type on
workability and strength gain of the geopolymer concrete. Fine sand was sourced from a
local supplier. The sand has a low clay content (less than 4%) and fineness modulus of 1.99.
Previous geopolymer research had been performed with aggregates being prepared to surface
saturated dry (SSD) condition, a state of aggregate saturation in which the aggregate will not
absorb any further moisture but no surface water is present (Australian Standards AS 1141.5-
2000 and AS 1141.6- 2000). In geopolymer concrete the necessity for SSD was due to
eliminate the absorption of the alkaline solution by the aggregates thus reducing the
polymerization of the fly ash. Conversely the presence of excessive water may compromise
the compressive strength of the geopolymer concrete. The preparation of aggregate to surface
saturated dry condition is achieved by soaking the aggregate in water for 24 hours, draining,
and air drying on trays to remove surface moisture. Preparation of significant quantities of
aggregate is time consuming (4 to 7 days) and inconsistent with commercial production
techniques. The actual moisture content of aggregates prepared to SSD condition was tested
with the view to replacing SSD aggregates with aggregates sourced from stock piles with
variable moisture contents. The results of moisture content determination on aggregates
prepared to surface saturated dry condition. The total quantity of free water was adjusted in
the mixture by the addition or reduction of added water to the mixture; in winter when the
aggregate stockpiles were typically saturated, the aggregates were left to dry in the laboratory
for up to three days prior to casting. This technique was used for most of the mixtures
described in this paper, unless otherwise noted. The test results of compressive strength

12. 12
shows that is increase in strength when manufactured sand is fully replaced by river sand
compared with the normal concrete.
5.Kushal Ghosh and Dr. Partha Ghosh (2012)
The study on effect of geopolymer synthesizing parameters revealed that the
development of setting time and workability as well as microstructure depended basically on
alkali content , silica content and water to binder ratio . Strong alkali solutions are needed to
dissolve fly ash during the process of geopolymerisation. Water plays important role during
dissolution, polycondensation and hardening stages of geopolymerisation. The water content
should be adjusted to the minimum level considering desired workability of the geopolymer
mix. Geopolymers is an inorganic polymeric materials formed by activating silica-aluminum
rich minerals with alkaline or alkaline-silicate solution at ambient or higher temperature
level. Potential applications includes: fire resistant materials, thermal insulating material, low
energy tiles, waste containment, paver blocks etc. Geopolymerisation is a very complex
multiphase exothermic process, involving a series of dissolution-reorientation-solidification
reaction analogous to zeolite synthesis. High alkaline solutions are used to induce the silicon
and aluminium atoms in the source material to dissolve, forming three dimensional
polymeric structure consisting of -Si-O-Al-O- bonds, represented as follows Mn [-(SiO2) z–
AlO2] n . wH2O Where: M = the alkaline element or cation such as potassium, potassium or
calcium; the symbol – indicates the presence of a bond, n is the degree of polycondensation
or polymerisation; z is 1, 2, 3, or higher. The exact reaction mechanism which explains the
setting and hardening of geopolymers is not yet quite understood, although it is thought to be
dependent on the aluminosilicate base material as well as on the composition of alkaline
activator. Optimization of such a complex system requires systematic study of a number of
synthesizing parameters as well as of their interactions. Secondly, fly ash from different
sources show different level of reactivity under specific geopolymer synthesis conditions and
consequently affects the final properties. Hence , for manufacturing high performance
geopolymer binder from fly ash, it is necessary to understand the effects of a various
synthesis parameters and their relationship . The Geopolymer mix composition is normally
controlled by adjusting alkali and silicate content of activating solution. The SiO2/Al2O3

