Geopolymer concrete project.pdf

Snehal Deshmukh, Manoj Wagh

CHAPTER1 INTRODUCTION

1.1 General Utilization of concrete as a major construction material is a worldwide phenomenon and theconcrete industry is the largest user of natural resources in the world. This use of concrete is drivingthe massive global production of cement, estimated at over 2.8 billion tonnes according to recent industry data. Associated with this is the inevitable carbon dioxide emissions estimated to be responsible for 5to 7% of the total global production of carbon dioxide[18]. Significant increases in cement production havebeen observed and were anticipated to increase due to the massive increase in infrastructure andindustrialization in India, China and South America .Demand for concrete as construction material is on the increase and so is the production of cement. In order to address environmental effects associated with Portland cement, there is need to develop alternative binders to make concrete. The development and application of high volume Geopolymer concrete, which enabled the replacement of OPC up to 60% by mass is a significant development.

1.2 Geopolymer Concrete Geopolymer concrete is concrete which does not utilize any Portland cement in its production.Rather, the binder is produced by the reaction of an alkaline liquid with a source material that is rich insilica and alumina. Geopolymers were developed as a result of research into heat resistant materialsafter a series of catastrophic

fires.

The

research

yielded

non-flammable

and

non-

combustiblegeopolymer resins and binders.Geopolymer is being studied extensively and shows promise as a greener alternative to Portlandcement concrete. Research is shifting from the chemistry domain to engineering applications andcommercial production of geopolymer. It has been found that geopolymer concrete has good engineeringproperties. The use of fly ash has additional environment advantages.The GGBS (Ground Granulated Blast Furnace Slag) is a waste material Generated in iron or slag industries have significant impact on strength & durability of Geopolymer Concrete.

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Origin of Term ‘Geopolymer’

1.3

The term ‘‘Geopolymer’’ was first introduced to the world by Davidovits of France resulting in a new field of research and technology. Geopolymer also known as ‘inorganic polymer’, has emerged as a ‘green’ binder with wide potentials for manufacturing sustainable materials for environmental, refractory and construction application. Geopoymerconcrete (gpc) Ingredients required for creation of geopolymer binders are: 

Geopolymer source materials such as fly ash, ggbs,metakaolin, rice husk ash, etc



Aggregate system consisting of fine and coarseAggregate & Alkaline activator solution.

1.4

Properties of Geo-Polymer Concrete

Geopolymer are inorganic binders, which are identified by the following basic properties, Compressive strength depends on curing time and curing temperature. As the curing time and temperature increases, the compressive strength increases. Resistance to corrosion, since no limestone is used as a material, Geopolymer cement has excellent properties within both acid and salt environments. It is especially suitable for tough environmental conditions Geopolymer

specimens

are

possessing better durability and thermal stability characteristic 

Set at room temperature



Early strength gain is possible (70% strength achieved at 7 days)



Non toxic ,Bleed Free



Long working life before stiffening



Impermeable



Higher resistance to heat &resist all inorganic solvents

1.5Fibre reinforced geopolymer concrete Several studies have shown that concrete is strong in compression but weak in tension and tends to be brittle. The weakness in tension can be overcome by the use of conventional rod reinforcement and some extent by inclusion of sufficient amount of

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certain fibre. In concrete steel fibres are used to improve impact resistance and greater ductility of failure in compression, flexural and torsion. The main purpose of the fibre is to control cracking and to increase the fracture toughness of brittle matrix through bridging action during both micro and macro cracking of matrix.

1.6Need for the Study Construction is one of the fast growing fields worldwide. 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. Since the Lime stone is the main source material for the ordinary Portland cement an acute shortage of limestone may come after 25 to 50 years. More over while producing one ton of cement, approximately one ton of carbon di oxide will be emitted to the atmosphere, which is a major threat for the environment. In addition to the above huge quantity of energy is also required for the production of cement. Hence it is most essential to find an alternative binder. The Cement production generated carbon di oxide, which pollutes the atmosphere. The Thermal Industry produces a waste called fly-ash which is simply dumped on the earth, occupies larges areas. The waste water from the Chemical Industries is discharged into the ground which contaminates ground water. By producing Geopolymer Concrete all the above mentioned issues shall be solved by rearranging them.    

To find an alternative for the ordinary Portland cement. To reduce CO2 emission and produce eco-friendly concrete. To develop a cost efficient product. To provide high strength concrete than ordinary Portland concrete.

1.7Objective of study 1. To study the effect of varying molarity such as 12M, 13M, 14M. 2. To Evaluate optimum Molarity 3. To study the effect of Steel &polypropylenefibers on geopolymer concrete.Fibers are added with volume fraction of(0.2 to 1%)at an interval of 0.2% of mass of Geopolymer concrete. 4. To find compressive strength,split tensile strength, flexural strength ,Ultrasonic Pulse velocity, Rebound hammer test & Electrical conductivity test on Geopolymer concrete.

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1.8 Scope of study 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. 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. Geopolymer concrete is an innovative construction material which shall be produced by the chemical action of inorganic molecules. Fly Ash, a byproduct of coal obtained from the thermal power plant is plenty available worldwide. Fly-ash is rich in silica and alumina reacted with alkaline solution produced aluminosilicate gel that acted as the binding material for the concrete& GGBS obtain from Waste material generated from iron & slag industry.These are the excellent alternative construction material to the existing plain cement concrete. Geopolymer concrete shall be produced without using any amount of ordinary Portland cement.

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CHAPTER 2 LITERATURE REVIEW

2.1 General Concrete is the most widely used construction material in the modern world. Cement production consumes huge energy and causes about 6 % of total green house gas emission in the world. Hence utilization of alternative binding material adds sustainability to concrete by reducing the CO2 emission of cement production and to enhance durability.The positive effects of fly ash & GGBS as a full replacement of cement on the durability of concrete are recognized through numerous researches. In this chapter study of geo polymer concrete & the application of are discussed using following research article. The present investigation is designed to evaluate the mechanical properties of Geopolymer Concrete Composites consisting of 100% Fly ashand alkaline liquids.

2.2 Literature Survey M. Tamil Selvi1, Dr. T.S. Thandavamoorthy(2013)(1)studiedstrength of concrete cubes, cylinders and prisms cast using M30 grade concrete and reinforced with steel and polypropylene fibres.

The steel, polypropylene and hybrid

polypropylene and steel (crimped) fibres of various proportion i.e., 4% of steel fibre, 4% of polypropylene fibre and 4% of hybrid polypropylene and steel (crimped) fibres each of 2% by volume of cement were used in concrete mixes. Besides cubes, cylinders of 150 mm x 300 mm of M30 grade concrete were cast with 4% of steel fibre and polypropylene fibre, respectively, by volume of cement. The test results show that use of steel fibre reinforced concrete improves compressive strength and split tensile strength S. Sayyad and S. V. Patankar (2013)(2)studied the effect of steel fiber and low calcium fly ash on mechanical and elastic properties of geopolymer concrete composite. Tests were conducted on fresh concrete like flow table test, wet density and dry density. And they also analyzed the effect of steel fibre and low calcium fly ash on hard concrete like compressive strength, flexural split tensile strength and bond strength of geopolymer concrete composite. The test result shows that the workability of geopolymer concrete including steel fiber reduces with increases in

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fiber content and inclusion of steel fiber increases the density of geopolymer concrete. Also Authors reported that optimal fiber content for maximum value of various strength of geopolymer concrete is 0.2%. S. S. Patil and A. A. Patil (2015)(3)studied mechanical properties of Polypropylene Fibre Reinforced Geopolymer Concrete (PFRGPC) which contains fly ash, alkaline liquids, fine & course aggregates & polypropylene fibers. The effects of inclusion of polypropylene fibers on compressive strength, split up tensile strength & flexural strength of hardened geopolymer concrete (GPC) composite was studied. Polypropylene fibers were added to the mix in two different lengths of 12mm and 20mm and also the hybridization of both polypropylene fibers was mixed in volume of concrete. Based on the test results, it was observed that the PFRGPC have relatively higher strength than GPC & OPC concrete Ganapati Naidu et al (2014)(4)studied strength properties of geopolymer concrete mixture with G.G.B.S replaced in percentage to fly ash. Authors suggested that the sodium silicate solution obtained in the market is in the form of a dimmer or trimmer, instead of monomer, and mixing it together with the sodium hydroxide assist the polymerization process. It was observe that the compressive strength of geopolymer concrete increases with increase in percentage of slag (GGBS) to fly ash. 90% compressive strength of geopolymer concrete was achieved in 14 days. The tensile strength of geopolymer concrete is increases with increase in percentage of slag (GGBS) to fly ash. The tensile strength is increases with increase in age of geopolymer concrete. There is significant increase in flexural strength with increases in percentage of slag (GGBS) to fly ash. Also it was observed that the setting time of concrete was reduces with increase in slag content. Mohammed Rabbani Nagral et al (2014)(5) studied the effect of temperature & curing on GPC.fly ash & GGBS was used as binder combined with alkaline solution to fomGeopolymer paste .Experiment was conducted on GPC cubes for curing temperature 800,900&1000 with curing period of 12 and 24 hours by adopting hot curing oven method. Alkaline binder ratio used was 0.45 and Molarity ofNaOHsolution as 12M. Na2SiO3/NAOH ratio as 2.5.test result revealed that there is an increase in compressive strength for curing temperature 800C to 900C both for 12 hours and 24 hours of curing of GPC specimen. Maximum Strength was obtained at 900C for 12 hours of curing period. Increase in water to Geopolymer ratio and Extra water increases workability of GPC and decrease in Compressive strength.

