Investigation On Steel Fibre Reinforced Geo Polymer ... · PDF filethe two variables which are all influence the performance of the steel fibre reinforced Geo Polymer concrete were

ADVANCES in NATURAL and APPLIED SCIENCES

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2016 Special 10(10): pages 81-97 Open Access Journal

To Cite This Article: Anuradha. R and Roobha lavanya. M., Investigation On Steel Fibre Reinforced Geo Polymer Concrete Using By Products Of Industrial Waste. Advances in Natural and Applied Sciences. 10(10); Pages: 81-97

Investigation On Steel Fibre Reinforced Geo

Polymer Concrete Using By Products Of

Industrial Waste

1Anuradha. R and 2Roobha lavanya. M

1Associate professor, Dept. of civil engineering, SNS college of technology, Coimbatore-641035, India. 2PG scholar, SNS college of technology, Coimbatore-641035, India. Received 27 May 2016; Accepted 28 June 2016; Available 12 July 2016

Address For Correspondence:

Anuradha. R, Associate professor, Dept. of civil engineering, SNS college of technology, Coimbatore-641035, India.

E-mail: [email protected]

Copyright © 2016 by authors and American-Eurasian Network for Scientific Information (AENSI Publication).

This work is licensed under the Creative Commons Attribution International License (CC BY).

http://creativecommons.org/licenses/by/4.0/

ABSTRACT The study focusses on to reduce the carbon dioxide (CO2) emission into atmosphere and energy consumption through use of

pozzolanic materials that improve the structural properties. In this concern, the steel fibre reinforced Geo polymer Concrete

(SFRGPC) was prepared with Ground Granulated Blast Furnace Slag (GGBS), Pulverized Fuel Ash (PFA) and Silica Fume as a fully

replacement of ordinary Portland cement (OPC). The initial part of the project is the collection of the source materials and

Activator solutions (Sodium Hydroxide and Sodium Silicate). Then based on the earlier literatures mix design was prepared. Then

the two variables which are all influence the performance of the steel fibre reinforced Geo Polymer concrete were identified.

Geopolymer concrete mixes were prepared using fly ash and activated by alkaline solutions (NaOH and Na2SiO3) with solution to

fly ash ratio of 0.35 (Molarities changed from 8M to 12M). Crimped steel fibres having aspect ratio of 60 with volume fraction of

0.25% to 1.0% by mass of normal geopolymer concrete are used. The trials were done based on the finalized limits for each

variables. Effect of steel fibres and activators on mechanical properties of geopolymer concrete composites (GPCC) has been

presented. The study analyses the impact of steel fibres and activators on the compressive strength, flexural strength and split-

tensile strength of hardened GPCC.

KEYWORDS: Molarity of alkaline liquids; Geo polymer concrete; steel fibre; compressive strength; split tensile strength;

flexural strength

INTRODUCTION

The rate of production of carbon dioxide released to the atmosphere is increasing due to the increased use of Portland cement in the construction. Each ton of Portland cement releases a ton of carbon dioxide into the atmosphere. The greenhouse gas emission from the production of Portland cement is about 1.35 billion tons annually, which is about 7% of the total greenhouse gas emissions. On the other side, fly ash is the waste material of coal based thermal power plant available abundantly but this poses disposal problem. Several hectares of valuable land are acquired by thermal power plants for the disposal of fly ash. With silicon and aluminium as the main constituents, fly ash has great potential as a cement replacing material in concrete. The concrete made with such industrial wastes is eco-friendly. Although the use of Portland cement is still unavoidable, many efforts are being made in order to reduce the use of Portland cement in concrete. Davidovits have invented a new technology called geopolymer, in which cement is totally replaced by fly ash (Pozzolanic material) and activated by alkaline solution. It is found that geopolymerisation can make a profitable contribution towards recycling and utilization of waste materials such as fly ash. This technology is, however, still fairly unknown and predictably viewed with skepticism by most workers in the field of traditional waste

82 Anuradha. R and Roobha lavanya. M., 2016/ Advances in Natural and Applied Sciences. 10(10) Special 2016, Pages: 81-97

processing techniques. Plain cement concrete suffers from numerous drawbacks such as low tensile strength, brittleness, unstable crack propagation, and low fracture resistance. Addition of steel fibres in plain cement concrete improves its mechanical and elastic properties. Hence, steel fibre reinforced concrete has been proved as a reliable and promising composite construction material having superior performance characteristics compared to conventional concrete. Geopolymer concrete mixes were prepared with solution to fly ash ratio of 0.35. Crimped steel fibres having aspect ratio of 60 are used.

1.1 Objective: To demonstrate the feasibility of a Steel fibre Geopolymer concrete using a mix of Steel fibres, GGBS, PFA and Silica Fume with the following constraints:

� Use of a blend of PFA, GGBS and Silica fume and different ratio of activators � Use of different ratio of steel fibres The main objective of this investigation is to examine � To find the Compressive Strength test for cubes at 7th, 28th day � To find the Split Tensile Strength test for cylinders at 7th, 28th day and � To find the Flexural Strength test for prisms at 7th, 28th day

2.Review Of Literature: Anuradha.R et al [1] Anuradha.R did an experimental study to identify the mix ratios for different grades of

Geopolymer Concrete by trial and error method. A new Design procedure was formulated for Geopolymer Concrete which was relevant to Indian standard [6]. The applicability of existing Mix Design was examined with the Geopolymer Concrete. Two kinds of systems were considered in this study using 100% replacement of cement by ASTM class F flyash and 100% replacement of sand by M-sand. It was analyzed from the test result that the Indian standard mix design itself can be used for the Geopolymer Concrete with some modification.