13. 13
molar ratio is an extremely important parameter which has major influence on setting time
and workability which in turn affects physical and mechanical properties as well as on its
microstructure. The properties of fly ash based geopolymer state depends on chemical
composition and quantity of fly ash as well as activator solution. It may be noted here that,
percentage of Na2O (by weight of fly ash) and SiO2/Na2O ratio of the mix significantly
affect workability and setting time of geopolymer. The workability of the mix depends on its
viscosity. The viscosity of gel increases with time due to geopolymerisation process. A study
on loss of flow with time is necessary to determine handling time of geopolymer mix.
Moreover, these studies are important for locally available fly ash for wide applications in
the industry.
6.Janani R, Revathi A (2015)
Geo-polymer concrete utilizes an alternate material called fly ash as binding material
instead of cement. Fly ash reacts with Potassium hydroxide (KOH) and potassium silicate
(K2Sio3) to form a gel which binds the fine and coarse aggregates. Another Artificial material
called as Manufactured sand (M-sand) is also used as the fine aggregate against the normal
river sand. In this paper the strength parameters for Geo-polymer concrete with different
molarities of alkaline solution was tested and analyzed. Their workability was enhanced by
the addition of super plasticizer which also reveals the liquid demand is lower for
geopolymer concrete. Hence, pollution free Geo-polymer concrete with M-sand can be an
alternative to ordinary Portland cement concrete. In this paper, strength properties of geo-
polymer concrete were studied, 5 different mixes were prepared by replacing river sand by
manufactured with the different molarities as shown in table 4. 70mm X 70mm X 70mm
cubes were casted and ovens dried for 24 hours at 70°c and find the compressive strength.
The manufactured sand is used to replace for river sand. And the Potassium Hydroxide is
varied with the different molarities of 8M, 10M, 12M, 14M, 16M and tested. Concrete is one
of the most widely used materials in the world. Ordinary Portland cement (OPC) is
conventionally used as the primary binder to produce concrete. The amount of the carbon
dioxide(CO2) released during the manufacture of OPC due to the calcinations of limestone
and combustion of fossil fuel is in the order of one ton for every ton of OPC produced. On

14. 14
the other hand, the abundant availability of fly ash worldwide creates opportunity to utilize
this by-product of burning coal, as a substitute for OPC to manufacture concrete. Low
calcium fly ash based Geo-polymer is used as the binder, instead of Portland or other
hydraulic cement paste , to produce concrete .The fly ash based Geo-polymer paste binds the
loose coarse aggregates, fine aggregates and other un-reacted materials together to form the
Geo-polymer concrete, with or without the presence of admixtures. The silicon and the
aluminum in the fly ash reacted with an alkaline liquid that is a combination of Potassium
silicate and Potassium hydroxide solutions to form the Geopolymer paste that binds the
aggregates and other un-reacted materials. With the world wide decline in the availability of
construction sands along with the environmental pressures to reduce extraction of sand from
rivers, the use of manufactured sand as a replacement is increasing. There is a need for “clean
sand‟ in the construction from the point of view of durability of structures. As the demand
for natural river sand is exceeding the availability, it has resulted in fast diminution of natural
sand sources. Hence, river sand is replaced by manufactured sand to overcome the demand.

15. 15
CHAPTER-3
METHODOLOGY
A total 30 cubes with the same dimensions (70 mm × 70 mm × 70 mm) were casted with
five different molarities. (8M,10M,12M,14M,16M)
LITERATURE REVIEW
MATERIAL USED
MATERIAL TEST
MIX DESIGN
CASTING OF SPECIMEN
CURING OF SPECIMEN
TESTING OF SPECIMEN
RESULT AND DISCUSSION
LITERATURE REVIEW
CONCLUSION
SOLUTION PREPARATION

16. 16
CHAPTER-4
4. MATERIAL USED AND TEST RESULT
4.1 CEMENT
Cement is a binding material in concrete. The availability of many type of cements
to cater to the need of the construction industries for specific purposes. In this project used
Ordinary Portland cement 53 grade. 53 grade when tested after 28 days curing period the
compressive strength is 53 N/mm2
4.1.1 INITIAL SETTING TIME TEST
The mould and the nonporous plate washed, cleaned and dried300 g of the given
sample of cement is kept on the nonporous plate .The volume of water equal to 0.85 times
the percentage of water required for standard consistency is add very carefully to the dry
cement and mixing thoroughly to form a need composite paste. The mixing is completed
with in 3 to 5 minutes from the moment adding to the cement time is taken is noted by
using a stop watch. The vicar mould is placed on the non-porous plate and is filled with
prepared cement paste. with a trowel the surface is smoothened in level with mould. By
shaking the mould slightly, any air from the sample is expelled. The non-porous plate and
the mould are placed under the needle. The needle is generally is lowered to touch the
surface of the paste and then the indicator is adjusted The needle is released and penetrating
into the paste. The moving rod is raised clear off the cement paste and is wiped clean. The
procedure of releasing the needle is repeated at every 30 second until the reading of the
index scale showed 5+0.5mm from the bottom of the mould. As per is code the initial
setting time of ordinary cement is should between 30 to 40 minutes, hence this cement can
be used for test.
4.1.2 FINAL SETTING TIME TEST
The mould and the nonporous plate washed, cleaned and dried.300 g of the given
sample of cement is kept on the nonporous plate. The volume of water equal to 0.85 times
the percentage of water required for standard consistency is added very carefully to the dry