6


Gum Sung raju et al (2013)(6)Studiedthe effect on GPC in which fly ash used as binder. The compressive strength increases with increase in Molarity of NAOH. In particular strength more than 45 Mpa& 46 Mpa developed at 56 days for molar concentration of 9M,12 M respectively. The use of a mix ofNaOH&Na2SiO3with mix ratio of 1:1 to activate the Geopolymrization of Fly ash &remarkable strength of 47 Mpa> 40 Mpa.known as the criteria of high strength concrete. Prakash R. Voraa, Urmil V. Dave (2013)(7),studied the effect of various parameters affecting it’s compressive strength in order to enhance its overall performance. Various parameters i.e. ratio of alkaline liquid to fly ash, concentration of sodium hydroxide, ratio of sodium silicate to sodium hydroxide, curing time, curing temperature, dosage of superplasticiser, rest period and additional water content in the mix have been investigated. The test results show that compressive strength increases with increase in the curing time, curing temperature, rest period, concentration of sodium hydroxide solution and decreases with increase in the ratio of water to geopolymer solids by mass & admixture dosage, respectively. The addition of naphthalene based superplasticiser improves the workability of fresh geopolymer concrete. It was further observed that the water content in the geopolymer concrete mix plays significant role in achieving the desired compressive strength. S. V. Patankar et al (2012)(8)have studied the effect of water-to-geopolymer binder ratio on production of fly ash based geopolymer concrete. In this study authors changes the quantity of water in mixture without disturbing the mix proportion and tested the mechanical properties of fresh concrete and hard concrete. It is observed that the flow of geopolymer concrete increases with increase in water-to-geopolymer binder ratio by maintaining other parameters constant. Means higher ratio gives segregated mixture while lower ratio gives viscous and dry mixture. Also it is observed that compressive strength of geopolymer concrete decreases as ratio of water-to-geopolymer binder increases. And it is reported that the suitable range of water-to-geopolymer binder ratio was in between 0.24 to 0.35 Sundarkumar et al (2013)(9)In this studyauthor changes percentage of fly ash &

GGBS,

molarity

ofNaOH&

alkaline

ratio

such

as

AL2O3/SiO2 &

NAOH/SiO2.Authorstudiedthat use of fly ash in combination with slag is found to be more reactive & the strength gained is more&gepolymer concrete with moderately

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high strength can be produce by very low concentration of alkaline activator and ambient air curing Prof.

Pratap,

Krishnarao

(2013)(10)concluded

by

the

experimentalinvestigation that FLY ASH and BLAST FURNACE SLAG are used in equal proportion (50% each).The geopolymer concrete gains about 60-70% of the total compressive strength within 7days. Palaniappan. A,S.Vasantha (2013)(11)discussed the results of anexperimental investigation and compare on the mechanical properties of different binder composition (17 TO 20 % replacement of cement by ground granulated blast furnace slag (GGBS)) of Geopolymer Concrete Composites (GPCC). The test results show that GGBS concrete shown increase in compressive strength of 13.82% as compared with conventional concrete. Supraja and Kantarao (2012)(12)investigated that in order to produce GGBS added Geopolymer concrete with different molarity 3M,5M,7M,9M are taken to prepare different mixes. two different curing are carried out at 500c & sunlight curing. the result show that there is no significance after 3 days of Geopolymer Concrete is increasing with increase of molarity of Sodium Hydroxide. sunlight curing is more convenient for practicalcondition. K.Naveen Kumar Reddy et al. (2010)

(13)found

that geopolymer concrete

prepared from low lime basedfly-ash and a mixed alkali activator of sodium hydroxide and sodium silicate solution are investigated. Anincrease in compressive strength of these concrete samples is observed with increased molarity ofNaOHsolution. The workability of concrete decreases when the molarity ofNaOHsolution is increased for thesamples cured at 60°C.The workability of geopolymer concrete is reduced with higher concentrations of sodium hydroxide (inthe range of 10 M to16 M) solution which results in a higher Compressive strength .There is a slight increase in the compressive strength with age of the concrete for a defined concentration ofNaOHsolution. The addition ofhigh-range water reducing admixture with 1.5% of fly-ash(by mass) resulted no much impact on thecompressivestrength of the hardened concrete, but improved workability of fresh geopolymer concrete Fareed Ahmed Memon et al. (2011)(14)studied onLonger curing time improves the geo polymerization processresulting in higher compressive strength.

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Increase in compressive strength was observed with increase in curingtime. The compressive strength was highest when the specimens were cured for a period of 96 hours however;the increase in strength after 48 hours was not significant. Compressive strength of concrete increased with theincrease in curing temperature from 60°C to 70°C; however an increase in the curing temperature beyond 70°Cdecreased the compressive strength of self-compactinggeopolymer concrete

2.3 Summary From above literature we learned that compressive strength increases with increase in molarity of sodium hydroxide. The temperature increases the compressive strength also increases.It have high resistance to sulphate attack. Compressive strength of geopolymer concrete is increased with fly ash ratio. Inclusion of GGBS with fly-ash can have significant impact on the setting & strength development of geopolymer binder when cured at ambient temperature. Fiber reinforced concrete have relatively higher strength than OPC &GPC

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CHAPTER 3 METHODOLOGY 3.1 General The aim of this project is to develop fly ashbased geopolymer concrete of M30 grade and study the effects of alkaline solution on different mechanical properties of Geopolymer concrete. In this investigation the cement is replaced by 100% Flyash. With concentrated sodium hydroxide solution of different molarity 12M,13M,14M.Na2SiO3/NAOH ratio 2.SiO2/Na2Oratio is 2.25.After getting result of different Molarity, one Molarity is to be selected which having good result. Steel& polypropylene fibers are added in geopolymer concrete with different volume fraction of (0.2% to 1 %).The entire specimen will be cured in oven at 600C for24 hours duration. By changing the above parameters, different mechanical properties like compressive strength, split tensile strength, flexural strength of geopolymer concrete have tested. Also NDT test like Ultrasonic pulse velocity, Rebound hammer test, Electrical conductivity test have carried out.The results collected will be compared to other literature on geopolymer concrete.

3.2 Geopolymer Concrete Davidovits (1988-1994) proposed that an alkaline liquid could be used to react with the silicon(Si) aluminium (Al) in source material of geological origin or in byproduct material such as fly ash and rice ash to produce binder. Because the chemical reactions that take placein this case are geopolymerisationprocess,he coined the term ‘Geopolymer’ to represent these binders. Geopolymer are member of the family of inorganic polymer. The chemical composition of geopolymer

material is similar to

natural geoliticmaterials, but the microstructure is amorphous. The polymerization process involves substantially fast chemical reaction under alkaline condition on Si – Al mineral that that result in three- dimensional polymeric chain and ring structure consisting of Si-O-Al-O bonds (Devidovist1994)(1). The schematic formation of geopolymer material can be shown as described by equation (A) and (B) (Devidovist, 1994; van Jaarsveldetal, 1997)

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The last term in equation (B) reveals that the water released during the chemical reaction that occurs in the formation of geopolymer .This water expelled from the Geopolymer matrix during the curing and further drying periods, level behind discontinuousnano-pores in the matrix, which provide benefit to the performance of geopolymer. Therefore water plays no role in chemical reaction that takes place in geopolymer matrix;it merely provides the workability to the mixture during handling. This is in contrast to the chemical reaction of water in Portland cement concrete mixture during the hydration process. There are two main constituent of geopolymer namely the source materials and the alkaline liquids. The source materialsshould be rich in silicon (Si) and Aluminium (Al). These could be natural minerals such as kaolinite, clays, etc. Alternatively, by-product minerals such as fly ash, silica fume,slag, rice –husk ash, red mud etccouldbe used as source materials. The alkaline liquids are from soluble alkaline metal that are usually sodium or potassium based. The most common alkaline liquid used in geopolymerisation is the combination of sodium hydroxide (NaOH) or potassium hydroxide (KOH) and sodium silicate or potassium silicate.

3.3 Material Requirement 1) Fly ash 2) Fine aggregate 3) Coarse aggregate 4) Steel fiber 5)Polypropylene fiber 6) Water Ordinary portable water

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7) Alkaline activator i) Sodium Hydroxide (NAOH) ii) Sodium Silicate solution.(Na2SiO3) 3.3.1 Fly ash According to the American Concrete Institute (ACI) Committee 116R, fly ash isdefined as ‘the finely divided residue that results from the combustion of ground orpowdered coal and that is transported by flue gasses from the combustion zone to theparticle removal system’ (ACI Committee 232 2004). Fly ash is removed from thecombustion gases by the dust collection system, either mechanically or by usingelectrostatic precipitators, before they are discharged to the atmosphere.The types and relative amounts of incombustible matter in the coal determine thechemical composition of fly ash. The chemical composition is mainly composed ofthe oxides of silicon (SiO2), aluminium (Al2O3), iron (Fe2O3), and calcium (CaO),whereas magnesium, potassium, sodium, titanium, and sulphur are also present in alesser amount. The major influence on the fly ash chemical composition comes fromthe type of coal. The combustion of sub-bituminous coal contains more calcium andless iron than fly ash from bituminous coal. The physical and chemicalcharacteristics depend on the combustion methods, coal source and particle shape. In the present experimental work, low calcium, Class F (American Society for Testing and Materials 2001) dry fly ash obtained from the dirk India pvt. Limited, Nasik was used as the base material. Fly ash (Pozzocrete 63) is a high efficiency class F pozzolanic material confirming to BS 3892, obtained by selection and processing of power station fly ashes resulting from the combustion of pulverized coal. Pozzocrete 63 is subjected to strict quality control. Fineness of fly ash used is 320 m2/kg 3.3.1.1 General Information Presentation Colour Bulk Weight Specific density Size Particle shape Package

:Finely divided dry powder :Light grey : Aprox. 0.90 metric ton per cubic meter : Aprox. 2.30 metric ton per cubic meter :90% < 45 micron :Spherical :30 kg paper bags, 1 metric ton big-bags and bulk tankers

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Fig 3.1: Fly Ash Table 3.1 POZZOCRETE 63 TEST CERTIFICATE (SPECIMEN) AS PER DIRK INDIA PVT.LTD. Test No.