Atteshamuddin S. Sayyad and Subhash V. Patankar reported that “Effect of Steel Fibres and Low Calcium Fly Ash on Mechanical and Elastic Properties of Geopolymer Concrete Composites”. Effect of steel fibres and low calcium fly ash on mechanical and elastic properties of geopolymer concrete composites (GPCC) has been presented. The study analyses the impact of steel fibres and low calcium fly ash on the compressive, flexural, split-tensile, and bond strengths of hardened GPCC. Geopolymer concrete mixes were prepared using low calcium fly ash and activated by alkaline solutions (NaOH and Na2SiO3) with solution to fly ash ratio of 0.35. Crimped steel fibres having aspect ratio of 50 with volume fraction of 0.0% to 0.5% at an interval of 0.1% by mass of normal geopolymer concrete are used. The entire tests were carried out according to test procedures given by the Indian standards wherever applicable. The inclusion of steel fibre showed the excellent improvement in the mechanical properties of fly ash based geopolymer concrete. Elastic properties of geopolymer concrete composites are also determined by various methods available in the literature and compared with each other.

Balasubramanian., Krishnamoorthy., Bharatkumar, and Gopalakrishnan (2003) of Structural Engineering Research Centre(SERC), Chennai have studied the properties of steel fibre reinforced shotcrete namely the toughness, flexural strength, impact resistance, shear strength ductility factor and fatigue endurance limits. It is seen from the study that the thickness of the Steel Fibre Reinforced Shotcrete (SFRS)panels can be considerably reduced when compared with weld mesh concrete. The improvements in the energy absorption capacity of SFRS panels with increasing proportions of steel fibres are clearly shown by the results of static load testing of panels. This investigation has clearly shown that straight steel fibres of aspect ratio 65 can be successfully used in field application.

Kumuta.R. Geopolymer Concrete (GPC mix) has two limitations such as delay in setting time and necessity of heat curing to gain strength. These two limitations of GPC mix was eliminated by replacing 10% of fly ash by OPC which results in Geopolymer Concrete Composite (GPCC mix). Replacement of 10% of fly ash by OPC in GPC mix resulted in an enhanced compressive strength, split tensile strength and flexural strength by 73%, 128% and 17%respectively with reference to GPC mix. Addition of steel fibers in Geopolymer concrete composites enhanced its mechanical properties. Compressive strength, split tensile strength and flexural strength of steel fiber reinforced Geopolymer concrete composites increases with respect to the increase in the percentage volume fraction from 0.25 to 0.75. Addition of 0.25% volume fraction of steel fibers resulted in an enhanced compressive strength.

Ramkumar.G.,et al - Development of Steel Fibre Reinforced Geo polymer concrete. Keywords: Geopolymer, Steel Fibre, Flyash , GGBS, Load Deflection- Three GPC mixes of fly ash(50%) and GGBS(50%) in the binder stage were considered with control GPC mix , GPC mix with added stainless steel fibre and mild steel fibres. The studies showed that the load carrying capacity of most of the GPC mix was in most cases more


than that of the conventional OPCC mix. The deflections at diverse stages including service load and peak load stage were higher for GPC beams.

RUBY, DE GUTIERREZ, et al-Performance of Geo polymeric Concrete Reinforced with Steel Fibers. Keywords: Alkali-Activated slag, geo polymeric concrete, steel fibers reinforced geo polymeric concrete, early ages toughness. The concrete mixes with 400 kg of binder were prepared and fibers in proportions of 40 kg and 120 kg by m3 of concrete were incorporated. The compressive and splitting tensile strength were determined; likewise fracture toughness parameters, pull-outcurves and KIC in samples after 7, 14 and 28 days of curing were calculated. The mechanical testing results obtained indicate that the incorporation of steel fibers in Geo-Concretes reduces the compressive strength at early ages.On the contrary, the splitting tensile strength, the flexural strength and the toughness increase significantly. The strengths and the toughness of Ordinary Portland Cement Concretes (OPCC) with the same proportion of binder and fibers were lesser than the Geo-concretes reinforced with steel fibers.

Shende and Anant M. Pande carried out an experimental investigation on compressive strength, flexural strength, tensile strength and deflection of steel fibre reinforced concrete. Fibres of 0.1, 1.1, 2.1 and 3.1 volume fraction and aspect ratio of 50,60 and 67 was used to compare the properties of fibre reinforced and normal concrete. Cube specimen of 150x150x150mm used for compressive strength test, beam specimen of 100x 100x500mm were cast for flexural strength test, and cylinder specimen of 150mm diameter and 300mm length was used for tensile strength test. The compression and tensile strength test were carried out by compression testing machine and flexural strength specimen was tested under two pointing loading. Result data clearly shows percentage increase (i.e, 3%). Fibre content increased the compressive strength and flexural strength and tensile strength.

Tiang Sing Ng et al studied the shear strength characteristics of fibre reinforced geopolymer concrete beams. Shear tests were conducted on five sets of 120mm × 250mm beams spanning 2250mm. The beam does not contain any stirrups. Instead the beam is reinforced by hooked and straight steel fibre of various dosages which vary between 0% - 1.5%. The results showed that the shear strength as a well as the crack behaviour improved on addition of fibres. Also, 100mm×100mm×500mm beams and 100mm×200mm cylinder were cast to determine the mechanical properties. The results of the test were compared with the fib Model Code 2010 alternative model for shear strength of steel-fibre reinforced concrete in combination with the variable engagement model for the determination of the tensile strength of steel-fibre-reinforced concrete. It was concluded from the studies that the beams without FRP, arching action is important in determining the failure load and failure mode. Ultimate strength and cracking load increased with increase in fibre volume.

Vijai.K, et al -Effect of inclusion of Steel Fibres on the properties of Geo polymer Concrete Composites.Mixtures were prepared with alkaline liquid to fly ash ratio of 0.4 with 10% of fly ash replaced by OPC in mass basis. Steel fibers were added to the mix in the volume fractions of 0.25%, 0.5% and 0.75% volume of the concrete. The influence of fiber content in terms of volume fraction on the compressive, split tensile strength and flexural strengths of GPCC is presented. Based on the test results, empirical expressions were developed to predict 28-day compressive strength, split tensile strength and flexural strength of Steel fiber reinforced GPCC in terms of volume fraction of steel fiber.

3.Experimental Investigation: 3.1 Materials Used: 3.1.1.Cement:

Cement used in the investigation on was 53 grades ordinary Portland cements conforming IS: 12269; 1987. The specific gravity of cement is 3.15.

