AN EXPERIMENTAL STUDY ON BENDABLE CONCRETE USING RECRON 3s FIBRE

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AN EXPERIMENTAL STUDY ON BENDABLE CONCRETE USING RECRON 3s

FIBRE

Dr. Sudhikumar g.s , Anusha C, Chethan N.P, Bharath H.G, Kotaiah B,N

Professor and Students, Department Civil of Engineering, Channabasaveshwara Institute of Technology, Gubbi, Tumkur,India. ***

Abstract - Thepresentdayworldiswitnessing theconstructionofverychallenginganddifficult civilengineering structures.Quiteoften,concretebeingthemostimportantandwidelyusedmaterialiscalledupontopossessveryhigh strength and sufficient workability properties. . Efforts are beingmade in the field of concrete technology to develop such concretes with special characteristics. Today, the construction industry is in need of finding cost effective materialsforincreasingthestrengthandductilityofconcretestructures.Bendableconcrete,alsoknownasEngineered Cementitious Composites (ECC) is a class of ultra-ductile fibre reinforced cementitious composites, characterized by high ductility and tight crack width control. . ECC has a strain capacity of more than 3% and thus acts more like a ductilemetalrather thanbrittlematerial.Additionoffibresimprovesthemechanicalpropertiesandalsoenhancesthe durability, shrinkage, impact, and serviceability characteristics of concrete. . In this project, An experimental study is carried out for bendable M25 grade concrete using Recron 3s fibres and the test results were compared with conventional M25gradeconcrete..

Keywords Bendable concrete, ECC,Cementitious, strain capacity , ductile .

i. Introduction

The world’s construction rate is increasing dayby day and the nation’s economy is dependent on the construction industries. Concrete is a material made of cement, water,fine aggregate and coarse aggregate, whichhas very good compressivestrengthandpoortensilestrength.Inordertoprovidetensilestrength toconcreteusuallysteelhasbeen providedasreinforcement,whichiscalledreinforcementconcrete.Therearemanywaystominimizethefailureofthe concrete structures made of steel reinforce concrete. The customary approach is to adhesively bondfibre polymer composites onto the structure. This also helps to increase the toughness and tensile strength and improve the crackingand deformationcharacteristics ofthe resultantcompositeProcessesinvolvedinthisproject aremix design, preparingsampleswithandwithoutfibre,testingofcubes, cylinders,prismandanalysisofresults.Intheexperimental work, recron 3s fibres in varyingpercentages, 0.5%, 1%, 1.5%, 2% were added. Cubes of size 150 x 150 x 150 mm, cylinders of 150mm diameter and 300 mm length and 100 x 100 x 500 mm for , After 7, 14, 28 daysof curing the cubes, cylinders and prism are tested for the compressive , flexural & tensile strength of concrete respectively and resultsarecompared.Recron3sfiberwasusedasa secondaryreinforcementmaterial.Itarrestsshrinkagecracksand increasesresistancetowaterpenetration,abrasionandimpact.Itmakesconcretehomogenousandalsoimprovesthe compressivestrength,ductilityandflexuralstrengthtogetherwithimprovingtheabilitytoabsorbmoreenergy.Useof uniformly dispersed recron 3s fibres reduces segregation and bleeding, resulting in a more homogeneous mix. This leads to better strength and reduced permeability which improves the durability Recron 3s prevents the micro shrinkagecracksdevelopedduringhydration,makingthestructure/plaster/component inherentlystronger.

Further, when the loads imposed on concrete approach that of failure cracks will propagate, sometimes rapidly. Addition of Recron 3s to concrete and plaster arrests cracking caused by volume change expansion and contraction, simplybecause1kg ofRecron3soffersmillionsoffibreswhichsupportmortar/concreteinalldirections..Recron3s is a triangular polyester fibre incrosssectionwithcutlengthof6mm&12mmwhich is beingwidely used intheIndian Constructionindustry market.Itis much cheaperthananyotherimportedconstructionfibres.Atthespecified dosage of0.25%byweightofcementtherearemillionsoffibreswhichformameshintheconcrete.

ii. Literature Review

Kallepalli Bindu Madhavi and MandalaVenugopal : In their paper entitled “EXPERIMENTAL STUDY ON BENDABLE CONCRETE”,. Test results indicated that enchance the mechanical properties of Concrete. Following are the conclusionsmadebyauthors

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FracturecontrolledfailureisexhibitedbytheECC underflexuralloading,andabendisobtainedbecauseofcrack controllingnature. 