Test

Unit

1

Fineness Specific Surface by Blaines Permeability Method ROS (Residue Over Sieve) # 350 (45 Microns) Max. Lime Reactivity (Min.) Moisture Content (Max.) Autoclave Expansion (Max.) Compressive Strength at 28 days

2

3 4 5 6

m2/kg

IS-3812 Specification 320

Typical Test Results 435

%

34

9.88

N/mm2 %

4.5 2

7.40 0.28

%

0.8

0.023

N/mm2

80% of strength of plain cement concrete

Pozzocrete + Cement Mortar

52.10

Plain Cement Concrete 7

Chemical Analysis Test Loss On Ignition (Max.) SiO2+Al2O3+ Fe2O3 SiO2 MgO SO3 Na2O Total Chlorides

95.94%

54.3 % %

IS Specification 5

1.00

% % % % % %

70 min. by mass 35 min. by mass 5 max. by mass 3 max. by mass 1.5 max. by mass 0.05 max. by mass

93.15 60.42 1.82 0.83 0.47 0.031

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3.3.2 Fine aggregate Concrete is an assemblage of individual pieces of aggregate bound together by cementing material, its properties are based primarily on the quality of cement paste. This strength is dependent also on the bond between the cement paste and aggregate. If either the strength of the paste or the bond between the paste and aggregate is low a concrete of poor quality will be obtained irrespective of strength of the aggregate, for making strong concrete, strong aggregate are an essential requirement. For which naturally available aggregate are strong enough for making normal strength concrete.Various tests such as specific gravity, water absorption, impact strength, crushing strength etc. have been conducted on FA to know their quality and grading. All the tests have been carried and results are shown in tables 3.4. Natural sand is used confirming to IS 383-1970 Table 3.3 FINE AGGREGATE GRADING Sr.No

Sieve size (mm)

Wt. retained (gms)

1 2 3 4 5 6 7

10 4.75 2.36 1.18 0.60 0.30 0.15

28 232 233 460 218 280 3 Total

Cumulative % Wt. retained 4.90 16.50 28.15 51.15 62.05 76.05 76.20 315

Table 3.4 PROPERTIES OF FINE AGGREGATE Sr. no 1 2

Characteristics

Value

Type Specific Gravity

Uncrushed 2.65

3

Total water

0.65%

4

Fineness modulus

3.15

5

Grading zone

II

14

Fineness modulus

3.15


3.3.3 Coarse aggregate The coarse aggregate is broken crushed stone and it is free from clay lambs weeds and the organic matters It is non-porous .the water absorption capacity is less than 1%.the size .coarse aggregate should be as per . IS: 383-1970.Crushed angular metal of 20mm size ( 65% of total coarse aggregate) & 12 mm size ( 35% of total coarse aggregate) was used as coarse aggregate. Table 3.5 PROPERTIES OF COARSE AGGREGATE Sr. no

Characteristics

Value

1

Type

Crushed

2

Coarse aggregate –I

20 mm

3

Coarse aggregate-II

12 mm

4

Specific Gravity

2.76

5

Water Absorption

0.995%

3.3.3.1 Tests on Aggregates: (1)

Aggregate impact value

(2)

Aggregate Crushing Value

(3)

Shape Test

(4)

Specific Gravity & water absorption

(1) Aggregate Impact Value :(IS: 2386-Part IV-1963) Significance of test: 

The test is to be considered to be an important test to assess the suitability of aggregates as regards the toughness property. Table 3.6

ALLOWABLE LIMITS OF AGGREGATES AS PER I.R.C. Sr. No.

Aggregate impact value (%)

1

35

Weak

15

Comment


(2) Aggregate Crushing Value :(IS: 2386-Part IV-1963) Significance of test: 

The aggregate crushing value is an indirect measure of crushing strength of aggregates.



Low aggregate crushing values indicate strong aggregates, as the crushed factor is low.

(3) Shape Test :(IS: 2386-Part I-1963) The particle shape of aggregates is determined by the percentages of flaky and elongated particles contained in it. In the case of gravel it is determined by its angularity number.

I.

Test for Elongation Index :(IS: 2386-Part III-1963) Significance of test: 

The elongation index of an aggregate is the percentage by weight of particles whose greatest dimension (length) is greater than one and four fifth times (1.8 times) their mean dimension.



The elongation test is not applicable to sizes less than 6.3 mm.



Flaky & elongated particles are to be avoided.



If flaky & elongated aggregates are present in appreciable proportions, the strength would be adversely affected due to possibility of breaking down under loads.

II.

Test for Flakiness Index:(IS: 2386-Part I-1963) Significance of test: 

The flakiness index of aggregates is the percentages by weight of particles whose least dimension (thickness) is less than three-fifth of their mean dimension.



The test is not applicable to sizes smaller than 6.3 mm.

(4) Specific Gravity And Water Absorption Test:(IS: 2386-Part III-1963) Significance of test: 

The specific gravity of aggregate normally used ranges from about 2.5

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to 3.0 with an average value of about 2.68. 

High specific gravity of an aggregate is considered as an indication of high strength.



Water absorption of an aggregate is accepted as measure of its porosity.



Sometimes this value is even considered as a measure of its resistance to frost action, through this has not been yet confirmed by adequate research.



Water absorption value ranges from 0.1% to 2.0% for aggregates.



I.R.C has specified the maximum water absorption value as 1.0% for aggregates.

3.3.4Polypropylene fiber Polypropylene fiber having diameter 10um & length 12 mm & 24 mm was used for study. Density of polypropylene fiber is 0.91 gm/cc. Polypropylene fibers are procured from Dolphin float private limited, pune. Shortcrete type polypropylene fibers was used for study

Figure 1.2 :Polypropylene Fiber

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Table 3.6 ALLOWABLE LIMITS OF AGGREGATES AS PER I.R.C.  Product

STRONGCRETE Geosynthetic Fibrillated Mesh Fiber

 Polymer

Virgin Polypropylene Homo-Polymer

 Construction

Fibrillated Tape

 Length

Graded 12 + 24 mm

 Melt Flow Index (MFI) of PP

3-4

 Melting Range of PP

162 – 164 0C

 Density

0.92 gm/cc

 Water Absorption

Nil

 Reactivity

Inert – Not affected by Alkali, Acid & Cement Concrete upto 110 0C.

 Reaction with Concrete

None. Inert material giving only microreinforcement.

 Tenacity

4.5-5 Grams Per Denier

 Strength

500-550 MPa

 Diamond Length

10-12 mm

 Elongation

15-18%

 Denier

2000

 Dispersion

Stable.

 Thickness

35-40 u

 Width

2.5 mm

 Standard Specification

Conforms to ASTM C-1116-97 – Standard Specification for Fiber Reinforced Concrete.

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3.3.5Steel fiber Crimped type steel fiber having diameter 0.5 mm & length 35 mm was used. Aspect ratio is defined as ratio of length to diameter.70 Aspect ratio was used for study. Tensile strength of fiber used is 1120 Mpa& Density is 7.98 gm/cc.

Figure 2.3: Steel Fiber Table 3.7 CHEMICAL COMPOSITION OF STEEL IN % C Mn Si P s

0.030 0.330 0.035 0.014 0.009

3.3.6 Water Portable water is used for casting of all specimens of this investigation 3.3.7. Alkaline Liquid A combination of sodium silicate solution and sodium hydroxide solution waschosen as the alkaline liquid. Sodium-based solutions were chosen because they werecheaper than Potassium-based solutions. 3.3.7.1 Sodium Hydroxide Generally the Sodium Hydroxides are available in solid state by means of pellets and flakes. The costof the Sodium Hydroxide is mainly varied according to the purity of the substance.The sodium hydroxide (NaOH) solution was prepared by dissolving either the flakes in water. The mass ofNaOHsolids in a solution varied depending onthe concentration of the solution expressed in terms of molar, M.For example: 13M=(13X40)=520 gmsNaOHflakes/lit water. Sodium hydroxide flakes procured from Abhaychemicals ,MIDC, Ahmednagar.

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Table No3.8 CHEMICAL COMPOSITION OF SODIUM HYDROXIDE Chemical component

Percentage (%)

Sodium hydroxide (min.)

97

Carbonate

2

Chloride

0.01

Sulphate

0.05

Potassium

0.1

Silicate

0.05

Zinc

0.02

3.3.7.2 Sodium Silicate Sodium Silicate also known as water glass or liquid glass is available in liquid (gel) form. SodiumSilicate is used for the making of Geopolymer Concrete. The other characteristics of the sodium silicate solution is approximately specificgravity=1.53 and viscosity at 20oC=400 cp. Sodium silicate solution procured from Shanti chemicals, Belgoan of following specification. Table No3.9 CHEMICAL COMPOSITION OF SODIUM SILICATE Chemical component

Percentage

Na2O

15.06%

SiO2

34.01%

Total solid

49.07%

Water content

50.93%

Ratio of SiO2/Na2O

2.25

3.4 Concrete Mix Design Mix design is the process of selecting suitable ingredients of concrete and determining their relative proportion with the object of producing concrete of certain minimum strength and durability as economical as possible. As Geopolymer concrete is new invention, the procedure for mix design of conventional concrete as per the procedure of Bureau of Indian Standards IS 10262: 2009 is not applicable. In the present study, mix design procedure suggested by prof.

20


S.V. Patankar is used for M30 grade of geopolymerconcrete. Mix design procedure as proposed is based on quantity and fineness of fly ash, quantity of water, grading of fine aggregate and fine to total aggregate ratio.