Table 1: Physical Properties Of Opc 53 Grade Cement

PARTICULARS TEST VALUE Fineness modulus 5% Specific gravity 3.15 Consistency 33% Initial setting time 125 min Final setting time 260 min

3.1.2.Fine Aggregate:

M sand available from quarries is used as fine aggregate. The fine aggregate conforming to zone II according to IS: 383-1970 was used.

Table 2: Properties Of Fine Aggregate

S. No PARTICULARS VALUES 1. Specific gravity 2.63 2. Fineness modulus 2.71 3. Bulk density Loose Compacted


1.51 1.53

3.1.3.Coarse Aggregate:

Crushed granite was used as coarse aggregate. The coarse aggregate according to IS: 383-1970 was used. Maximum coarse aggregate size used is 20 mm.

Table 3: Properties Of Coarse Aggregate

S.No PARTICULARS VALUES 1. Specific gravity 2.80

2. Bulk density Loose Compacted 1.53 1.54

3.1.4.Water:

The pH value of water should be in between 6.0 and 8.0 according to IS 456-2000.

Table 4: Properties Of Water S. No

DESCRIPTION Obtained Value Permissible Value as per IS 456-2000

1. pH value 8.2 Not less than 6.0 2. Chloride content 112.5 mg/l 500 mg/l* 3. Total hardness 105 mg/l 200 mg/l 4. Total dissolved solids 150 mg/l -

3.1.5.Pulverized Fuel Ash (Pfa) :

� Pulverized Fuel Ash (PFA) otherwise known as the fly ash. It is a by product of Coal. � Low calcium based F class was obtained from the silos of the Mettur Thermal Power Station, Tamil

Nadu, which was used as the base material

Table 5: Chemical Composition Of The Fly Ash S. No CONSTITUENTS % 1 Silica ( as SiO2) 60.93 2 Aluminum oxide (as Al2O3) 28.88 3 Ferric oxide ( as Fe2O3) 3.82 4 Magnesium oxide ( as MgO) 0.76 5 Sulphur (SO2) 0.21 6 Loss on Ignition (LoI) 0.64

Specific gravity of fly ash is 2.05

3.1.6.Ground Granulated Blast Furnace Slag (Ggbs): � It is a byproduct of Pig iron. � It was obtained from Jindal Steel Works Limited, Bellary District, Karnataka which was used as

another base material

Table 6: Chemical Compositions Of The Ggbs S.No CONSTITUENTS % 1 Glass content 86.94 2 Sulphide Sulphur 0.74 3 Magnesium oxide 10.08 4 Manganese oxide 0.29 5 Insoluble residue 1.04 6 (CaO+MgO+1/3Al2O3)/(SiO2+2/3Al2O3) 1.08 7 (CaO+ MgO + Al2O3) / SiO2 1.79 8 Iron oxide 0.30

Specific gravity of GGBS is 2.20

3.1.7. Silica Fume: SILICA FUME is produced in conformance with the ASTM C 1240 specifications. The quality is

controlled and monitored throughout the entire production process to ensure that it meets or exceeds specification requirements. Micro silica in concrete contributes to strength and durability two ways: (1) As a pozzolan, micro silica provides a more uniform distribution and a greater volume of hydration products.(2) As a filler, micro silica decreases the average size of pores in the cement paste.


Table 7: Chemical Requirements S.No CONSTITUENTS % 1 Silicon Dioxide (SiO2) 93.47 2 Moisture content 0.27 3 Loss on ignition 3.82

Table 8: Physical Requirements

S.No CONSTITUENTS % 1 Oversize % retained on 45 µm 2.54 2 Accelerated pozzolanic strength Activity Index with Portland cement (7 day) 126.07 3 Specific surface 22.28 m2/g

3.1.8. Alkaline Liquid:

� A combination of silicate and hydroxide solution of sodium and potassium based elements were chosen as the activator liquids

� Sodium and potassium hydroxide pellets and the silicate solution for both these elements were purchased from a local supplier based in Coimbatore

Table 9: Specifications Of Hydroxide And Silicate Solution

S. No Property Hydroxides (pellets) Silicate solution 1 Purity 97 98.50 2 Specific gravity (g/cc) 1.127 1.53

3 Composition

NaOH

Na2O -15.30% SiO2-33.69% H2O-51.10%

3.1.9. Steel Fibres:

The fibre used was steel fibre with an aspect ratio of 60 and the fibres were with hooked ends. The property of fibre is given in table 5.15. Table 10: Properties Of Fibre

Fibre Properties Steel fibre Length (mm) 30 Shape Hooked at ends Size/Diameter (mm) 0.50 Aspect Ratio 60 Density (kg/m3) 7850 Young’s Modulus (GPa) 210 Tensile strength (MPa) 532

4.Mix Designation: Table 11: Mix Designation

Designation Mole GGBS (%) Fly ash (%) Silica fume (%) Steel fibre (%) GPC1 8 70 15 15 0 SFRGPC1 8 70 15 15 0.25 SFRGPC2 8 70 15 15 0.50 SFRGPC3 8 70 15 15 0.75 SFRGPC4 8 70 15 15 1.00 GPC2 12 70 15 15 0 SFRGPC5 12 70 15 15 0.25 SFRGPC6 12 70 15 15 0.50 SFRGPC7 12 70 15 15 0.75 SFRGPC8 12 70 15 15 1.00 GPC3 16 70 15 15 0 SFRGPC9 16 70 15 15 0.25 SFRGPC10 16 70 15 15 0.50 SFRGPC11 16 70 15 15 0.75 SFRGPC12 16 70 15 15 1.00

Table 12: Quantities Of Ingredients Used For Mix Proportions

Particulars Quantity ( kg/m3 ) GGBS 373 Flyash 80 Silica fume 80 Fine aggregate 504 Coarse aggregate 1176 NaOH 17


Na2SiO3 134 Water 36

4.1 Specimen Details:

90 Cubes of size 150mm x150mm x 150mm for compressive strength test, 45 cylinders of 150mm diameter and 300 mm and height for splitting tensile strength and 45 prisms of size 500mm x 100mm x 100mm were casted and tested.