17. 17
cement and mixing thoroughly to from a need composite paste. The mixing is completed
with in 3 to 5 minutes from the moment adding to the cement, time taken is noted by using
a stop watch. The vicat mould is placed on the non-porous plate and is filled with prepared
cement paste. With a trowel, the surface is smoothened in level with the mould .By shaking
the mould slightly, any air from the sample is expelled. The non-porous plate and the
mould are placed under the needle. The needle is gently lowered to touch the surface of the
paste and then the indictor is adjusted .The needle is released and penetrating into the paste.
The moving rod is raised clear off the cement paste and is wiped clean. The procedure of
releasing the needle is repeated at every 30 minutes until impression is not found.
As per IS code final setting time of ordinary cement should not be more than 5 hours, hence
this cement can be used for test.
4.1.3 FINENESS TEST ON CEMENT
Air set lumps if any in the cement sample are removed with fingers. About 100 g of
cement is weighed (w1) accurately. It is sieved in I.S sieve no 90µ continuously for 15 mins
in a sieve shaker. After every five mins of sieving the underside of the sieve is lightly
brushed with a bristle brush. The residue left after 15 mins of sieving is weighed (w2).The
experiment is repeated thrice for the same cement and the average percentage weight of
residue is calculated. It is less then the permissible value of 10% hence the cement can be
used.
Percentage wt of residue =
𝑤2
𝑤1
× 100
4.1.4 SPECIFIC GRAVITY OF CEMENT
Specific gravity is normally defined as the ratio between the weight of a given volume
of material and weight of equal volume of water. To determine the specific gravity of
cement , kerosene which doesn’t react with cement. Dry the flask carefully and fill with
kerosene or naphtha to a point on the stem between zero and 1 ml. record the level of the
liquid in the flask as initial reading. Put a weighted quantity of cement (60 gram ) into the

18. 18
flask so that level of kerosene rise to about 22 ml mark, care being taken to avoid splashing
and to see that cement does not adhere to the sides of the above of the liquid. After putting
all the cement to the flask, roll the flask gently in an inclined position to expel air until no
further air bubbles rises to the surface of the liquid. Note down the new liquid level as final
reading.
Specific gravity of cement =
𝑤𝑒𝑖𝑔ℎ𝑡 𝑜𝑓 𝑐𝑒𝑚𝑒𝑛𝑡
𝑤𝑒𝑖𝑔ℎ𝑡 𝑜𝑓 𝑒𝑞𝑢𝑎𝑙 𝑣𝑜𝑙𝑢𝑚𝑒 𝑜𝑓 𝑤𝑎𝑡𝑒𝑟
4.1.5 TEST RESULT OF CEMENT
53 grade OPC cement was used throughout the investigation. The various physical
properties of cement were determined in accordance with BIS specification and results
Table.1.Test result of cement
Test Results
Initial setting time test 40 minutes
Final setting time 5 hours
Fineness test 1% retained
Specific gravity 3.15
4.2 FINE AGGREGATE
The materials which passed through I.S sieve of 4.75 mm is termed as fine
aggregates. Fine Aggregate constitute the bulk strength of the total voids of concrete.