In the bendable concrete for the mixeshaving30%replacementof cementwith fly ash, the best mix obtained is cement/sandratio1:0.5andhaving3%volumeoffibres. 

WorkabilityaspectofRecronfibrereinforcedECCisanappreciableissueas satisfactory workabilityisobserved withuseofanychemicaladmixturewithdosageof1.5%. 

The compressive strength of M30 ECC which is having 3% volume of fibre is greater when compared with 2% volumeoffibre. 

The maximum compressive strength in bendable concrete having 30%replacement of cement with fly ash and having3%volumeoffibre.is38MPa 

The maximum flexural strength and split tensile strength in bendable concrete having 40% replacement of cementwithflyashandhaving3%volumeoffibreis7MPa,5MPa.



Dr sunil v desale and bhagyashri sisode : in their paper entitled “use of industrialwaste and recron 3s fibre to improvethemechanicalpropertiesofconcrete”testresultsindicatedthatenchancethemechanicalpropertiesof concrete.Followingaretheconclusionsmadebyauthors.



Fromtheresults,itisfoundthattheoptimalreplacementpercentageofcementwithfly ashis30%whenRecron 3sfibersarenotadded



OnadditionofRecron3s fiber withcementmatrix,thecompressivestrength andsplittensilestrengthdecrease withincreaseinRecron3sfibercontent,howevertheflexuralstrengthincreaseswithincreaseinRecron3sfiber content.



WhensludgeandRecron3sfiberareadded,theoptimumdosageofflyashis 20%andoptimumRecron3sfiber contentis0.4%.



Theusageofflyashwillreducetheilleffectsontheenvironment.Itisrecommendedovertheordinaryconcrete asitconsiderablysavescementandalsopreventsenvironmentalpollution.



UsageofRecron3sfiberwillreducethecostofmaintenanceby reducing themicrocracksandpermeabilityand hencethedurabilitywillincrease.ItisfoundthatuseofRecron3sfiberreducesthesegregation.

• For concrete without addition of polypropylene (Recron-3s) fibers,concrete has high workability and goodslump forallthemixproportions.

• Forconcretewithadditionofpolypropylene(Recron-3s)fibers,astheamountoffiberscontent increases(0.25%, 0.5%,0.75%1%)theworkabilitydecreases.

• For 20% and 30% fly ash content the compressive and split tensile strength is more for 0.5% and 0.25% fibers addition respectively and for 40% fly ash the compressive and split tensile strength is more for 0.75% fiber content.Beyond0.75%additionoffibersthereisnosignificantincreaseinthestrengthforallthemixescontaining flyash.

• Usage of polypropylene (Recron-3s) fibres will reduce the cost of maintenance by reducing the microcracksandpermeabilityand hence the durabilitywill increase.

Anusha Chowdry., Mrs Chaitra N and Dr. Chethan K : In their paper entitled “A Study on IMPACT OF POLYPROPYLENE(RECRON3S)FIBRECOMPRESSIVEANDTENSILESTRENGTHOFCONCRETE”,Testresultsindicated thatductilitypropertiesofConcrete.Followingaretheconclusionsmadebyauthors

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• Italsoreduces thesegregation.or28daysand56dayscuring,thereisnosignificantchangein compressive and splittensilestrength.

Prathamesh D Pawaskar and Vaibhav Shirodkar :Intheirpaperentitled“EXPERIMENTAL STUDY ON BEHAVIOUR OFRECRON3S”hasdiscussedthatbehaviourofrecron3sfibreFollowingaretheconclusionsmadebyauthors.

• Theworkability ofconcrete measured fromcompaction factortest,as thepercentageofRecron3sfiberincreases in mix the compaction factor decreases.Hence it can be concluded that with the increase in the fiber content, workabilitydecreases.