Based on the mix design steps discussed in preceding section, a sample mix proportioning for M30 grade of geopolymer concrete is carried out using proposed method. Following preliminary data is considered for the mix design: 1. Characteristic compressive strength of Geopolymer Concrete (fck) = 30 MPa. 2. Type of curing: Oven curing at 60 °C for 24 h and tested after3,7, 28 days 3. Workability in terms of flow: 25–50 % (Degree of workability—Medium) 4. Fly ash: Fineness in terms of specific surface: 435 m2/kg 5. Alkaline activators (Na2SiO3 and NaOH) (a) Concentration of Sodium hydroxide in terms of molarity: 13 M (b) Concentration of Sodium silicate solution: 49.07% solid content 6. Solution-to-fly ash ratio by mass: 0.35 7. Sodium silicate-to-sodium hydroxide ratio by mass: 2.0 8. Fine aggregate (a) Type: Natural river sand confirming to grading zone-I as per IS 383 , F.M. = 3.15 (b) Water absorption: 0.65 % (c) Water content: Nil 9. Coarse aggregate (a) Type: Crushed/angular (b) Maximum size: 20 mm (c) Minimum size: 12 mm (d) Water absorption: 0.995 % (e) Moisture content: Nil

Design Steps 1. Target mean strength Fck =fck+1.65(s) =30+1.65(s) = 38.25 MPa 2.Selection of quantity of fly ash

21


From Fig 3.4,the quantity of fly ash required is 410 kg/m3 for he target mean strength of 38.25 Mpa at solution to fly ash ratio 0.35 and for 435 m2/kg fineness of fly ash

Fig no -3.4Effect of quantity of fly ash on compressive strength for different fineness at solution-to-fly ash ratio of 0.35

3.Calculation of the quantity of alkaline activators Calculate the quantity of alkaline activators considering: Solution/Fly ash ratio by mass = 0.35 i:e: Mass of (Na2SiO3+NaOH)/Fly ash = 0.35 Mass of ( Na2SiO3+NaOH)/410= 0.35 Mass of ( Na2SiO3+NaOH)= 143.5 kg/m3 Take the sodium silicate-to-sodium hydroxide ratio by mass of 2. Na2SiO3=2 NaOH 3 NaOH=143.5 Mass of sodium hydroxide solution (NaOH) = 47.83 kg/m3 Mass of sodium silicate solution (Na2SiO3) = 95.66 kg/m3

4. Calculation of total solid content in alkaline solution Solid content in sodium silicate solution =(49.07/100) x95.66 = 46.94 kg/m3 13M NaOH=(520/1365) x100 =38.09 kg/m3 Solid content in sodium hydroxide solution ==(38.09/100) x47.83

22


= 18.22 kg/m3 Total Solid content in both alkaline solutions =65.16 kg/m3

5. Selection of water content For medium degree of workability and fineness of fly ash of 435 m2/kg, water content per cubic meter of geopolymer concrete is selected from Table 3.7 Water content = 110 kg/m3

Degree of workability Low Medium High Very high

Table 3.10 Water content per cubic meter of concrete Quantity of water required in kg/m3 Fineness of fly ash in m2/kg Flow in percentage 500 300–400 400–500 80 85 100 110 0–25 25–50 90 95 110 120 100 110 120 135 50–100 100–150 120 130 140 160

6. Adjustment in water content For sand conforming to grading-I, correction in water content is taken from Table 3.8 Table 3.11 Correction in water content per cubic meter of concrete Grading zone of fine aggregate as per IS 383

Correction in water content (%)

Zone-I

−1.5

Zone-II

–

Zone-III

+1.5

Zone-IV

+3

Adjustment in water content =-1.5% Total quantity of water required = 110-(1.5/100)x110 =108.35 kg/m3 Water content in alkaline solution = 141.75-62.96 =78.79 kg/m3

7. Calculation of additional quantity of water = [Total quantity of water] − [Water present in alkaline solutions]

23


= 108.35 − 78.34 = 30.01 kg/m3

8. Selection of wet density of geopolymer concrete From Fig. 3.5, wet density of geopolymer concrete is 2,535 kg/m3 for the fineness offly ash of 435 m2/kg

Fig. 3.5 Relation between fineness of fly ash and density of geopolymer concrete 7. Selection of fine-to-total aggregate content

Fig. 3.6Relation between fineness modulus of fine aggregate and fine-to-total aggregate content From Fig. 3.6, Fine-to-total aggregate content is 35% for fineness modulus of sand of 3.35

24


10. Calculation of fine and coarse aggregate content Fine aggregate/Total aggregate =34.5% Total aggregate content =(Wet density of GPC)-(Quantity of fly ash+Quantity of both solutions +extra water; if any) =2535-( 143.5+410+30.01) =1951.5 kg/m3 Fine aggregate=( Fine-to-total aggregate content in %) x(Total quantity of all-inaggregate) = (34.5/100) x1951.5 =673.26 kg/m3 Coarse aggregate content =(Total quantity of all-in-aggregate)-(Sand content) =1951.5 – 673.26 =1861.73 kg/m3

Quantity of materials required per cubic meter for M30 grade of geopolymer concrete is shown in Table 4.

Table 3.12 Materials required for M30 grade geopolymer concrete Ingredients of geopolymer concrete

Fly Ash

NaOH

Na2 SiO3

Sand

Coarse aggregate

Extra Water

Quantity (kg/m3)

410

47.83

95.66

673.2

1861.73

30.01

1.64

4.54

0.073

Proportion

1

0.349

25


3.5Schedule of Specimen Preparation Table 3.13 Schedule of Specimen Preparation % Sr. Identific Vol. ation of No. Mark steel fibre

Compression

Flexural

Test (Day)

Test (Day)

SplitTensil UPV test e Test (Day) (Day)

3

7

28

14

28

14 28 M 30

28

Elect Rebo- und ricalc ham- ond- Total mer uctivi ty 28 28

1

12M

-

3

3

3

3

3

3

3

3

3

3

30

2

13M

-

3

3

3

3

3

3

3

3

3

3

30

3

14 M

-

3

3

3

3

3

3

3

3

3

3

30

4

0.2 s (13M)

0.2%

3

3

3

3

3

3

3

3

3

3

30

0.4%

3

3

3

3

3

3

3

3

3

3

30

5

0.4s (13M)

6

0.6s (13M)

0.6%

3

3

3

3

3

3

3

3

3

3

30

7

0.8s (13M)

0.8%

3

3

3

3

3

3

3

3

3

3

30

8

1s (13M)

1%

3

3

3

3

3

3

3

3

3

3

30

9

0.2 P(13M)

0.2%

3

3

3

3

3

3

3

3

3

3

30

10

0.4P(13 M)

0.4%

3

3

3

3

3

3

3

3

3

3

30

11

0.6 P(13M)

0.6%

3

3

3

3

3

3

3

3

3

3

30

12

0.8P(13 M)

0.8%

3

3

3

3

3

3

3

3

3

3

30

13

1 P(13M)

1%

3

3

3

3

3

3

3

3

3

3

30

Total specimen casted for M 30 Total Number of Specimens = 390

26

390


3.6 PREPARATIONS OF SPECIMEN 3.6.1 MEASUREMENT OF INGREDIENTS All fly ash, sand and coarse aggregate respectively are measured with Digital balance. The water is measured with measuring cylinder of capacity 1 litre and measuring jars of capacity 1000ml and 2000 ml and steel fibre& polypropylene fiber are measured with Digital balance of accuracy 1mg. 3.6.1.1 Alkaline solution preparation The sodium hydroxide was prepared by dissolving sodium hydroxide flakes in water. Thus 12M,13M,14M molar solutions were made by dissolving 480 gm ,520 gm ,560 gmrespectively of sodium flakes in1 litre water. The sodium hydroxide solution was prepared one day prior to concrete batching to allow the exothermically heated liquid to cool to room temperature. The sodium silicate and sodium hydroxide solution were mixed just prior to concrete batching. 3.6.2 Mixing of concrete The ingredients are thoroughly mixed. The sand, fly ash, course aggregate and steel fibres& Polypropylene fiberare measured accurately and were mixed in dry state for normal concrete. Selected percentage of alkaline solution is spread over the concrete mix and mixed thoroughly for five minutes. 3.6.3 Workability of concrete Freshly mixed geopolymer concrete is viscous in nature. During polymerization process, water comes out therefore methods like slump cone test is not suitable to measure workability as concrete subside for long time while in compaction factor test, concrete cannot flow freely. So, flow table test is used for workability. Flow table test(IS: 1199- 1959) The flow table apparatus shall be constructed in accordance with IS 5512:1983. The apparatus shall consist of an integrally-cast rigid iron frame and a circular rigid table top 250 ± 2.5 mm in diameter, with a shaft attached perpendicular to the table top by means of a screw thread. The table top, to which the shaft with its integral contact shoulder is attached, shall be mounted on a frame in such a manner that it can be raised and dropped vertically through 12 mm height with a tolerance in height of ± 0.1 mm for new table and ±0.4 mm for table in use, by means of a rotated cam.

27

Snehal Deshmukh, Manoj Wagh AS per IS: 1199 – 1959, immediately preceding the test, the table top, and inside of the mould shall be wetted and cleaned of all gritty material and the excess water removed with a rubber squeezer. The mould, centered on the table, shall be firmly held in place and filled in two layers, each approximately one-half the volume of the mould. Each layer shall be rodded with 25 strokes of a straight round metal rod 1.6 cm in diameter and 61 cm long, rounded at the lower tamping end. The strokes shall be distributed in a uniform manner over, the cross-section of the mould and shall penetrate into the underlying layer. The bottom layer shall be rodded throughout its depth. After the top layer has been rodded, the surface of the concrete shall be struck off with a trowel so that the mould is exactly filled. The excess concrete which has overflowed the mould shall be removed and the area of the table outside the mould again cleaned. The mould shall be immediately removed from the concrete by a steady upward pull. The table shall then be raised and dropped 12.5 mm, 15 times in about 15 seconds. The diameter of the spread concrete shall be the average of six symmetrically distributed caliper measurements read to the nearest 5 mm. The flow of the concrete shall be recorded as the percentage increase in diameter of the spread concrete over the base diameter of the moulded concrete, calculated from the following formula:

Flow, percent =

Spread diameter in cm – 25 25

x 100

Figure No.3.5 Flow Table Test Apparatus 28

Snehal Deshmukh, Manoj Wagh Table 3.13 RESULT FOR WORKABILITY TEST Identification of Spread mark

in Workability

Diameter (cm)

(%)