19. 19
4.2.1 FINENESSMODULUS TEST ON FINE AGGREGATE
Take the sieve and plate them one below the other in order of their size.Take 1kg
(1000g) of fine aggregate from the air dried sample in the pan. Place the weighted sample
in to the top most sieve and cover it with a lid provided. Keep the set of sieves with the
samples on the sieve shaker and start the motor to shake the sieves. Allow the shaker to
shake the sieves for ten minutes and then stop the motor. Find out the weight of the residue
on each sieve. Take soft brush for brushing under side of the sieve may be used to clean the
sieve opening. Tabulated the values in order and find out the cumulative weight retained
and percentage passing in each sieve. the fineness modulus of the fine aggregate.
Fineness modulus of fine aggregate =
𝒕𝒐𝒕𝒂𝒍 𝒄𝒖𝒎𝒖𝒍𝒂𝒕𝒊𝒗𝒆 𝒊𝒔 𝒓𝒆𝒕𝒂𝒊𝒏𝒆𝒅
𝟏𝟎𝟎
4.2.2 SPECIFIC GRAVITY OF FINE AGGREGATE
Take a clean dry pycnometer with it’s cap and weight it (w) g. Take about 200g dry sand
in the pycnometer and find the weight of pycnometer with sand (w)g. Pour water in
pycnometer an find weight of pycnometer with sand and water (w)g. Fill the pycnometer
and clean it thoroughly. Then fill it with water up the hole of the conical cap and weight it
(w) g.
Specific gravity of sand =
𝒘𝒆𝒊𝒈𝒉𝒕 𝒐𝒇𝒔𝒂𝒏𝒅
𝒕𝒐𝒕𝒂𝒍𝒒𝒖𝒒𝒏𝒕𝒊𝒕𝒚 𝒐𝒇 𝒘𝒂𝒕𝒆𝒓
4.2.3 TEST RESULT OF FINE AGGREGATE
Good quality of river sand was used as a fine aggregate
Ref. code; IS: 383 & 2386
Result of tests on fine aggregate: (sand)

20. 20
Table.2.Test result of fine aggregate
Description Results
Fineness modulus 3.50
Zone II
Water absorption 1.5%
Specific gravity 2.74gm/cc
4.3 M – SAND
Manufactured sand is a substitute of river for construction purposes sand produced
from hard granite stone by crushing. The crushed sand is of cubical shape with grounded
edges, washed and graded to as a construction material. The size of manufactured sand
(M-Sand) is less than 4.75 mm
Fig 1 M-Sand

21. 21
4.3.1 TEST RESULT OF MANUFACTURED SAND
Good quality of M Sand used as a fine aggregate
Result of tests on fine aggregate: (M sand)
Table.3.Test result of m sand
Description Results
Fineness modulus 2.7
Zone II
Water absorption 1.5%
Specific gravity 2.8gm/cc
4.4 TEST ON COARSE AGGREGATE
Aggregates are the important constituents in concrete .they give body to the
concrete, reduce shrinkage and effect economy. The mere fact that the aggregates occupy
70-80 percent of the volume of concrete. All natural aggregate materials originate from bed
rocks.
4.4.1 FINENESS MODULUS OF COARSE AGGREGATE
Take the sieve and plate them one below the other in order of their size. Take 1kg
(1000g) of coarse aggregate from the air dried sample in the pan. Place the weighted
sample in to the top most sieves and cover it with a lid provided. Keep the set of sieves
with the samples on the sieve shaker and start the motor to shake the sieves. Allow the
shaker to shake the sieves for ten minutes and then stop the motor. Find out the weight of
the residue on each sieve. Take soft brush for brushing under side of the sieve may be used
to clean the sieve opening. Tabulated the values in order and find out the cumulative
weight retained and percentage passing in each sieve. Estimate the fineness modulus of the
coarse aggregate.

22. 22
Fineness modulus of fine aggregate =
𝒕𝒐𝒕𝒂𝒍 𝒄𝒖𝒎𝒖𝒍𝒂𝒕𝒊𝒗𝒆 𝒓𝒆𝒕𝒂𝒊𝒏𝒆𝒅
𝟏𝟎𝟎
4.4.2 SPECIFIC GRAVITY OF COARSE AGGREGATE
Take a clean dry pycnometer with it’s cap and weight it (w) g. Take about 200 g dry
sand in the pycnometer and find the weight of pycnometer with sand (w) g. Pour water in
pycnometer an find weight of pycnometer with sand and water (w) g. Fill the pycnometer
and clean it thoroughly. Then fill it with water up the hole of the conical cap and weight it
(w) g.
4.4.3 WATER ABSORPTION TEST ON COARSE AGGREGATE
Take about 200 gm of coarse aggregate passing through 20 mm sieve and dry it an oven
at a temperature of 1050
c to 115c for 24 hours. The coarse aggregate is cooled to room
temperature and its weight w1 is determined. The completely dried coarse aggregate is
immersed in clean water at a temperature of (27+2) C for 24 hours. The coarse aggregate is
removed and wiped out of any traces of water with a damp cloth and weighed (w2) with in
3 mins. The above procedure is repeated on fresh coarse aggregate and all observations are
tabulated and the average percentage water absorption is worked out.
Percentage of water absorption =
𝒘𝟐−𝒘𝟏
𝒘𝟏
× 𝟏𝟎𝟎
4.4.4 TEST RESULT OF COARSE AGGREGATE
Table.4. Test result of coarse aggregate
Tests Results
Impact value 10.70
Crushing value 13.90
Water absorption 2.10
Specific gravity 2.74