• With the addition of 0.5% addition of fibres, the maximum compressive, flexural and split tensile strengths are 24.75N/mm2 ,96N/mm2 ,and1.710N/mm2 respectively.

• Itisfoundthatthecompressive,flexuralandsplittensilestrengthisthehigherat0.50%.

• additionoffibersandreduceswhenthepercentageoffiberadded exceedsbeyond0.50%.

“COMPARITIVE

STUDY OF RECRON 3S & POLYPROPYLENE

FIBRE IN BENDABLE CONCRETE” has discussedthe failures that occur in concrete infrastructures are catastrophic in naturewithoutgivinganytypeofwarning.ButECChavingtensilepropertycangivealotoftimetoacttodealwiththe infrastructure failures. The conclusions are as under developed in PP fibre and Recron 3s fibre specimens were as smallasthehumanhair.Thiscanbeusedinareaswherenormalcompressivestrengthisrequired.

• By adding fibres, compressive strength was less than M-45 grade concrete, but crack Four Point loading test, specimens with fibres works better than the M-45concrete as beam of M-45 was broken in two pieces but fibre specimenswerehavingcracksofsmallerthickness.

LITERATURE SUMMARY

• The literature study shows that the significant studies are being made on the properties of Fibre Reinforeced Concrete and Engineered Cementious Concrete. But the literature is quite about the ductility property. The mechanical properties of bendable concrete like compressive, flexural and split tensile strength are not investigated deeply. This failure in literature of concrete is the main reason for carrying out few investigation on DuctilityandMechanicalpropertiesofbendableconcreteusingRecron3sfibre.

iii. OBJECTIVES OF PRESENT STUDY

Fibers reinforced concrete may be usefulwhere high tensile strength and reducedcracking are desirable or when conventionalreinforcementcannotbeplaced

It improves the impact strength of concrete, limits the crack growth and leads to a greater strain capacity of the compositematerial

For industrial projects, macro-synthetic fibers are used to improve concrete’s durability. Made from synthetic materials,thesefibersarelongandthickinsizeandmaybeusedasareplacementforbarorfabricreinforcement

Addingfiberstotheconcretewillimproveits freeze-thawresistanceandhelpkeeptheconcretestrongandattractive forextendedperiods.

Improvemixcohesion,improvingpumpabilityoverlongdistances

The main objectives of the present study is to find the purpose ECC of its suitability as special building materials

Improvethemechanicalandductilitypropertiesofconcrete.

Preeti Verma., Amritpal Kaur and JagbirSingh Intheirpaperentitled

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Tocomparethestrengthparametersofconcretewithconventional concrete

iv. MATERIALS ANDMETHODOLOGY

This chapter deals with the description of various materials used in the experimentation, also it describes briefly the methodologyadoptedtocarryingoutthedifferenttestsasperrelevantIScodes.

MATERIALSUSED

1. Cement

The cement use in the experimentation was ordinary Portland cement of 53-grade. The physical properties of the

cementaregiveninTable.

Table 4.1.1 : Physical properties of ordinary Portlandcement-53 grade

Properties

Results

Specificgravity 2.76

Fineness 8

Initialsettingtime 35min

Finalsettingtime 600min Normalconsistency 33%

Compressivestrength 07days 14days 28days 24.50 35.50 44.45

2. Fine Aggregate

ThelocallyavailableMsand,passingthrough

4.75mmwillbeusedasthefineaggregateinthemix.Thetestonfineaggregatewasconductedin6accordancewithIS: 650-1966,IS2386-1968todeterminethetestsgiveninthebelowtable.

3. Recron 3s Fibers

InthisexperimentRecron3sfibreisused

.Recron3sisatriangularpolyesterfiberincrosssectionwithcutlengthof6mm&12mm,whichisbeingwidelyusedin the Indian construction industry market. It is much cheaper than any other imported construction fibers. At the specified dosage of0.25% by weight of cement there are millions of fibers which form a mesh in the concrete. The spacing is approximately less than 1mm between any two fiber filaments in any co- ordinate of the matrix. This describes the general properties and application of recron 3s fiber reinforced concrete used in construction. The thinnerandstrongerelementsspreadacrossentiresection,whenweusedinlowdosagearrestscracking.