5. Compressive Strength:

RESULTS AND DISCUSSIONS The effect of addition of steel fibres in different volume fractions and age of concrete at the time of testing

on the compressive strength of geopolymer concrete composite has been investigated and presented. Test results of compressive strength are presented in Table 13.

Table 13: Compressive Strength Of Sfrgpc Specimens (8 Molarity)

8 MOLARITY GPCC1 SFRGPC1 SFRGPC2 SFRGPC3 SFRGPC4 7th Day 41.25 42.92 44.90 47.54 49.62 28th Day 80.44 81.55 87.11 93.65 98.25

From the test results it can be seen that, after 7 days the average compressive strength of geopolymer

concrete composites containing steel fibres was higher than those of geopolymer concrete composites without steel fibres. As the volume fraction increases from 0.25 to 1.00%, compressive strength increases with respect to the GPCC mix without steel fibres. The increase in compressive strength at the age of 7 days was about 4%, 9%, 15% and 20% for 0.25%, 0.50%, 0.75% and 1.00% volume fraction respectively with reference to GPCC mix without steel fibres. Similarly the increase in compressive strength at the age of 28 days was about 1%, 8%, 16% and 22% for 0.25%, 0.50%, 0.75% and 1.00% volume fraction respectively with reference to GPCC mix without steel fibres as shown in Figure 5.2.

Fig. 5.1: Gain in compressive Strength with age (8 Molarity)

Fig. 5.2: Gain in compressive strength due to steel fibres (8 Molarity)

51% 53% 52% 51% 51%

49% 47% 48% 49% 49%

0%

20%

40%

60%

80%

100%

120%

0.00 0.25 0.50 0.75 1.00

Co

mp

ress

ive

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gth

(M

Pa

)

Volume fraction of steel fibres in %

28 Days

7 Days

0%

4%

9%

15% 20%

0%1%

8%

16%

22%

0%

5%

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15%

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25%

0.00 0.25 0.50 0.75 1.00

Gai

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7 Days

28 Days


Table 14: Compressive Strength Of Sfrgpc Specimens (12 Molarity ) 12 MOLARITY GPCC1 SFRGPC1 SFRGPC2 SFRGPC3 SFRGPC4 7th Day 45.83 48.59 51.45 54.93 59.32 28th Day 88.91 95.24 97.24 107.66 115.97


concrete composites containing steel fibres was higher than those of geopolymer concrete composites without steel fibres. As the volume fraction increases from 0.25 to 1.00%, compressive strength increases with respect to the GPCC mix without steel fibres. The increase in compressive strength at the age of 7 days was about 6%, 12%, 20% and 29% for 0.25%, 0.50%, 0.75% and 1.00% volume fraction respectively with reference to GPCC mix without steel fibres. Similarly the increase in compressive strength at the age of 28 days was about 7%, 9%, 21% and 30% for 0.25%, 0.50%, 0.75% and 1.00% volume fraction respectively with reference to GPCC mix without steel fibres as shown in Figure 5.4.


Fig. 5.4: Gain in compressive strength due to steel fibres (12 Molarity) Table 15: Compressive Strength Of Sfrgpc Specimens (16 Molarity)



concrete composites containing steel fibres was higher than those of geopolymer concrete composites without steel fibres. As the volume fraction increases from 0.25 to 1.00%, compressive strength increases with respect to the GPCC mix without steel fibres. The increase in compressive strength at the age of 7 days was about 7%, 13%, 22% and 29% for 0.25%, 0.50%, 0.75% and 1.00% volume fraction respectively with reference to GPCC mix without steel fibres. Similarly the increase in compressive strength at the age of 28 days was about 9%,

52% 51% 53% 51% 51%

48% 49% 47% 49% 49%

0%

20%

40%

60%

80%

100%

120%

0.00 0.25 0.50 0.75 1.00

Com

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Pa)


28 Days

7 Days

0%

6%

12%

20%

29%

0%

7%9%

21%

30%

0%

5%

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35%

0.00 0.25 0.50 0.75 1.00

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7 Days

28 Days


11%, 23% and 33% for 0.25%, 0.50%, 0.75% and 1.00% volume fraction respectively with reference to GPCC mix without steel fibres as shown in Figure 5.6.


Fig. 5.6: Gain in compressive strength due to steel fibres (16 Molarity)

6. Split Tensile Strength: 6.1.1 Test Specimens:

Totally Fourty Five cylinders measuring a diameter of 150 mm and 300 mm length were cast to evaluate the split tensile strength of SFRGPCC. Standard cast iron moulds were used for casting the test specimens. Before casting, machine oil was smeared on the inner surfaces of moulds. Geopolymer concrete with steel fibres was mixed using a horizontal pan mixer machine and was poured into the moulds in layers. Each layer of concrete was compacted using a table vibrator.

6.1.2 Instrumentation and Testing Procedure:

In order to evaluate the splitting tensile strength of steel fibre reinforced geopolymer concrete composites, all the cylinder specimens were tested in a 2000 kN digital Compression Testing Machine. Specimens were tested as per the procedure given in Indian Standards IS.5816. The maximum load applied to the specimen was recorded and the split tensile strength of the specimen was calculated.

RESULTS AND DISCUSSION

The effect of various factors such as addition of steel fibres in different volume fractions and age of

concrete at the time of testing on the split tensile strength of geopolymer concrete composite has been investigated and presented. Test results of split tensile strength are presented in Table 16.