12 M

37.2

48.8

13 M

36.8

47.2

14M

36.2

44.8

0.2% S

34.5

38

0.4 %S

34

36

0.6% S

33.4

33.60

0.8 %S

32.9

31.6

1% S

32.2

28.8

0.2 P

32.8

31.2

0.4 P

32.1

28.4

0.6 P

31.9

27.6

0.8 P

31.6

26.4

1P

31.4

25.60

Degree

of

Workability

Medium

3.6.4 Placing of concrete The fresh concrete will be placed in the moulds by trowel.Concrete will be mixed thoroughly and placed in the mould in three layers 3.6.5 Compaction of concrete Concrete is compacted by electrically operated Table vibrator with suitable fixing frame.The vibration is continued till fly ash slurry just ooze out on surface of moulds. Care is taken of cement slurry not to spill over, due to vibration and segregation. 3.6.6 Finishing of concrete After removing from vibrating table, the moulds will be kept on ground for finishing and covering up for any leftover position. The concrete is worked with trowel to give uniform surface. The additional concrete is chopped off from top surface of the mould for avoiding over sizes etc. Identification marks are given on the specimens. 3.6.7 Demoulding andCuring of Test specimens The specimens were demoulded after 24 hours of casting and immediately stored in the oven for 1 day at 60 0 C temperature. 29

Snehal Deshmukh, Manoj Wagh 3.7Testing Of Specimen 3.7.1Compressive Strength Test:(IS 516:1959) For compressive strength test, cube specimens of dimensions 150 x 150 x 150 mm were

cast

for

M30

grade

of

concrete

for

Different

molarity

of

solution(12M,13M,14M) &Na2SiO3/NAOH ratio (2) & Vibration was given to the molds using table vibrator. The top surface of the specimen was leveled and finished. After 24 hours the specimens were de-molded and were transferred to curing tank wherein they were allowed to cure for 28 days. After the age 3 rd, 7th& 28th days curing, these cubes were tested on Universal testing machine. The failure load was noted. The compressive strength was calculated as follows. Compressive strength (MPa) = Failure load / cross sectional area

Figure No 3.7: Compressive strength test setup 3.7.2 Flexural strength test: (IS 516:1959) For flexural strength test beam specimens of dimension 100x100x500 mm were cast. The specimens were de-molded after 24 hours of casting and were transferred to 30

Snehal Deshmukh, Manoj Wagh ovenwherein they were allowed to cure for 1 day. These flexural strength specimens were tested under two point loading as per I.S. 516-1959, on 14 th& 28th daysover an effective span of 400 mm on Flexural testing machine. Load and corresponding deflections were noted up to failure. In each category three beams were tested and their average value is reported

Figure No 3.8: Flexural strength test setup

The flexural strength was determined by the formula fcr = Pf L / bd2 or 3Pf a / bd2 Where, fcr= Flexural strength Pf = Central load through two point loading system, N L = Span of beam, mm b = Width of beam, mm d = Depth of beam, mm a = distance between line of fracture to the nearest support, mm. Where, L = Centre to center distance between the support = 400 mm, b = width of specimen=100 mm d = depth of specimen= 100

3.7.3 Split Tensile strength test:(IS 5816:1999) For Split tensile strength test, cylinder specimens of dimension 150 mm diameter and 300 mm length were cast. The specimens were de-molded after 24 hours of casting 31

Snehal Deshmukh, Manoj Wagh and were transferred to curing tank wherein they were allowed to cure for 28 days. These specimens were tested under compression testing machine. In each category three cylinders were tested and their average value is reported.

Figure No 3.9: Cylinder split tensile test setup Split Tensile strength was calculated as follows as split tensile strength: Split Tensile strength (MPa) = 2P / π DL, Where, P = failure load D = diameter of cylinder L = length of cylinder

3.8 Ultrasonic pulse velocity test (IS 13311-Part 1:1992) An ultrasonic pulse velocity test is an in-situ, nondestructive test to check the quality of concreteand natural rocks. In this test, the strength and quality of concrete or rock is assessed by measuring the velocity of an ultrasonic pulse passing through a concrete structure or natural rock formation. This test is conducted by passing a pulse of ultrasonic wavethrough concrete to be tested and measuring the time taken by pulse to get through the structure. Higher velocities indicate good quality and continuity of the material, while slower velocities may indicate concrete with many cracks or voids. Ultrasonic testing equipment includes a pulse generation circuit, consisting of electronic circuit for generating pulses and a transducer for transforming 32

Snehal Deshmukh, Manoj Wagh electronic pulse into mechanical pulse having an oscillation frequency in range of 40kHz to 50kHz, and a pulse reception circuit that receives the signal. The transducer, clock, oscillation circuit, and power source are assembled for use. After calibrationto a standard sample of material with known properties, the transducers are placed on opposite sides of the material. Pulse velocity is measured by a simple formula:

Figure No 3.10: Ultrasonic pulse velocity test setup Table No 3.10 RELATION BETWEEN PULSE VELOCITY & QULAITY OF CONCRETE Pulse velocity (Km/Sec)

Quality of concrete

Above 4.5

Excellent

3.5-4.5

Good

3-3.5

Medium

Below 3

Doubtful

(As per table 2 of IS 13311(part 1)-1992)

33

Snehal Deshmukh, Manoj Wagh 3.9 Rebound hammer test (IS 13311-Part 2:1992) The hammer measures the rebound of a spring-loaded mass impacting against the surface of the sample. The test hammer will hit the concrete at a defined energy. Its rebound is dependent on the hardness of the concrete and is measured by the test equipment. By reference to the conversion chart, the rebound value can be used to determine the compressive strength. When conducting the test the hammer should be held at right angles to the surface which in turn should be flat and smooth.

Figure No 3.10: Rebound hammer test setup 3.10 Electrical Conductivity test on concrete [3] During testing,a low frequency electrical current passes between the two electrodes (passing throught the entire specimen) while the voltage drop is measured. The test is performed for both AC & DC currents. Specimens were removed from the curing condition only a few moments before the test start.Each specimen was wiped with a damp cloth to remove excess surface water. To ensure good electrical contact between the specimen and electrodes (stainless steel plate with 1.95 mm thick) a wet sponge were placed and force was applied to maintain a constant and uniform stress distribution over theentire face of the specimen. First measurements is performed on AC and then on DC current.A preliminary study was undertaken to evaluate ehat type of wave frequency should be used in AC measurements. In this case , result showed that the sinusoidal current 34

Snehal Deshmukh, Manoj Wagh wave with a frequency of 10 Hz, had the best performance with good responsibility to characterized the concrete. The electric resistivity measurements using the technique of two-plate electrode method is obtained from the average of two measurements.

Figure No 3.11: Electrical conductivity test setup 3.11Details of Test Specimens for Tests on Hardened Concrete The specimen used was cubes, beams specimens and cylinder specimens. Dimensions of each test specimen are as under: Cube

: 150 mm x 150 mm x 150 mm

Beam

: 100 mm x 100 mm x 500 mm

Cylinder

: 150 mm Diameter x 300 mm Length



Beam specimens should be used to determine flexural strength.



Cubes of 150mm should be used to find the compressive strength,



Cylinder specimens should be used to determine the splitting tensile strength.

3.12 Limitation of work 1. Geopolymer concrete is not widely used in applications. 2. Requirement of heat curing either steam or dry for setting of GPC is major limitation 3. Geopolymer solution of the required specification is not easily available. 4. High alkalinity environment produces health hazard to workers

35


CHAPTER 4 TEST RESULTS AND DISCUSSIONS 4.1 General The tests on hardened concrete are carried out according to relevant standards wherever applicable. Various tables presented in this chapter show the results obtained from the test on hardened concrete.

4.2Hard Concrete Test Result: Testing of hardened concrete plays an important role in controlling and confirming the quality of cement concrete work. Tests are made by casting cubes, beams, and cylinder from the actual concrete. The effect of steel fibres& Polypropylene fiber on compressive strength, flexural strength, split tensile strength, of hardened geopolymer concrete were studied.

4.2.1 Compression Strength Test Results:

Molarity of NaOH

TABLE 4.1 RESULT FOR VARYING MOLARITY 3 Days 7 Days 7 Days Compressive Compressive Compressive Strength(N/mm2) Strength(N/mm2) Strength(N/mm2)

12 M 13 M 14 M

31.38 34.12 27.36

37.12 42.49 32.16

43.82 49.01 38.45

Compressive strength (N/mm2)

60 50 40

38.25

30

3 days

20

7 days

10

28 days

0 12

13

14

Molarity of NaOH

Graph no4.1: Compressive strength Results of varying Molarity 36

Snehal Deshmukh, Manoj Wagh Discussion From the test result, It can be seen that,

1. Compressive strength of Geopolymer concrete increases with increase in Molarity ofNaOHsolution. 2. Strength is exponential to the time. maximum strength gain achieved only at 3 days. 3. Increase in compressive strength achieved from 12M to 13M.Maximum compressive strength achieved at 13M.It gives % strength increase of 11.84% from 12M to 13M. 4. Decrease in compressive strength achieved from 13M to 14 M. Maximum strength achieved at 13M.It gives % strength decrease of 21.54% from 13M to 14 M. TABLE 4.2 COMPRESSIVE STRENGTH RESULT FOR VARYING PERCENTAGE OF STEEL FIBER % of steel fibre 0.2 0.4 0.6 0.8 1

3 Days Compressive Strength(N/mm2) 37.55 40.14 43.1 43.99 41.92




60 50 40

38.25

30

3 DAYS

20

7 DAYS 28 DAYS

10 0 0.2

0.4

0.6 % of steel fiber

0.8

1

Graph no4.2 :Compressive strength Result of varying % of steel fiber

37

Snehal Deshmukh, Manoj Wagh Discussion From the test result, It can be seen that, 1. The increase in compressive strength of steel fibre reinforced geopolymer concrete was found to be increased as compared togeopolymer concrete. The maximum compressive strength is achieved with 0.8 % of mass of steel fibres by mass of geopolymer concrete.further addition of steel fiber, compressive strength gates decreases. It gives % strength increase of 14.54 %. 2. Optimum steel fibre content for maximum values of compressive strength of geopolymer concrete for steel fiber was 0.8% of mass of GPC 3. Workability of GPC reduces with increase in percentage of steel fiber.