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SlNo Properties

4. Super plasticizer : fig4.1.4:

ConplastSP430 In this experiment Conplast SP 430 (fosroc chemicals) is used as super plasticizer. Fosrocconplast is a dark brown liquidbasedonlingosulphonateswhichmixesreadilywithwaterandthereforedispersesevenly.

4.1.5. CASTING OF SPECIMENS

Therequiredquantityofthematerialsforcube/cylinderandslabspecimenswascalculated.Thecalculatedquantity ofcementandsandratioie,1:2foreachmouldistakenandthoroughlymixedinthetray.Thenthecalculatedquantity ofRecron3sfiberswereuniformlydispersedonthedrycementmortarand thoroughly mixed,and calculatedquantity of water (w/c = 0.5) with the 2% admixture is added to the dry mix and thoroughly mixed and placed in the oiled mouldsinlayersandcompacted.Themouldiskeptoverthevibratingtableforthoroughcompaction.Themouldswere covered with gunny bags for 24 hours. After 12 hours, the specimens were demoulded and kept in waterfor curing. After curing, the specimens were tested for 7 days, 14 days an 28 days respectively. For compressive strength, specimensofdimension150x150x150mm,forsplittensilestrength,cylindersof150mmdiameterand300mmlong andforflexuralstrengthtest,slabsofsize600x200x60mmwerecasted.

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iv. TESTING OF SPCIMENS

1.

Compressivestrengthtest 



Splittensilestrengthtest 

Flexuralstrengthtest

Compressive strength test



Thecompressivestrengthtest wasconductedafter7,14,28daysofcuring.Thecompressivestrengthcanbe calculatedinaccordancewithIS521-1959usingtheformula. fc =P/A

Where fc -compressivestrengthofconcrete.

P - maximum load appliedtothespecimen.

A - cross sectional area of thespecimen.

1. Split tensile strength test:

Split tensile strength test was conducted after 7,14,28 days of curing. The split tensile strength can be calculated in accordancewithIS5816-1999.

T = 2P/��DL

Where D–isthediameterofspecimen.

L–Lengthofthespecimen

P - Maximum load applied to thespecimen.

T – Split tensile strength of theconcrete.

2.

Flexural strength test

Flexuralstrengthalsotermed asmodulusof ruptureisa measureofitsabilitytoresistbending. Thespecimencasted forflexuralstrengthtestweredimensionsof600×200×60mm.The effective span was …….mmandthespecimensweresubjectedto twopoint loading,thedistancebetweenthe loads was ……mm.Thetest procedurewascarriedoutinaccordancewithIS516-1959. Theflexuralstrengthofthespecimenshallbeexpressedasmodulusofruptureandshallbecalculatedusingthefor fd = P×L/bd2

P – Maximum load applied tothespecimen

L – c/c distance between thetwosupports

b–Widthofthespecimend–Depthofthespecimen

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RESULTS

Table 6.1.7 : Overall results of compressivestrength of ECC M25 with Recron 3s fibers

© 2022, IRJET | Impact

e s

e s s

C om pr

Fig 6.2.D : overall results of compressive strength atthe age of 7,14,28 days

h (M P a) of ECC M25 with Recron 3s fibers

7.529 | ISO 9001:2008 Certified Journal | Page214

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S p l i t te n si l e str e n g th ( M Pa)

4 3 2 1

7 days 14 days 0

0 0.5 1 1.5 2 2.5 3

Percentage of fibre added

Fig 6.2.D : overall results of split tensile strength atthe age of 7,14,28 days

Table 6.3.7 : Overall results of Flexural strength ofECC M25 with Recron 3s fibers

CONCLUSION

Percentageof addition of fibers

Average Flexural strength (MPa) 7 days 14 days 28 days 00 173 179 180 05 236 278 298 10 211 217 242 15 192 209 190 20 168 153 168 25 140 124 131 3.0 1.07 1.35 0.89

F l e x u r al str e n g th ( M Pa)

3.5 3 2.5 2 1.5 1 0.5 0

0 0.5 1 1.5 2 2.5 3

Percentage of fibre added

7 days 14 days 28 days

Fig. 6.3.D : Overall results of flexural strength at theage of 7,14,28 days

Basedontheexperimentalinvestigationthefollowingconclusionsaredrawnwiththelimitationsoftestresults.