52% 51% 53% 52% 51%

48% 49% 47% 48% 49%

0%

20%

40%

60%

80%

100%

120%

0.00 0.25 0.50 0.75 1.00

Com

pres

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str

engt

h (M

Pa)


28 Days

7 Days

0%

7%

13%

22%

29%

0%

9%

11%

23%

31%

0%

5%

10%

15%

20%

25%

30%

35%

0.00 0.25 0.50 0.75 1.00

Gai

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h (%

)


7 Days

28 Days

89 Anuradha. R and Roobha lavanya. M., 201

Table 16: Split Tensile Strength Of Sfrgpc Specimens (8 Molarity )8 MOLARITY GPCC1 7th Day 1.02 28th Day 2.89

Within 7 days, SFRGPCC specimens gained 35%, 40%, 45%, 52%and 60% of its 28 days split tensile

strength for volume fraction of 0.25%, 0.50%, 0.75% volume fraction of steel fibres increases from 0% to shown in Figure 6.2 Steel fibres in the concrete increases the splitting tensile strength and the increase is more significant at 7 days as compared with 28 days. The highest volume fraction of fibres gives theincrease of strength. At 28 days, the split tensile stre0.5%, 0.75% and 1.00% of steel fibres respectively with respect to GPCC specimens.

Fig. 6.1: Gain in split tensile Strength with age

Fig. 6.2: Gain in split tensile strength due to steel fibres

35%

65%

0%

20%

40%

60%

80%

100%

120%

0.00

Sp

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0.00

Ga

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2016/ Advances in Natural and Applied Sciences. 10(10) Special

Of Sfrgpc Specimens (8 Molarity ) SFRGPC1 SFRGPC2 SFRGPC3 1.16 1.35 1.65 2.90 3.01 3.14

Within 7 days, SFRGPCC specimens gained 35%, 40%, 45%, 52%and 60% of its 28 days split tensile volume fraction of 0.25%, 0.50%, 0.75% and 1.00% respectively as shown in Figure

volume fraction of steel fibres increases from 0% to 1.00%, the split tensile strength also increases at all ages as Steel fibres in the concrete increases the splitting tensile strength and the increase is more

significant at 7 days as compared with 28 days. The highest volume fraction of fibres gives theincrease of strength. At 28 days, the split tensile strength improves by 14%, 32%, 62%

% of steel fibres respectively with respect to GPCC specimens.

Gain in split tensile Strength with age

Gain in split tensile strength due to steel fibres

35% 40% 45%52%

60%

65% 60% 55%48%

40%

0.00 0.25 0.50 0.75 1.00


0%

14%

32%

62%

75%

0% 0%4%

9%

17%

0.00 0.25 0.50 0.75 1.00


Special 2016, Pages: 81-97

SFRGPC4 2.03 3.37

Within 7 days, SFRGPCC specimens gained 35%, 40%, 45%, 52%and 60% of its 28 days split tensile % respectively as shown in Figure 6.1. As the

%, the split tensile strength also increases at all ages as Steel fibres in the concrete increases the splitting tensile strength and the increase is more

significant at 7 days as compared with 28 days. The highest volume fraction of fibres gives the maximum , 62% and 75% for 0.25%,

28 Days

7 Days

7 Days

28 Days


Table 17: Split Tensile Strength Of Sfrgpc Specimens (12 Molarity)12 MOLARITY GPCC17th Day 1.2028th Day 3.19

Within 7 days, SFRGPCC specimens gained 3

strength for volume fraction of 0.25%, 0.50%, 0.75% and 1.00% respectively as shown in Figure volume fraction of steel fibres increases from 0% to 1.00%, the split tensile strength also increases at all ages as shown in Figure 6.4 Steel fibres in the concrete increases the splitting tensile strength and the increase is more significant at 7 days as compared with 28 days. The highest volume fraction of fibres gives the maximum increase of strength. At 28 days, the s0.5%, 0.75% and 1.00% of steel fibres respectively with respect to GPCC specimens.


Fig. 6.4: Gain in split tensile strength due to

38%

62%

0%

20%

40%

60%

80%

100%

120%

0.00

Sp

lit

Te

nsi

le s

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MP

a)

0%

10%

20%

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40%

50%

60%

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90%

0.00

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Of Sfrgpc Specimens (12 Molarity) GPCC1 SFRGPC1 SFRGPC2 SFRGPC31.20 1.36 1.64 2.00 3.19 3.20 3.64 3.82

Within 7 days, SFRGPCC specimens gained 38%, 43%, 45%, 52%and 61% of its 28 days split tensile strength for volume fraction of 0.25%, 0.50%, 0.75% and 1.00% respectively as shown in Figure volume fraction of steel fibres increases from 0% to 1.00%, the split tensile strength also increases at all ages as

Steel fibres in the concrete increases the splitting tensile strength and the increase is more significant at 7 days as compared with 28 days. The highest volume fraction of fibres gives the maximum increase of strength. At 28 days, the split tensile strength improves by 14%, 37%, 67%0.5%, 0.75% and 1.00% of steel fibres respectively with respect to GPCC specimens.


Gain in split tensile strength due to steel fibres

38% 43% 45%52%

61%

62% 57% 55%48%

39%

0.00 0.25 0.50 0.75 1.00


0%

14%

37%

67%

83%

0% 0%

14%20%

29%

0.00 0.25 0.50 0.75 1.00



SFRGPC3 SFRGPC4 2.50 4.10

% of its 28 days split tensile strength for volume fraction of 0.25%, 0.50%, 0.75% and 1.00% respectively as shown in Figure 6.3. As the volume fraction of steel fibres increases from 0% to 1.00%, the split tensile strength also increases at all ages as

Steel fibres in the concrete increases the splitting tensile strength and the increase is more significant at 7 days as compared with 28 days. The highest volume fraction of fibres gives the maximum

% and 83% for 0.25%,

28 Days

7 Days

7 Days

28 Days


Table 18: Split Tensile Strength Of Sfrgpc Specimens (16 Molarity)16 MOLARITY GPCC17th Day 1.23 28th Day 3.54

Within 7 days, SFRGPCC specimens gained 3

strength for volume fraction of 0.25%, 0.50%, 0.75% and 1.00% respectively as shown in Figure volume fraction of steel fibres increases from 0% to 1.00%, the split tensile strength also increases atshown in Figure 6.6 Steel fibres in the concrete increases the splitting tensile strength and the increase is more significant at 7 days as compared with 28 days. The highest volume fraction of fibres gives the maximum increase of strength. At 28 days, the split tensile strength improves by 14%, 37%0.5%, 0.75% and 1.00% of steel fibres respectively with respect to GPCC specimens.