23. 23
4.5 FLY-ASH
Fly ash consists of finely divided ashes produced by pulverized coal in thermal power
stations. The chemical composition depends on the mineral composition of the coal gangue
(the inorganic part of the coal). silica usually varies from 40 to 60% and alumina from 20 to
30%. The iron content varies quite widely. Alkalis are present in an appreciable amount and
potassium prevails over potassium. The biggest reason to use fly ash in concrete is increased
life cycle expectancy and increase in durability associated with its use. During the hydration
process, fly ash chemically reacts with the calcium hydroxide forming calcium silicate
hydroxide and calcium aluminates, reduces the risk of leaching calcium hydroxide and
concrete’s permeability. Fly ash also improves the permeability of concrete by lowering the
water-cement ratio which reduces the volume of capillary pores remaining in the mass. The
spherical of fly ash improves the consolidation of concrete which also reduces the
permeability. The fly ash was obtained from Thermal Power Station Tamilnadu, India. The
reaction of fly ash with an aqueous solution containing potassium Hydroxide and Potassium
Silicate in their mass ratio results in a material with three dimensional polymeric chain and
ring structure consisting of Si-O-Al-O bonds. The specific gravity, fineness modulus, specific
surface area and density of fly ash are 2.82, 1.375, 310 m2/kg and 1.4 kg/m3 respectively.
Fig 2 Fly ash

24. 24
Table 5 Chemical Composition Of Fly Ash
S.NO. CHARACTERISTICS RESULTS
1
Silicate-di-oxide (as SiO2) plus Aluminium-di-Oxide
(Al2O3) plus Iron Oxide (as Fe2O3), % by mass
95.95
2
Silica-di-Oxide (as SiO2), by mass 59.71
3
Magnesium Oxide (as MgO), % by mass 1.06
4
Total Sulphur as Sulphur tri Oxide (SO3),% by mass NIL
5
Available Alkalis as Potassium oxide (Na2O), % by mass 0.63
6
Loss on Ignition, % by mass 0.71
7
Moisture content, % by mass 0.32
8
Calcium oxide as CaO 0.50

25. 25
CHEMICAL COMPOSITIONS OF FLY ASH
Table 6 preliminary investigation of materials
S.NO CONTENTS
OBSERVED
VALUES
1 Specific gravity of fine aggregate 2.36
2 Specific gravity of coarse aggregate 2.96
3 Specific gravity of fly ash 2.4
4 Fineness modulus of fine aggregate 2.8
5 Fineness modulus of coarse aggregate 3.9
6 Water absorption of fine aggregate 1%
7 Water absorption of coarse aggregate 0.5%

26. 26
4.6 ALKALINE LIQUID
The alkaline liquid used was a combination of potassium silicate solution and potassium
Hydroxide solution. The potassium silicate solution (K2O=13.7%, SiO2=29.4%, and
water=55.9% by mass) was purchased from a local supplier in bulk. The potassium
hydroxide (KOH) in flakes or pellets from with 97%-98%purity was also purchased from a
local supplier in bulk. The KOH solids were dissolved in water to make the solution.
4.6.1 POTASSIUM HYDROXIDE
potassium hydroxide is a chemical compound with a high alkaline content. The
properties of the chemical make it ideal for use in a number of different applications
including the manufacture of cleaning products, water purification and the manufacture of
paper products. Because of the alkaline content, potassium hydroxide is a strong skin irritant
and making it necessary to handle the product with great care during commercial use. In its
pure form, Potassium hydroxide takes on the form of flakes or pellets that are a bright white.
In this form, the chemical easily absorbs carbon dioxide from any air in the space. This
makes it necessary to house the product in a container that is airtight. The fact that that
potassium hydroxide is water-soluble helps to make it ideal for use in a number of liquid-
based products.
This Potassium hydroxide compound can be utilized in many different types of products used
in the home as well as in manufacturing and other industrial settings.The actual amount used in
these types of products is very little and making it highly unlikely that contact with the skin
will result in some type of irritation