 Itobservedthat0.5%additionofrecron3sfibreshasgiventhehighercompressivestrengthandthereafterwith theincreaseoffibres,thestrengthdecreases

 Thepercentageincreasein compressivestrengthis13.05,15.85and15.38percent for7days,14days,28days withrefusetoreferencemix(0%additionoffibre)

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 Itobservedthat2%additionofrecron3sfibres has given the higher split tensile

References

[1] Preeti Verma, Amritpal Kaur and Jagbir Singh, “COMPARITIVE STUDY OF RECRON 3S & POLYPROPYLENE FIBREIN BENDABLE CONCRETE”, International Conference on Advances in Construction Materials andStructures(ACMS-2018)IITRoorkee,Uttarakhand,India,March7-8,2018.

[2] Prathamesh D Pawaskar., and Vaibhav Shirodkar, “EXPERIMENTAL STUDY ON BEHAVIOUR OF RECRON 3S”,IOSR Journal ofMechanical andCivil Engineering (IOSR-JMCE) ISSN(e):2278-1684,ISSN(p):2320–334X,PP:32-38.

[3] Kallepalli Bindu Madhavi., and Mandala Venugopal, “EXPERIMENTAL STUDY ON BENDABLE CONCRETE”,October2016IJEDR,VOLUME05,ISSUE10.

[4] C Neeladharan, A Muralidharan (2020), “BEHAVIOUR OF FIBRE REINFORECED CONCRETE USING RECRON 3S”, International Journal of Advanced Research in Manegement, Aechitecture, Technology and Engineering (IJARMATE)Vol.6,Issue6,June2020.

[5] B Venkat Narsimha Rao, M Mahesh, Satya Sri, “THE RECRON FIBRE REINFORECED CONCRETE PAVEMENTS”, 2016 IJEDR , Volume 4, Issue 4,ISSN:2321-9939.

[6]. Akim choudappa yallappa, Marabathina maheswara rao and vinod nagpure. “ExperimentalInvestigation of Recron3sFiberreinforcedConcrete.” International Journal of Emergingstrengthandthereaftertheadditionoffibres decreasesthesplittensilestrength.

The percentage increase in split tensile strength is 15.20,15.0 and 12.45 percentfor 7 days , 14 days , 28 days respectivelywiththereferencemix(0%additionoffibre)

Itobservedthat0.5%additionofrecron3sfibreshasgiventhehigherflexuralstrengthandthereaftertheaddition offibresdecreasesthesplittensilestrength.

The percentage increase in Flexural strength is 36.41, 55.30, and 65.33 percent for 7 days , 14 days , 28 days respectivelywiththereferencemix(0%additionoffibre)

Trends in Engineering and Development. Vol. 6,Issue5(Oct.-Nov.2015).

[7] Dinesh G Shelavale, Ketan R Patil, Kalpesh R Patil and Ab hijit M Bombe.“TestingonuseofHyposludge and Recron 3s Fibre in Cement Concrete”. International Journal on Recent and Innovation Trends in Computing and CommunicationVol–4,Issue4(April2016).

[8] Dr. M. Devi. “Significance of Fibres in Enhancing Strength and Corrosion Resistance of Fly Ash Blended Quarry Dust Concrete”.International Conference on Biological, Civil andEnvironmental Engineering (BCEE-2014) March17-18,2014.

BIOGRAPHIES

Dr. Sudhikumar G.S Professor&Head DepartofCivilEngineering ChannabasaveshwaraInstitute ofTechnology,Gubbi.

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Anusha c

BEFinalyearstudent CivilDepartment

ChannabasaveshwaraInstituteof Technology,Gubbi

Chethan NP

BEFinalyearstudent CivilDepartment

ChannabasaveshwaraInstitute ofTechnology,Gubbi

Bharath H.G

BEFinalyearstudent CivilDepartment

ChannabasaveshwaraInstitute ofTechnology,Gubbi

KotaiahB.N

BEFinalyearstudent

CivilDepartment

ChannabasaveshwaraInstituteof Technology,Gubbi