Fig. 6.6: Gain in split tensile strength due to steel fibres

35%

65%

0%

20%

40%

60%

80%

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120%

0.00

Sp

lit

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nsi

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a)

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Ga

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(%

)


Of Sfrgpc Specimens (16 Molarity) GPCC1 SFRGPC1 SFRGPC2 SFRGPC3

1.40 1.69 2.11 3.56 3.85 3.96

Within 7 days, SFRGPCC specimens gained 35%,39%, 44%, 53% and 63% of its 28 days split tensile strength for volume fraction of 0.25%, 0.50%, 0.75% and 1.00% respectively as shown in Figure volume fraction of steel fibres increases from 0% to 1.00%, the split tensile strength also increases at


28 days, the split tensile strength improves by 14%, 37%, 72%0.5%, 0.75% and 1.00% of steel fibres respectively with respect to GPCC specimens.


strength due to steel fibres

39% 44%53%

63%

61% 56%47%

37%

0.25 0.50 0.75 1.00


0%

14%

37%

72%

86%

0% 1%

9%12%

16%

0.00 0.25 0.50 0.75 1.00



SFRGPC3 SFRGPC4 2.65 4.12

% of its 28 days split tensile strength for volume fraction of 0.25%, 0.50%, 0.75% and 1.00% respectively as shown in Figure 6.5. As the volume fraction of steel fibres increases from 0% to 1.00%, the split tensile strength also increases at all ages as


% and 86% for 0.25%,

28 Days

7 Days

7 Days

28 Days


7. Flexural Strength: 7.1.1 Test Specimens:

45 nos of Prisms of size 500 mm x 100 mm x100 mm were cast to evaluate the flexural strength of SFRGPCC. Standard cast iron moulds were used for casting the test specimens. Before casting, machine oil was smeared on the inner surfaces of moulds. Geopolymer concrete with steel fibres was mixed using a horizontal pan mixer machine and was poured into the moulds in layers. Each layer of concrete was compacted using a table vibrator.

7.1.2 Instrumentation and Testing Procedure:

Flexural strength of steel fibre reinforced geopolymer concrete composites was determined using prism specimens by subjecting them to two points loading in Universal Testing Machine having a capacity of 1000 kN. Specimens were tested as per the procedure given in Indian Standards IS.516. The maximum load applied to the specimen was recorded and the flexural strength of the specimen was calculated.

7.1.3 Results and Discussion:

The effect of addition of steel fibres with different volume fractions and age of concrete at the time of testing on the flexural strength of geopolymer concrete composite has been investigated and presented. Test results of flexural strength are presented in Table 19.

Table 19: Flexural Strength Of Sfrgpc Specimens (8 Molarity)


Geopolymer concrete composite specimens harden immediately and start gaining flexural strength without

any need of heat curing. In ambient curing at room temperature, within 7days, SFRGPCC specimens gained 59% to 64% of its 28 days flexural strength as shown in Figure 7.1. As the volume fraction of steel fibres increases from 0% to 1.00%, the flexural strength also increases at all ages as shown in Figure 7.2. The more the steel fibre amount in geopolymer concrete, the higher the increase in flexural strength. This may be due to the reason that, the randomly distributed steel fibres controls the propagation of cracks, and thus the load required to fail the specimen has increased thereby increasing the ultimate flexural strength. The flexural strength gets increased by 3%, 16%, 27% and 46% for 0.25%, 0.5%, 0.75% and 1.00% of steel fibres respectively.

Fig. 7.1: Gain in flexural strength with age

64% 62% 59% 64% 63%

36% 38% 41% 36% 37%

0%

20%

40%

60%

80%

100%

120%

0.00 0.25 0.50 0.75 1.00

Fle

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(M

Pa

)


28 Days

7 Days


Fig. 7.2: Gain in flexural strength due to steel fibres


12 MOLARITY GPCC1 7th Day 5.09 28th Day 7.37


any need of heat curing. In ambient curing at room temperature, within 7days, SFRGPCC specimens gained 60% to 70% of its 28 days flexural strength as shown in Figure increases from 0% to 1.00%, the flexural strength also increases at all ages as shown in Figure 7.steel fibre amount in geopolymer concrete, treason that, the randomly distributed steel fibres controls the propagation of cracks, and thus the load required to fail the specimen has increased thereby increasing the ultimate flexuraincreased by 4%, 29%, 38% and 49% for 0.25%, 0.5%, 0.75% and 1.00% of steel fibres respectively.


0% 0%0%

5%

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%)

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Gain in flexural strength due to steel fibres

Of Sfrgpc Specimens (12 Molarity) SFRGPC1 SFRGPC2 SFRGPC3 5.17 5.66 6.91 7.63 9.49 10.15

Geopolymer concrete composite specimens harden immediately and start gaining flexural strength without any need of heat curing. In ambient curing at room temperature, within 7days, SFRGPCC specimens gained

% of its 28 days flexural strength as shown in Figure 7.3. As the volume fraction of steel fibres increases from 0% to 1.00%, the flexural strength also increases at all ages as shown in Figure 7.steel fibre amount in geopolymer concrete, the higher the increase in flexural strength. This may be due to the reason that, the randomly distributed steel fibres controls the propagation of cracks, and thus the load required to fail the specimen has increased thereby increasing the ultimate flexural strength. The flexural strength gets

% for 0.25%, 0.5%, 0.75% and 1.00% of steel fibres respectively.

Gain in flexural strength with age

1%

8%

28%

37%

0%3%

16%

27%

40%

0.00 0.25 0.50 0.75 1.00


69% 68% 60% 68% 70%

31% 32% 40% 32% 30%

0.00 0.25 0.50 0.75 1.00


28 Days

7 Days


SFRGPC4 7.70 10.96


. As the volume fraction of steel fibres increases from 0% to 1.00%, the flexural strength also increases at all ages as shown in Figure 7.4. The more the

he higher the increase in flexural strength. This may be due to the reason that, the randomly distributed steel fibres controls the propagation of cracks, and thus the load required to

l strength. The flexural strength gets % for 0.25%, 0.5%, 0.75% and 1.00% of steel fibres respectively.