27. 27
Fig 3 potassium hydroxide Fig 4 potassium silicate
4.6.2 POTASSIUM SILICATE
Potassium silicate is usually known as "water glass" or “liquid glass” and is well-
known due to wide commercial and industrial applications. It is mostly composed of oxygen-
silicon polymer backbone lodging water in molecular matrix pores. Potassium silicate
products are manufactured as solids or thick liquids depending on their proposed use. For
instance, water glass functions as a sealant in metal components. Finally, Potassium silicate
manufacture in a mature industry, there is current research for a new application gives its
heat conductive properties. Potassium silicate is a versatile, inorganic chemical made by
combining various ratios of sand and soda-ash (potassium carbonate) at high temperature.
This process yields a variety of products with unique chemistry that are used in many
industrial and consumer applications.
4.7 SUPER PLASTICISER
Super plasticizers are also known as high range water reducers. They are chemical
admixtures used where well-dispersed particle suspension is required. These polymers are
used as dispersants to avoid particle segregation (gravel, coarse and fine sands) and to
improve the flow characteristics (Rheology) of suspensions such as in concrete applications.
Their addition to concrete or mortar allows the reduction of the water to cement ratio, not

28. 28
affecting the workability of the mixture, and enables the production of self-consolidating
concrete and high performance concrete. This effect drastically improves the performance of
the hardening fresh paste. The strength of concrete will increases when the water to cement
ratio decreases.
In order to improve the workability of fresh concrete, high-range water-reducing naphthalene
based super plasticizer was added to the mixture Conplast SP430 has been used where a high
degree of workability and its retention are likely or when high ambient temperatures cause
rapid slump loss. It facilitates production of high quality concrete.
A) Properties Of Super plasticizer
Super plasticizers had following properties:
 Specific gravity 1.22 to 1.225 at 300°C.
 Chloride content Nil to IS:456
 Air entrainment approx.: 1% additional air is entrained.
B) Advantages of Super Plasticizers
Conplast SP430 had the following advantages. Conplast SP430 which was used as a super
plasticizers.
 Improved workability - Easier, quicker placing and compaction.
 Increased strength - provides high early strength for precast concrete with the
advantage of higher water reduction ability.
 Improved quality – Denser, close textured concrete with reduced porosity and hence
more durable.
 Higher cohesion – Risk of segregation and bleeding minimized; thus aids pumping of
concrete.
 Chloride attack – Safe in pre stressed concrete and with sulphate resisting cements
and marine aggregates.

29. 29
CHAPTER-5
MIX DESIGN FOR GEOPOLYMER CONCRETE
An extensive study on the development and the manufacture of low-calcium fly ash
based geo-polymer concrete has been in progress at Curtin when the present research was
undertaken. Some results of that study have already been reported in several publications
(Hardjito et. al., 2002a; Hardjito et. al., 2003, 2004a, 2004b, 2005a, 2005b; Rangan et. al.,
2005a, 2005b). Complete details of that study are available in a Research Report by Hardjito
and Rangan (2005). Based on that study, mixture proportions were formulated for making
concrete specimens.
Mix design for geo-polymer concrete:
Assumptions:-
 The mix design of geo-polymer concrete is based on the journal “strength
characteristics of low calcium fly ash based geo-polymer concrete”- C.R. Sharma,
Chandan kumar, Krishna Murari (MAY 14)
 As in the case of PCC, the Coarse aggregates & Fine aggregates occupies 70-80%
mass of Geo-polymer concrete.
 Combined aggregates are assumed to consist of 60% Coarse aggregate & 40% of Fine
aggregate.
 Unit weight of concrete is 2400 kg/m3.
Mass of combined aggregate = 70% of 2400kg/m3
= 1680 kg/m3
Mass of coarse aggregate = 60% of 1680 kg/m3
= 1010 kg/m3
Mass of fine aggregate = 40% of 1824 kg/m3
= 670 kg/m3