TABLE 4.3 COMPRESSIVE STRENGTH RESULT FOR VARYING PERCENTAGE OF POLYPROPELENE FIBER


% of polypropyle ne fibre 0.2 0.4 0.6 0.8 1




60 50

40

38.25

3 days

30

7 days

20

28 days

10 0 0.2

0.4

0.6

0.8

1

% of polypropylene fiber

Graph No-4.3: Compressive strength Result of Polypropylene fiber for 13M 38

Snehal Deshmukh, Manoj Wagh Discussion From the test result, It can be seen that,

1. Compressive strength of Geopolymer concrete with polypropelene fiber increased with addition of polypropelene fiber with 0.2% of mass of Geopolymer concrete.Further addition of polypropylene fiber compressive strength gates reduced.It gives % strength increase of 04.83 %. 2. Optimum Polypropylene fibre content for maximum values of compressive strength of geopolymer concrete for steel fiber was 0.2% of mass of GPC 3. Workability of GPC reduces with increase in percentage of Polypropylene fiber.

4.2.2

Flexural test result

Flexural strength (N/mm2)

TABLE 4.4 FLEXURAL STRENGTH RESULT FOR VARYING MOLARITY

Molarity of NaOH

14 Days Flexural Strength (N/mm2)

28 Days Flexural Strength (N/mm2)

12 M 13 M 14 M

7.61 8.12 7.51

8.12 8.78 7.96

10 9 8 7 6 5 4 3 2 1 0

14 days 28 days

3.83

12

13

14

Molarity of NaOH

Graph no4.4:Flexural strength Results of varying Molarity

39


Discussion From the test result, It can be seen that, 1. Flexural strength of Geopolymer concrete increases with increase in Molarity ofNaOHsolution. 2. Flexural strength increase from 12M to 13M up to 8.12% &decrease from 13M to 14M up to 9.33% 3. Maximum strength is obtained at 13M.

TABLE 4.5 FLEXURAL STRENGTH RESULT FOR VARYING PERCENTAGE OF STEEL FIBER % of steel fibre 0.2 0.4 0.6 0.8 1

14 Days Flexural Strength(N/mm2)


8.48 8.96 9.38 9.61 9.94

9.05 9.45 9.9 10.12 10.52

12


14 days 10

28 days

8 6 4

3.83

2 0 0.2

0.4

0.6

0.8

1

% of Polypropylene fiber

Graph No-4.5:Flexural strength Result of Steel fiber for 13M Discussion From the test result, It can be seen that,

40

Snehal Deshmukh, Manoj Wagh 1. The increase in Flexural strength of steel fibre reinforced geopolymer concrete was found to be increased as compared togeopolymer concrete. The maximum Flexural strength is achieved with 1 % of mass of steel fibres by mass of geopolymer concrete. It gives % strength increase of 19.81 %. TABLE 4.6 FLEXURAL STRENGTH RESULT FOR VARYING PERCENTAGE OF POLYPROPELENE FIBER


% of polypropyle ne fibre 0.2 0.4 0.6 0.8 1



9.67 9.37 8.82 8.01 6.98

10.22 9.82 9.31 8.58 7.51

12 11 10 9 8 7 6 5 4 3 2 1 0

14 days 28 days

3.83

0.2

0.4

0.6

0.8

1


Graph no4.6: Flexural strength Result of Polyproplene fiber for 13M Discussion From the test result, It can be seen that,

1. Flexural strength of Geopolymer concrete with polypropelenefiber increased with addition of polypropylenefiber with 0.2% of mass of Geopolymer concrete. It gives % strength increase of 16.40 %.

41


4.2.3 Split tensile test result TABLE 4.7 SPLIT TENSILE TEST RESULT FOR VARYING MOLARITY Molarity of NaOH

14 Days Split tensile Strength(N/mm2)

28 Days Split Strength(N/mm2)

12 M 13 M 14 M

4.32 4.68 4.1

4.88 5.2 4.72

Split tensile strength (N/mm2)

6 5 4

3.83

3

14 days

2

28 days

1 0 12

13

14

Molarity of NaOH

Graph no4.7: Split tensile test Results of varying Molarity Discussion From the test result, It can be seen that, 1. Split tensile strength increases with increase in Molarity. 2. From 12M to 13M split tensile strength increases up to 6.55% & from 13M to 14M strength decreases up to 9.23% 3. Maximum Split tensile strength is achieved at 13 M. TABLE 4.8 SPLIT TENSILE TEST RESULT FOR VARYING PERCENTAGE OF STEEL FIBER % of steel fibre 0.2 0.4 0.6 0.8 1

14 Days Split tensile Strength(N/mm2) 4.62 5.01 5.48 5.94 6.62 42

28 Days Split tensile Strength(N/mm2) 5.49 5.97 6.38 6.9 7.82



9 8

14 days

7

28 days

6 5 4

3.83

3 2 1 0 0.2

0.4

0.6

0.8

1


Graph no4.8:Split tensile test Result of Steel fiber for 13M Discussion From the test result, It can be seen that, 1. The increase in Split tensile strength of steel fibre reinforced geopolymer concrete was found to be increased as compared to geopolymer concrete. The maximum Split tensile strength is achieved with 1 % of mass of steel fibres by mass of geopolymer concrete. It gives % strength increase of 50.38 %. TABLE 4.9 SPLIT TENSILE TEST RESULT FOR VARYING PERCENTAGE OF POLYPROPELENE FIBER % of polypropyle ne fibre 0.2 0.4 0.6 0.8 1


43




6 5 4 3

14 days

2

28 days

1 0 0.2

0.4

0.6

0.8

1


Graph no4.9: Split tensile test Result of Polyproplene fiber for 13M Discussion From the test result, It can be seen that, 1. Split tensile strength of Geopolymer concrete with polypropelenefiber increased with addition of polypropelenefiber with 0.2% of mass of Geopolymer concrete. It gives % strength increase of 3.31%.

4.2.4 NDT test result 4.2.4.1 Ultrasonic pulse velocity test TABLE 4.10 UPV TEST RESULT FOR VARYING MOLARITY Ultrasonic pulse Concrete Molarity of velocity Quality NaOH (Km/sec) Grading Good 12 M 3.72 13 M Good 3.91 14 M Good 3.64

44


Ultrasonic pulse velocity result 4.5

Velocity (Km/Sec)

4 3.5 3 2.5 2 1.5 1 12

13

14

Molarity of NaOH

Graph no-4.10: Ultrasonic pulse velocityResult for varying molarity Discussion From the test result, It can be seen that, 1. Ultrasonic pulse velocity is related to the density of the concrete.AS Molarity increases velocity also increases up to 13M.but beyond 13M velocity starts decreasing. 2. Percentage increase in velocity from 12M to 13M is 5.10% & percentage decrease in velocity from 13M to 14M is 6.90%. 3. It was observed that concrete is of Good quality.As Velocity is between 3.54.5km/sec.

TABLE 4.11 UPV TEST RESULT FOR VARYING PERCENTAGE OF STEEL FIBER % of steel fiber 0.2 0.4 0.6 0.8 1

Ultrasonic pulse velocity (Km/sec) 4.12 4.38 4.62 4.82 4.97

45

Concrete quality Grading Good Good Excellent Excellent Excellent


Velocity (Km/Sec)

Ultrasonic pulse velocity result 5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.2

0.4

0.6

0.8

1

% of steel Fiber

Graph no 4.11: Ultrasonic pulse velocityResult of Steel fiber for 13M Discussion From the test result, It can be seen that, 1. Ultrasonic velocity of steel fibergeopolymer concrete is more than Geopolymer concrete. 2. Velocity increases with increase in percentage of steel fiber up to 0.8%.this percentage increase in velocity is 27.10% 3. Concrete is good quality for 0.2%, 0.4% of steel fiber.&Excellent quality for 0.6% ,0.8% & 1% of steel fiber. TABLE 4.12 UPV TEST RESULT FOR VARYING PERCENTAGE OF POLYPROPYLENE FIBER % of polypro pylene fibre 0.2 0.4 0.6 0.8 1

Ultrasonic pulse velocity (Km/sec)

Concrete Quality grading

3.78 3.58 3.46 3.34 3.17

Good Good Good Good Medium

46


Ultrasonic pulse velocity result 4

Velocity (Km/Sec)

3.5 3 2.5 2 1.5 1 0.2

0.4

0.6

0.8

1


Graph no-4.12: Ultrasonic pulse velocityResult of Polypropylene fiber for 13M Discussion From the test result, It can be seen that, 1. Ultrasonic pulse velocity starts decreasing from 0.2% of polypropylene fiber. 2. Concrete is of good quality from 0.2% to 0.8% of Polypropylene fibre .but for 1% of Polypropylene fibre concrete is of medium quality.

4.2.4.2 Rebound hammer test results

TABLE 4.13 REBOUND HAMMER TEST RESULT FOR VARYING MOLARITY Molarity of NaOH


12 M 13 M 14 M

45.23 51.65 38.64

47


Rebound hammer test result Rebound number(N/mm2)

61

51 41 31

21 11 1 12

13

14

Molarity of NaOH

Graph no-4.13: Rebound hammer test Result for varying Molarity Discussion From the test result, It can be seen that, 1. The compressive strength of concrete at 28 days obtained with the rebound number was increased up to 13M.But beyond 13M compressive strength gets reduced. 2. Compressive strength increases from 12M to 13M up to 14.19% & decreases from 13M to 14M up to 25.18%.

TABLE 4.14 REBOUND HAMMER TEST RESULT FOR VARYING PERCENTAGE OF STEEL FIBER % of steel fibre 0.2 0.4 0.6 0.8 1

Compressive strength (N/mm2) 51.82 55.1 58.72 61.64 46.18

48



Rebound hammer test result 71 61 51 41 31 21 11 1 0.2

0.4

0.6 % of steel fiber

0.8

1

Graph no-4.14: Rebound hammer test result of Steel fiber for 13M Discussion From the test result, It can be seen that,

1. From rebound hammer test ,It was observed that Compressive strength of Steel fibre geopolymer concrete is greater than Geopolymer concrete. 2. Compressive strength increases up to 0.8 % of steel fibre .It gives percentage strength increase of 19.34%.Beyond 0.8% strength gates reduced.