7 Days

28 Days

28 Days

7 Days


Fig. 7.4: Gain in flexural strength due to steel fibres


16 MOLARITY GPCC1 7th Day 6.89 28th Day 8.89


any need of heat curing. In ambient curing at room temperature, within 7days, SFRGPCC specimens gained 69% to 79% of its 28 days flexural strength as shoincreases from 0% to 1.00%, the flexural strength also increases at all ages as shown in Figure 7.steel fibre amount in geopolymer concrete, the higher the increase in flexural strengreason that, the randomly distributed steel fibres controls the propagation of cracks, and thus the load required to fail the specimen has increased thereby increasing the ultimate flexural strength. The flexural strength gets increased by 6%, 26%, 36% and 50% for 0.25%, 0.5%, 0.75% and 1.00% of steel fibres respectively.


0%0%

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78%

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(M

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Of Sfrgpc Specimens (16 Molarity) SFRGPC1 SFRGPC2 SFRGPC3 7.07 7.76 9.21 9.44 11.20 12.11


% of its 28 days flexural strength as shown in Figure 7.5. As the volume fraction of steel fibres increases from 0% to 1.00%, the flexural strength also increases at all ages as shown in Figure 7.steel fibre amount in geopolymer concrete, the higher the increase in flexural strength. This may be due to the reason that, the randomly distributed steel fibres controls the propagation of cracks, and thus the load required to fail the specimen has increased thereby increasing the ultimate flexural strength. The flexural strength gets


Gain in flexural strength with age

0%2%

11%

36%

49%

0%4%

29%

38%

49%

0.00 0.25 0.50 0.75 1.00


78% 75% 69% 76% 79%

22% 25% 31% 24% 21%

0.00 0.25 0.50 0.75 1.00



SFRGPC4 10.46 13.30


. As the volume fraction of steel fibres increases from 0% to 1.00%, the flexural strength also increases at all ages as shown in Figure 7.6. The more the

th. This may be due to the reason that, the randomly distributed steel fibres controls the propagation of cracks, and thus the load required to fail the specimen has increased thereby increasing the ultimate flexural strength. The flexural strength gets


7 Days

28 Days

28 Days

7 Days


Fig. 7.6: Gain in flexural strength due to steel fibres Conclusions:

Based on the results obtained in this � The average compressive strength of geopolymer concrete composites containing steel fibres was

higher than those of geopolymer concrete composites without steel fibres. Theat the age of 28 days was about 1%, to 22% for 8 molarity , 7%, to 30% for 12 molarity and 9%, to 31% for 16 molarity for volume fractions of 0.25%, 0.50%, 0.75% and 1.00% respectively with reference to GPCC mix without steel fibres.

� The compressive strength of the geopolymer concrete is increased with the increasing NaOH.

� Steel fibres in the concrete increases the splitting tensileat 7 days when compared to 28 days. The highest volstrength. The split tensile strength improves by 183% for 12 molarity, 14%, 37%, 72% and 86% for 16 molarity for 0.25%, 0.5%, 0.75% fibres respectively.

� As in the case of flexural strength, the flexural strength alsoof steel fibres increases from 0% to the increase in flexural strength. The flexural strength gets increased by 3%, 4%, 29%, 38% and 49% for 12 molarity and 6%, 26%, 36% and 50% for 16 molarity for 0.25%, 0.5%, 0.75% and 1.00% of steel fibres respectively.

� There is no need of exposing geopolymer concrete to higher temperature to achieve most extreme strength

� With the addition of steel fibres in GPC diminished the workability of concrete mix.� The necessity of water substance is reduced because of the addition of al

increasing the compressive strength of concrete.� The addition of fibres diminishes the crack � There is an increase in early age compressive strength due to the additio

in alkaline solution. � Molarity of alkaline solution is also contribute main role in geoploymer concrete. � Geopolymer technology reduces the disposal cost of industrial waste. � Geopolymer concrete produces a substance that is comparable to or better than traditional cements with

their properties. � � The GPCs utilize the industrial wastes for producing the binding system in concrete.

both environmental and economical� The consumption of cement, emission of carbon di

geoploymer concrete.

0% 0%0%

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0.00

Ga

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th (

%)



Based on the results obtained in this investigation, the following conclusions are drawn:

The average compressive strength of geopolymer concrete composites containing steel fibres was higher than those of geopolymer concrete composites without steel fibres. The increase in compressive at the age of 28 days was about 1%, to 22% for 8 molarity , 7%, to 30% for 12 molarity and 9%, to 31% for 16 molarity for volume fractions of 0.25%, 0.50%, 0.75% and 1.00% respectively with reference to GPCC mix

ve strength of the geopolymer concrete is increased with the increasing

Steel fibres in the concrete increases the splitting tensile strength and the increase was more significant compared to 28 days. The highest volume fraction of fibres gives the maximum increase of

strength improves by 14%, 32%, 62% and 72% for 8 molarity, 83% for 12 molarity, 14%, 37%, 72% and 86% for 16 molarity for 0.25%, 0.5%, 0.75%

strength, the flexural strength also increases at all ages as the volume fraction increases from 0% to 1.00%. The more the steel fibre amount in geopolymer concrete, the higher

strength. The flexural strength gets increased by 3%, 16%, 27% and4%, 29%, 38% and 49% for 12 molarity and 6%, 26%, 36% and 50% for 16 molarity for 0.25%, 0.5%, 0.75%

% of steel fibres respectively. is no need of exposing geopolymer concrete to higher temperature to achieve most extreme

With the addition of steel fibres in GPC diminished the workability of concrete mix.The necessity of water substance is reduced because of the addition of alkaline solution which helps in

increasing the compressive strength of concrete. The addition of fibres diminishes the crack propagation in concrete and can achieve higher peak value.There is an increase in early age compressive strength due to the addition fibre and increase of molarity

Molarity of alkaline solution is also contribute main role in geoploymer concrete. mer technology reduces the disposal cost of industrial waste.