30. 30
Mass of Fly ash and Alkaline liquid = 2400-1680
= 720 kg/m3
Alkaline solution /Fly ash ratio = 0.45
Fly ash content = 720/ (1+0.45)
= 496 kg/m3
Alakaline solution = 720 – 496
=223kg/m3
Table 7 Mix proportion
Fly ash Corse aggregate Fine aggregate Alkaline solution w/c ratio KOH/K2SIO2
496 1010 670 223 0.45 0.5

31. 31
Table 8 Materials Quantity
CONSTITUENTS 8M 10M 12M 14M 16M
FLY ASH(kg) 1.020 1.020 1.020 1.020 1.020
COARSE
AGGREGATE(kg)
2.100 2.100 2.100 2.100 2.100
MANUFACTURED
SAND(kg)
1.400 1.400 1.400 1.400 1.400
POTASSIUM
SILICATE(ml)
230 230 230 230 230
POTASSIUM
HYDROXIDE(g)
104 (230ml) 130 (230ml) 155 (230ml) 180 (230ml) 206 (230ml)
WATER CEMENT
RATIO
0.45 0.45 0.45 0.45 0.45

32. 32
CHAPTER-6
SOLUTION PREPARATION
The preparation of alkaline solution of Potassium Silicate and Potassium Hydroxide . First
we are taking the potassium hydroxide Pellets is mixed together with water. Then the
solution was placed in the normal room temperature for one day.
After one day the solution is ready to mixed with the potassium silicate for casting the
concrete and super plasticizer is added for workability.
Fig 5 Potassium hydroxide solution preparation

33. 33
CHAPTER-7
CASTING OF SPECIMEN
The potassium hydroxide solution was prepared one day prior to allow the
exothermically heated liquid to cool in room temperature. Dry mixing of aggregates and
source materials by mixing all the materials manually in the laboratory at room temperature
.The aggregates and source materials were first mixed homogeneously. Then KOH solution
and K2SiO3 solutions were mixed with each other and stirred to obtain a homogeneous
mixture of the solutions before adding them to the solids .The fresh concrete was used for
casting cubes to determine its compressive strength. Each specimen was casted in three
layers by using table vibrator in the laboratory.
CUBE CASTING
70 mm x70 mm x 70 mm
Volume of cube= 0.07×0.07×0.07
=0.343×10-3
=6×0.343×10-3
=0.002058m3
QUANTITY OF MATERIAL REQUIRED FOR ONE CUBE
Cement =1.020kg
Fine aggregate =2.100kg
Coarse aggregate =1.400kg
Alkaline solution =0.46 litters

34. 34
CHAPTER-8
CURING OF SPECIMEN
The geo-polymer specimen is then placed in a steam curing at a temperature of 60 degrees to
80 degrees for 1 day. After 24 hours of curing, the specimens were taken out and cured under
room temperature till the time of testing.
We are casting the geopolymer concrete in the cube size of 70mm x 70mm x70mm for the
different molarities. Each morality solutions are made for 6 cubes of mortar size. Totally we
are testing 30 cubes after curing for 24 hours at 60 degrees
Fig 7 curing of concert

35. 35
CHAPTER-9
TEST ON CONCRETE
Concrete are normally tested by two stages. That stage are following;
1.Test on fresh concrete
2.Test on hardened concrete
9.1 TEST ON FRESH CONCRETE
Fresh concrete is a freshly mixed material which can be mould into any shape.The
relative quantities of cement, aggregates and water mixed together, control the properties of
concrete in the wet state as well as in the hardened state.
9.1.1. SLUMP CONE TEST
The internal surface of the mould is thoroughly cleaned and freed from superfluous
moisture and adherence of any old set concrete before commencing the test. the mould is
placed on a smooth, horizontal rigid and non-absorbent surface. The mould is then filled in
four layers each approximately 14 of the height of the mould. Each layer is tamped 25
times rod taking care to distribute the strokes evenly over the cross section. After the top
layer has been rotted
.
Fig 8 slump cone test