TABLE 4.15 REBOUND HAMMER TEST RESULT FOR VARYING PERCENTAGE OF POLYPROPYLENE FIBER % of polypro pylene fibre 0.2 0.4 0.6 0.8 1

Compressive strength (N/mm2) 57.12 46.88 34.18 21.47 13.68

49


Rebound hammer test result Rebound number(N/mm2)

61

51 41 31

21 11 1 0.2

0.4

0.6

0.8

1

% of polypropylene fiber

Graph no-4.15: Rebound hammer test Result of Polypropylene fiber for 13M Discussion From the test result, It can be seen that, 1. Compressive strength of Polypropylene fibre geopolymer concrete is starts decreasing beyond 0.2% of polypropylene fibre. 2. For 0.2% of Polypropylene fibre ,it gives percentage strength increase of 10.59%. 4.2.4.3 Electrical conductivity test results TABLE 4.16 ELECTRICAL CONDUCTIVITY SAMPLE CALCULATION Title

Symbol

Unit

Voltage

V

100

V

Current

I

75.1

mA

Resistance

R

1.33

Ω

Conductance

C

0.751

Ω−1

Resistivity

ρ

Conductivity

σ

0.1995 0.00500

50

Ωm Ω−1m

Snehal Deshmukh, Manoj Wagh TABLE 4.17 ELECTRICAL CONDUCTIVITY TEST RESULT FOR VARYING MOLARITY Molarity of NaOH 12 M 13 M 14 M

Electrical Conductivity AC Current DC Current 0.0046 0.0038 0.0068 0.0059 0.0076 0.0068

Electrical conductivity Ω−1m

Electrical conductivity test result 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0

AC Current Dc Current

12

13

14

Molarity of NaOH

Graph no-4.16: Electrical conductivity test Result for varying Molarity Discussion From the test result, It can be seen that, 1. Electrical conductivity increases with increase in Molarity of NaOH. 2. From 12M to 14M increases in percentage of electrical conductivity is 78.94% TABLE 4.18 ELECTRICAL CONDUCTIVITY TEST RESULT FOR VARYING PERCENTAGE OF STEEL FIBER % of steel fibre 0.2 0.4 0.6 0.8 1

Electrical Conductivity AC Current

DC Current

0.00772 0.0126 0.0168 0.02042 0.02213

0.0058 0.0102 0.0145 0.0178 0.0197

51


Electrical conductivity test result Electrical conductivity Ω−1m

0.03 0.025 0.02 0.015 AC Current

0.01

DC Current

0.005 0 0.2

0.4

0.6

0.8

1

% of steel fibre

Graph no-4.17: Electrical conductivity test Result for steel fibre for 13M Discussion From the test result, It can be seen that, 1. Electrical conductivity increases with increase in Percentage of steel fiber TABLE 4.19 ELECTRICAL CONDUCTIVITY TEST RESULT FOR VARYING PERCENTAGE OF POLYPROPYLENE FIBRE % of polypropyle ne fibre 0.2

AC Current

DC Current

0.00502

0.00434

0.4

0.00386

0.00318

0.6

0.00285

0.00232

0.8

0.0023

0.00168

1

0.00198

0.00132

Electrical Conductivity

52


Electrical conductivity Ω−1m

Electrical conductivity test result 0.006 0.005 0.004 0.003 AC Current

0.002

DC Current

0.001 0 0.2

0.4

0.6

0.8

1

% of Polypropylene fibre

Graph no-4.18: Electrical conductivity test Result for Polypropylenefibre for 13M Discussion From the test result, It can be seen that, 1. Electrical conductivity decreases with increase in Percentage of Polypropylene fibre.

53


CHAPTER 5 PROBLEM STATEMENT Research suggests that geopolymer concrete has very similar properties to OPC concrete. Some properties of geopolymer concrete have been found to exceed that of OPC concrete.The relationship between concrete used for infrastructure and the use of Ordinary Portland Cement (OPC) sees an increased use of OPC concrete when the demand for more civil infrastructure projects increases. Research papers suggest that the production of 1 tonne of OPC cement produces 1 tonne of CO2 into the Earth's atmosphere. At present time there is a large focus on the environment and associated environmental impact of products and materials. The production of concrete is responsible for 4 % of man-made global warming. It has been reported in literature that geopolymer concrete produces less carbon emissions.The results formulated from this report will indicate that the method of curing and temperature will affect the compressive strength development but will not affect the ultimate compressive strength of geopolymer concrete. Construction is one of the fast growing fields worldwide. 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. Since the Lime stone is the main source material for the ordinary Portland cement an acute shortage of limestone may come after 25 to 50 years. More over while producing one ton of cement, approximately one ton of carbon dioxide will be emitted to the atmosphere, which is a major threat for the environment. In addition to the above huge quantity of energy is also required for the production of cement. Hence it is most essential to find an alternative binder. The Cement production generated carbon dioxide, which pollutes the atmosphere. The Thermal Industry produces a waste called fly-ash which is simply dumped on the earth, occupies larges areas. The waste water from the Chemical Industries is discharged into the ground which contaminates ground water. By producing Geopolymer Concrete all the above mentioned issues shall be solved by rearranging them.    

To find an alternative for the ordinary Portland cement. To reduce CO2 emission and produce eco-friendly concrete. To develop a cost efficient product. To provide high strength concrete than ordinary Portland concrete. 54


CHAPTER 6 FIELD APPLICATION 6.1Pavements A typical light pavement, 900 meters long by 5.5 meters wide, was cast using Grades 25 MPa and 40 MPa. A variety of construction procedures were used to assess pump compared with chute placement, saw cutting compared with wet formed tooled joints, manual compared with power troweling. A noticeable difference to GP concrete is that the geopolymer concrete had no available bleed water rising to the surface. To maintain adequate surface moisture for screeding, floating and troweling operations as well as provide protection against drying, an aliphatic alcohol based surface spray was used throughout the entire placement period. The pavement slab for a weighbridge at the Port of Brisbane was cast in November 2010 using Grade 32 MPa geopolymer concrete. Geopolymer has also been used in footpath applications by various local councils.

Fig No : 6.1 Placing of pavement using geopolymer concrete

6.2 Boat Ramp An extremely innovative application made possible under an R&D project by QLD Transport and Main Roads, Department of Maritime Safety. The existing in-situ concrete boat ramp at Rocky Point, Bundaberg was due for replacement due to severe deterioration. Wagners were awarded an R&D tender to replace the ramp using an 55

Snehal Deshmukh, Manoj Wagh entirely novel form of construction material - precast concrete boat plank units made from Grade 40 geopolymer concrete and reinforced with Glass Fibre Reinforced Polymer (GFRP) reinforcing bar. The approach slab on ground to the ramp was made from site cast geopolymer and similarly reinforced with GFRP. The project was successfully completed during November - December 2011. The precast ramp units were manufactured at Wagners precast facility in Toowoomba, while the site cast geopolymer for the approach slab was batched in Toowoomba, trucked to site with a 6.5 hour transit time and then activated with the chemical activators on site. A unique feature of this particular geopolymer is that the entire batch constituents can be mixed in a truck bowl and remain completely dormant until the activator chemicals are added.

Fig no 6.2 : Boat ramp

6.3 Precast Bridge Decks One of the earliest fully structural applications of this geopolymer was the Murrarie Plant site bridge. This is a composite bridge structure made from pultruded fiber glass girders acting compositely with a Grade 40 geopolymer bridge deck. The bridge was prefabricated at Wagners Toowoomba CFT factory and brought to site for installation in 2009. The bridge has been successfully in service since that date with continual concrete agitator truck loadings and no signs of distress. 56

Snehal Deshmukh, Manoj Wagh The Bundaleer Road Bridge, West Moggill, Brisbane was constructed and installed during May-June 2012. This project is another example of a composite pultruded girder and Grade 40 geopolymer deck bridge structure. The geopolymer concrete deck acts as the compression flange to the bridge as well as providing a serviceable wearing deck. The client was the Brisbane City Council and the certifying engineer i-cubed Pty Ltd.

Fig No 6.3 : Precast bridge deck

57


CHAPTER 7 CONCLUSION 

Molarity of sodium hydroxide is major parameter which affects the mechanical strength of geopolymer concrete as follows i.

Increase

in

compressive

strength

achieved

from

12M

to

13M.Maximum compressive strength achieved at 13M.It gives % strength increase of 11.84% from 12M to 13M. ii.

As molarity increases from 13M to 14M, sodium hydroxide further adversely affect the compressive strength and decreases by 21.54 %.

iii.

Flexural strength increases with increase in Molarity of NaOH up to 13M. It gives percentage increase of 8.12%. From 13M to 14M Flexural strength decrease .It gives percentage decrease of 9.33%

iv.

Split tensile strength increases with increase in Molarity of NaOH up to 13M. It gives percentage increase of 6.55 %. From 13M to 14M Split tensile strength decrease .It gives percentage decrease of 9.23 %

v.

Ultrasonic pulse velocity increases with increase in Molaity of NaOH. From 12M to 13M percentage increase in velocity is 5.10 % & from 13M to 14M percentage decrease in strength is 6.90 %.

vi.

From rebound hammer test, It was observed that, Increase in compressive strength achieved from 12M to 13M.Maximum compressive strength achieved at 13M.It gives % strength increase of 14.19 % from 12M to 13M.Decrease in compressive strength achieved from 13M to 14 M. It gives % strength decrease of 25.18 % from 13M to 14 M.

vii.

Electrical conductivity increases with increase in Molarity of NaOH. From 12M to 14M increase in percentage of electrical conductivity is 78.49%.

 The increase in strength of steel fibre reinforced geopolymer concrete was found to be increased as compared to geopolymer concrete.Increase in volume fraction of steel fibers decreases the workablity of Geopolymer concrete.Usage of steel fibre in Geopolymer concrete significantly increases the Compressive strength, Split tensile strength ,Flexural strength, Ultrasonic pulse velocity & electrical conductivity as follows: 58

Snehal Deshmukh, Manoj Wagh i.