Geopolymer concrete produces a substance that is comparable to or better than traditional cements with

The GPCs utilize the industrial wastes for producing the binding system in concrete.omical benefits of using flyash and GGBS.

The consumption of cement, emission of carbon di -oxide and greenhouse effect are reduced

3%

13%

34%

48%

0%

6%

26%

36%

50%

0.00 0.25 0.50 0.75 1.00



investigation, the following conclusions are drawn:

The average compressive strength of geopolymer concrete composites containing steel fibres was increase in compressive strength

at the age of 28 days was about 1%, to 22% for 8 molarity , 7%, to 30% for 12 molarity and 9%, to 31% for 16 molarity for volume fractions of 0.25%, 0.50%, 0.75% and 1.00% respectively with reference to GPCC mix

ve strength of the geopolymer concrete is increased with the increasing concentration of

strength and the increase was more significant gives the maximum increase of

8 molarity, 14%, 37%, 67% and 83% for 12 molarity, 14%, 37%, 72% and 86% for 16 molarity for 0.25%, 0.5%, 0.75% and 1.00% of steel

increases at all ages as the volume fraction geopolymer concrete, the higher

and 40% for 8 molarity, 4%, 29%, 38% and 49% for 12 molarity and 6%, 26%, 36% and 50% for 16 molarity for 0.25%, 0.5%, 0.75%

is no need of exposing geopolymer concrete to higher temperature to achieve most extreme

With the addition of steel fibres in GPC diminished the workability of concrete mix. kaline solution which helps in

in concrete and can achieve higher peak value. fibre and increase of molarity

Molarity of alkaline solution is also contribute main role in geoploymer concrete.

Geopolymer concrete produces a substance that is comparable to or better than traditional cements with

The GPCs utilize the industrial wastes for producing the binding system in concrete. There are

oxide and greenhouse effect are reduced in

7 Days

28 Days


REFERENCES

1. Anuradha, R., V. Sreevidya., R. Vemkatasubramni and B.V. Rangan, 2011. in Modified guideline for Geoploymer concrete mix design using Indian standard -Department of Civil Engineer, VLB Jankiammal College of Engineering and Technology, Coimbatore -Curtin University of Technology,Perth, Australia.

2. Barbosa, V.F.F., K.J.D. MacKenzie, 2003. Thermal behaviour of inorganic geopolymers and composites derivedfrom sodium polysialate, Mater. Res.Bull., 38: 319-331.

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5. IS: 383-1970, Specifications for Coarse and Fine Aggregates from Natural Sources for Concrete, Bureau of Indian Standards, New Delhi, India.

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8. Lloyd, N., B.V. Rangan, 2009. Geopolymer concrete; sustainable cementless concrete. In: Proceedings of the 10th ACI international conference on recent advances in concrete technology and sustainability issues, Seville,ACI SP-261-03; pp: 33-54.

9. Lloyd, N., B.V. Rangan, 2010. Geopolymer concrete with fly ash. In: Second international conference on sustainableconstruction materials andtechnologies.

10. Maiti, S.C and K. Raj, 2009. Agarwal, “Concrete and its quality” in The Indian Concrete Journal. 11. Rangan, B.V., 2008. Mix design and production of fly ash based geopolymer concrete. Indian Concr J

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the properties of the fly ash- and kaolinite-based geopolymers, Chem. Eng. J. 89: 63-73. 15. Xu, H.J.S.J., van Deventer, 2000. The geopolymerization of alumino-silicateminerals, Int. J. Miner.

Process, 59: 247-266. 16. Athi Gajendran, K., R. Anuradha and G.S. Venkatasubramani, “Strength study on Eco friendly High

performance Concrete by replacing the cement by Flyash, Silica Fume and Metakaolin”, is accepted for Asian Journal of Microbiology, Biotechnology and Environmental Sciences.

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18. Usha, T.G., R. Anuradha and G.S. Venkatasubramani, “Investigation on Self-Compacting Geopolymer Concrete by Replacing Flyash with Silica Fume and GGBFS”, ARPN Journal of Engineering and Applied Sciences.

19. Usha, T.G., R. Anuradha and G.S. Venkatasubramani, 2015.“Reduction Of Green House Gases Emission In Self Compacting Geopolymer Concrete Using Sustainable Construction Materials”, Nature Environment and Pollution Technology, 14(2): 451-454.

20. Anuradha, R., T. Nalavendhan, R. Aadhi Gajendran, 2015. “Durability studies on High Performance concrete using Different Mineral admixtures”, International Journal of Applied Engineering Research ISSN 0973-4562 10: 19.

21. Anuradha, R., R. Dinesh Kumar, T. Usha, 2015. “Durability Studies on Self Compacting Geopolymer Concrete using different Mineral Admixtures”, International Journal of Applied Engineering Research ISSN 0973-4562 10: 19.

22. Usha, T.G., R. Anuradha and G.S. Venkatasubramani, 2015. “Behaviour of Self Compacting Geopolymer Concrete Using Sustainable Construction Materials”, International Journal of Applied Engineering Research ISSN 0973-4562 10: 19.

23. Anuradha, R., V. Sreevidya and R. Venkatasubramani, 2011. “Studies on Relationship Between Compressive And Splitting Tensile Strength of Geopolymer Concrete”, published in “The Indian Concrete Journal” 85: 18-23.

24. Anuradha, R., V. Sreevidya and R. Venkatasubramani, 2012. “Geopolymer Reinforced Concrete Beams made with and without Sand” published in “Journal of Structural Engineering” 39(2): 254-262.

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26. Ushaa, T.G., R Anuradha and G.S. Venkatasubraman, 2015.” Performance of self-compacting geopolymer concrete containing different mineral admixtures”, Indian Journal of Engineering & Materials Sciences, 22: 22-30.

Investigation On Steel Fibre Reinforced Geo Polymer ... · PDF filethe two variables which are all influence the performance of the steel fibre reinforced Geo Polymer concrete were

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