36. 36
the concrete is struck off level with a trowel and tamping rod . the mould is removed from
the concrete immediately by raising it slowly and carefully in a vertical direction. This
allows the concrete to subside. This subside is referred as slump of concrete. The difference
in level between the height of the mould and that of the highest point of the subsided
concrete is measured. This difference in height in ‘
mm’
is taken as a slump of concrete. The
pattern of slump indicates the characteristics in addition to the slump value. If the concrete
slumps evenly it is called true slump. If one half of the cone slides down, it is called shear
slump. In case of a shear slump, the slump value is measured as the difference in height
between the height of the mould and the average value of the subsidence. Shear slump also
indicates that the concrete is non-cohesive and shows the characteristics of segregation.
9.2.TEST ON HARDENED CONCRETE
One of the purposes of testing hardened concrete is to confirm that the concrete
used at site has developed the required strength. Hardened concrete are tested by following
.9.2.1.COMPRESSIVE STRENGTH TEST :
Compression test is the most common test conducted on hardened concrete .the
compression test is carried out on specimen cubical or cylindrical in shape. the cube
specimen is of the size 7 × 7 × 7 cm. The cube specimen was placed in the machine, of
2000kn capacity. The load was applied at a rate of approximately 14o kg/sq.cm/min until
the resistance of the specimen to the increasing load can be sustained.
Fig.9 compression test of concrete

37. 37
CHAPTER-10
RESULT AND DISCUSSION
10. COMPRESSIVE STRENGTH TEST RESULT ON CUBE
In this paper, the Mechanical properties of geo-polymer concrete were studied, 5 different mixes
were prepared by replacing river sand by manufactured sand in varying proportion as shown in table
70mm X 70mm X 70mm cubes were casted and oven dried for 24 hours at 70°c and find the
compressive strength. The manufactured sand is used to replace for river sand. And the
Potassium Hydroxide is varied with the different molarities of 8M, 10M, 12M, 14M, 16M
and testing Results are tabulated below in table 4
Table 9 Compressive strength of geo-polymer concrete with manufactured sand
Molarities
Strength Of Cubes(KN) Strength Of Cubes(KN)
7 Days 28 Days
8M 140.00 142.16 146.16 160.12 158.12 164.16
10M 140.16 148.16 152.12 168.16 188.16 174.12
12M 160.16 176.12 172.16 182.16 198.12 188.12
14M 226.12 268.16 249.12 269.16 282.12 290.16
16M 292.16 298.12 296.12 302.16 312.00 308.16

38. 38
Fig 10 test result of concrete (7days)
Fig 11 test result of concrete (28days)
0
50
100
150
200
250
300
350
8M 10M 12M 14M 16M
loadinKN
Molority
comperssive test result
cube 1
cube 2
cube 3
0
50
100
150
200
250
300
350
8M 10M 12M 14M 16M
loadinKN
Molority
Compressive test rusult

39. 39
CHAPTER-11
CONCLUSION
The strength parameter for geopolymer concrete with varying proportion was alkaline solution
was analyzed and tested between different molarities and fond the strength between 8M to 16M
shows increase in strength
Based on the experimental investigation the following conclusions are listed below:
 Heat-cured low-calcium fly ash-based geopolymer concrete also shows excellent
resistance to good acid resistance, undergoes low creep, and suffers very little drying
shrinkage. Some applications of geopolymer concrete are given.
 The test results of compressive strength shows that is increase in strength when
manufactured sand is fully replaced by river sand compared with the normal concrete.
From the results obtained it proves that Geo-polymer concrete using manufactured sand can be
an alternative to ordinary Portland cement concrete. Since no cement is used in Geo-polymer
concrete; lot of energy can be saved which intern reduces the production of ordinary Portland
cement. The use of waste material like fly ash helps in reducing the pollution of atmosphere
which adds to pollution free environment.

40. 40
REFERENCES
1. M.I. Abdul Aleem, P.D. Arumairaj and S. Vairam, “Chemical Formulation of
Geopolymer Concrete with M-Sand” International Journal of Research in Civil
Engineering, Architecture & DesigVolume 1, Issue 2, October-December, 2013
2. M. I. Abdul Aleem and P. D. Arumairaj, “GEOPOLYMER CONCRETE-A REVIEW”,
International Journal of Engineering Sciences & Emerging Technologies, Feb 2012.
ISSN: 2231 – 6604 Volume 1, Issue 2.
3. Djwantoro Hardjito, Steenie E. Wallah, Dody M.J. Sumajouw, and B.V. Rangan.
“FACTORS INFLUENCING THE COMPRESSIVE STRENGTH OF FLY ASH-
BASED GEOPOLYMER CONCRETE” Civil Engineering Dimension, Vol. 6, No. 2,
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DECADE” Journal of Engineering Research and Studies.
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