The maximum compressive strength is achieved with 0.8 % of mass of steel fibres by mass of geopolymer concrete. It gives % strength increase of 14.54 %.

ii.

The maximum Flexural strength is achieved with 1 % of mass of steel fibres by mass of geopolymer concrete. It gives % strength increase of 19.81 %

iii.

The maximum Split tensile strength is achieved with 1 % of mass of steel fibres by mass of geopolymer concrete. It gives % strength increase of 50.38 %.

iv.

Ultrasonic pulse velocity increases with increase in percentage of steel fibre.this velocity increases up to 1 % of steel fibre. It gives percentage increases in velocity of 27.01%.

v.

From rebound hammer test it was observed that, maximum compressive strength is achieved with 1% of mass of steel fibres by mass of geopolymer concrete. It gives % strength increase of 19.34 %.

vi.

Electrical conductivity increases with increase in percentage of steel fibre it gives increase in percentage of 100%.



Geopolymer concrete with polypropylene fibers not significantly increases strength but reduces the formation of cracks. Strength of Geopolymer concrete with polypropylene fibre is as follows: i.

Compressive strength of Geopolymer concrete with polypropylene fiber increased with addition of polypropylene fiber with 0.2% of mass of Geopolymer concrete. It gives % strength increase of 04.83 %.With further addition of polypropylene fibre strength gate decreases.

ii.

Optimum fibre content for maximum values of compressive strength of geopolymer concrete for steel & polypropylene fiber was 0.8% & 0.2% of mass of GPC respectively. The maximum percentage increase in compressive strength for steel &polypropylene fibers are 14.54%, 04.83 % respectively.

iii.

Flexural strength of Geopolymer concrete with polypropylene fiber increased with addition of polypropylene fiber with 0.2% of mass of Geopolymer concrete. It gives % strength increase of 16.40 %.

iv.

Split tensile strength of Geopolymer concrete with polypropylene fiber increased with addition of polypropylene fiber with 0.2% of mass of Geopolymer concrete. It gives % strength increase of 3.31 %. 59

Snehal Deshmukh, Manoj Wagh v.

Ultrasonic pulse velocity increases with increase in percentage of steel fibre.this velocity increases up to 1 % of steel fibre. It gives percentage increases in velocity of 27.01%.

vi.

From rebound hammer test, It was observed that, Compressive strength of Geopolymer concrete with polypropylene fiber increased with addition of polypropylene fiber with 0.2% of mass of Geopolymer concrete. It gives % strength increase of 10.59 %.beyond 0.2% of polypropylene fibre strength decreases.

vii.

Electrical conductivity decreases with increase in percentage of steel fibre % decrease in percentage of Polypropylene fibre.



Strength developed is exponential to time. During early phase, the rate of strength development is high, and later decreases over time.70 strength achieved at 7 days.

60


CHAPTER 8 REMARKS 

In the present study fly ash used which is rich in silica and alumina to produce geopolymer concrete with the help of sodium hydroxide and sodium silicate chemicals. It can be used by conventional mixing but special precautions need to be taken while handling and mixing.



In geopolymer concrete, cement was totally replaced by industrial waste like fly ash etc. As geopolymer concrete utilizes the industrial waste for producing the binding material in geopolymer concrete, so it can be considered as eco-friendly material.



Strength developed is exponential to time. During early phase, the rate of strength development is high, and later decreases over time.



The average density of geopolymer concrete was similar to that of ordinary Portland cement.



Workability of concrete reduces with increase in the quantity of fiber. .



Geopolymer concrete does not only contribute to the greenhouse gas emission but also disposal coast of industrial waste.



With addition of polypropelenefiber reduces the development of cracks



Geopolymer concrete is environmental friendly.



The reduced CO2 emissions of Geopolymer cements make them a good alternative to ordinary Portland cement



Low-calcium fly ash-based geopolymer concrete has excellent compressive strength.

61


PUBLICATIONS

Sr. No.

1.

Journal / Conference

Title of Paper

Month and Year

Civil P.G. Conference

Effect of inclusion of steel fiber & polypropylene fiber on mechanical properties of geopolymer concrete

organized by SPPU

June, 2016.

A study of Geopolymer concrete as 2.

a sustainable material for smart building

62

REDSC National Conference

January 2016


CHAPTER 9 REFERENCES 1. M. Tamil Selvi, Dr.T.S.Thndavamoorthy, FIE “Studies on Properties of Steel &PolypropleneFiber

Reinforced

Concrete

without

any

Admixture”

International Journal of Engineering Research and Development Volume 3, Issue 1, July 2013 2. A.T.Sayyad, and S. V. Patankar , “Effect of steel fibre sand low calcium fly ash on mechanical and elastic properties of geopolymer concrete composites,” Indianjournal of material science,vol.2013, artical ID 357563. 3. S. S. Patil and A. A. Patil(2015)”Properties of Polypropylene Fiber Reinforced

Geopolymer

Concrete”International

Journal

of

Current

Engineering and Technology , Vol.5, No.4 (Aug 2015) 4. P.GanapatiNaidu,A.S.S.N.Prasad,P.V.V.Satayanarayana(2012) “A Study On Strength Properties Of Geopolymer Concrete With Addition Of G.G.B.S” International Journal ofEngineering Research and Development Volume 2, Issue 4, PP. 19-28 5. Mohammed Rabbani Nagral,TejasOstawalManojkumar V Chitawadagi“Effect of curing Hours On theproperties of Geo polymer concrete” International Journal of Computatinal Engineering Research( IJCER) Vol 04 6. Gum Sung Ruy,Young Bok Lee, Kyung TaekKoh (2013) “The Mechanical properties of Fly ash Bases Geopolymer concrete with alkaline Activator” 7. Prakash R.Vora,Urmil V. Dave(2012) “Parametric Studies on compressive Strength of Geopolymer Concrete” 8. S. V. Patankar, S. S. Jamkar, and Y. M. Ghugal, “Effect of sodium hydroxide on flow and strength of fly ash based geopolymer mortar” Journal of structural Engineering, vol. 39,no. 1, pp. 7–12,2012. 9. S.SundarKumar,J.Vasugi,P.S.Ambily

and

B.H.Bharatkumar(2013)

“Development and Determination of Mechanical Properties of Fly Ash And Slag Blended GeoPolymer Concrete” International Journal of Scientific &Engineering Research, Volume 4, Issue 8.

63

Snehal Deshmukh, Manoj Wagh 10. Prof.PratapKrishnarao(2013)“DesignofGeopolymer Concrete” International Journal of Innovation Research in Science, Engineering and Technology (IJIRSET) Volume 2 Issue 5. 11. Dr.A.Palaniappan,S.Vasantha,S.SivaPrakasan,S.Prabhu

(2013)“GGBS

as

Alternative to OPC in Concrete as anEnvironment Pollution Reduction Approach” International Journal of Engineering Research and Technology (IJERT) Volume 2 Issue 6. 12. V.supraja ,Mkantarao, “Experimental study on Geopolymer concrete incorporating GGBS” International Journal of Electronics communication 2012(IJECSCSE). 13. B.SivaReddy, J.varaprasad&K.naveenkumarreddy“Strength & workability of low fly ash based Geopolymer Concrete”Indian journal of science & technology vol 3 No 12 Dec 2010 14. Fareed Ahmed Memon, Muhd, Fadhil, Nuruddin, Sadaqatullah Khan, Demieand(2011), “Effect of curing condition on strength of Geopolymer concrete”International journal of civil Engineering vol 3 pp 3. 15. R. Anuradha, V. Sreevidya, R. Venkatasubramani, and B. V.Rangan, “Modified guidelines for geopolymer concrete mix design using Indian standards,” Asian journal of Civil Engineering, vol. 13, pp. 353–364, 2012. 16. Fareed Ahmed Memon, Muhd Fadhil Nuruddin, Sadaqatullah Khan, Nasir Shafiq, TehminaAyub, “ Effect of sodiumum hydroxide concentration on fresh properties and compressive strength of self compactinggeopolymer concrete,”Journal of Engineering Science and technology , Vol. 8, No. 1 (2013) 44 - 56 17. SubhashV.Patankar et al ,”Mix design of Fly Ash based geopolymer concrete” 18. (BESS

SB

13-Page-159)

Building

Enclosure

Sustainability

Symposium,California. 19. Paula Cristina Silva et al“Electrical conductivity as a means of Quality control of concrete”-Influence of test procedure”, International conference on durability of builidnd materials & components. April 2011.

64

Snehal Deshmukh, Manoj Wagh 20. IS 456:2000, ―Indian Standard plain and reinforced concrete-Code of Practice‖, Bureau of Indian Standards, New Delhi, 2000. 21. IS 3812-1 (2003): Specification for Pulverized Fuel Ash,Part 1: For Use as Pozzolana in Cement, Cement Mortar andConcrete [CED 2: Cement and Concrete]

65


CHAPTER 10 PHOTO GALLARY

Photo No 10.1 :Fly Ash

Photo No 10.2 :Sodium Silicate solution

66


Photo No 10.3 :Measurement of sodium Hydroxide flakes

Photo No 10.4 :Preparation ofNaOHsolution

67


Photo No 10.5 :Geopolymer concrete Mixing

Photo No 10.6 :Filling mould with Geopolymer concrete

68


Photo No 10.7 :Performing workability test

Photo No 10.8: Compaction of Geopolymer concrete 69


Photo No 10.9 :Placing Geopolymer concrete blocks in oven

Photo No 10.10 :Performing compression test on cube 70


Photo No 10.11 :Performing flexural test on beam

Photo No 10.12 :Performing split tensile test on cylinder

71


Photo No 10.13: Performing Ultrasonic pulse velocity test

Photo No 10.14 :Rebound hammer appratus

72


Photo No 10.15 :Performing Rebound hammer test

Photo No 10.16: Electrical conductivity test set up

73


Photo No 10.17 :Performing Electrical conductivity test

74