A COMPREHENSIVE STUDY OF PROPERTIES OF POLYPROPYLENE REINFORCED CONCRETE

A COMPREHENSIVE STUDY OF PROPERTIES OF POLYPROPYLENE REINFORCED CONCRETE

1Lecturer in Civil Engineering Department, Swami Vivekanand Subharti University, Meerut, Uttar Pradesh, India

2Lecturer in Civil Engineering Department, Swami Vivekanand Subharti University, Meerut, Uttar Pradesh, India

3Lecturer in Civil Engineering Department, Swami Vivekanand Subharti University, Meerut, Uttar Pradesh, India***

Abstract – The reinforced concrete slab is reinforced with concrete by adding compactly separated beaches to the concrete. Shows numerous stable and advanced engineering structures similar as compressive strength, flexural strength etc filaments are suitable to helps cracks in the ground by the act of cleaning which leads to better resistance to concrete. The combination of two or further different filaments is veritably common these days with the end of perfecting the overall performance of the system. The thing is that the performance of these mongrel systems will overweight the eventuality for each type of fiber.

Key Words: Reinforced concrete, flexural strength, compressive strength, Slump test, Polyesterfiber, workability

1. INTRODUCTION

Thedramaticincreaseinconstructionactivitieshasledto thewidespreaduseofconcretematerials.Theperformance ofconventionalconcreteisenhancedbytheadditionoffiber toit.Thehardnessoftheconcreteisreducedanditsductility isadequatelyenhancedbytheadditionoffibertoit.Inthe current work of cement concrete, cylinders and concrete prisonsfortheM25gradeareinstalledasstandardinIndia. Polypropylene fibers were used individually in various proportionsnamely05%,1%,1.65%,1.85%,2%byweight of cement when preparing concrete mixtures, the same amountofcementwasreplacedbyfiber.Testresultsshow thattheuseoffiberinconcrete,apaidproductcalledFiber ReinforcedConcrete(FRC),improvescompressivestrength, separatingstrengthandflexuralperformancecomparedto conventional concrete. In this experimental study of a concrete cube, beams and cylinders were installed and reinforced with polypropylene fibers containing various percentagesofcementweighttostudythedevelopmentof energy structures. The performance of specimens has decreasedasthenumberoffibersincreases,whichmeans that at higher percentages fiber mixing is difficult. Some plasticizersneedtobeaddedtoovercomethisdifficulty.The concept also outlines the results of experimental tests performedonconcrete beams,in size100mm x 100mmx 500mm.thebeamsweretestedunderatwo-pointbend.The result showed that the flexible properties of the concrete matrix are greatly improved with the addition of

polypropylenewires.Ofthevarioustypesoffibersusedin this study, fibers containing 1.65% of concrete have been shown to be effective in developing a flexible response. TypesofpolypropylenefiberReinforcedConcretecontaining theseindividualstrandsinvariousproportionsandstandard concreteasreferenceiscastandtested.Basedonthemixing method introduced according to the Indian standard, the sizesofvariousingredientswereobtainedtodeterminethe M25concreterange.Samplesweremadewithoutmerging. Thepurposeofthisconceptistocomparethestructuresof concretebeamsinwhichdifferentpercentagesoffibersare insertedindividually.

1.1.CONTENT

Exploratoryresearchconsistsoftheselectionandtestingof cement, mixing, the formation of concrete mixtures, preparationandtestingofnewconcrete,andthepreparation andtestingofsolidconcrete.Thefollowingprocedurewas followed to conduct a study on polypropylene fiber embedded in concrete. The strength of the sample input fibers was tested and compared with standard models. Graphswerealsodevelopedtocomparethetwo.

2. TEST ON FRESH CONCRETE

 Slumptest



Compactionfactortest

 TEST ON HARDENED CONCRETE



Compressivestrength

 SplitTensileStrength

 FlexuralStrength

 MATERIALS CHARACTERISTICS

This research focuses on use of polypropylene fiber in concrete composite. In this flexible polypropylene fiber systemandductileleadstostrengtheningthestiffnessand strength of the post-cracking area (Ramadevi and VenkateshBabu2012).Inthisexperimentalinvestigationan attempthasbeenmadetostudythecompressivestrength,

splittensilestrengthandflexuralstrengthofpolypropylene concrete.Inthisstudy,cement,sand,coarseaggregate,water andfiberswereused.OrdinaryPortlandcementof53grade cementasper,bureauofIndianStandard,12269:1987was usedinthisinvestigation.Locallyavailablecoarseaggregate withmaximumsizeof20mmand10mmandspecificgravity of2.70wereused.Locallyavailablesandconformingtozone 1inaccordancetoBureauofIndianstandard,383:1970with specific gravity 2.65, water absorption 2% and fineness modulus 2.8 was used. For the experimentation, portable waterwasused.

2.1. TEST ON FRESH CONCRETE

2.1.1. SLUMP TEST

Concreteslumptestisusedtodeterminetheworkabilityor consistencyofconcretemixpreparedinthelaboratoryorat theconstructionsiteduringtheprogressofwork.Concrete testsperformedwithconcreteareperformedfrombatchto batch to test the same quality of concrete during construction. The simplest performance test of concrete, incorporates low cost and provides fast results. Made in accordancewithIS:1199-1959.Thetestwasconductedby using mould known as slump cone or Abraham’s cone. Internal surfaceofconewasgreasedanditwasplacedon hardnon-absorbentsurface,itwasthenfilledwithalready prepared concrete in 4 approximately equal layers, tamperingeachlayertoabout25timesusingtamperingrod, removing extra concrete from top. The mould was then carefullyliftedverticallyupward,withoutanydisturbanceto concretecone.Concretesubsided.Thedifferencebetween the top of the mould and that of highest point of the specimenbeingtestediscalledslump.Fallingconcretehas taken many forms, and according to the profile of fallen concrete, falls are called real slump, shear, zero slump or slumpslump.

2.1.2. COMPACTION FACTOR TEST

TheCompactionfactortestisdesignedinsuchawaythatit canbeusednotonlyinthelaboratorybut,insomecases,in fieldconcretetests.Acompactingfactortestwasdeveloped at the Road Research Laboratory in the United Kingdom. Thistestisoneofthemostaccuratetestsperformedinorder todeterminetheworkabilityofconcrete.Thistestappliesto thegoalofdeterminingthedegreeofcompressionachieved bythenormalworkdonebyallowingtheconcretetofallto normal length. A compacting factor called a compacting factorismeasuredbyaquantitativemeasurei.e.,ameasure of the size actually found in a test of the same concrete. Prepareaconcretemixofparticularratio.Withthehelpofa trolley,fillthenewlypreparedconcreteontopofthedevice. The concrete should be filled with the hopper edge and weighedwithatrowel.Nowopentheupperhoppertrap,so that the concrete falls to the lower hopper. After all the concretefallfromonetophoppertoanother.Thenreopen

thehoppertrapbelow.Lettheconcretefallintothecylinder. Nowtaketheweightofthecylinderfromwhichtheconcrete was cut. Let this weight of partially compacted concrete (W1).Emptythecylinder.Nowagain,filltheconcretewith cylinderinthreelayerswith25beatsineachlayerusinga lubricating rod. Fill concrete to the of cylinder and scrape excess concrete above the brim. Now take the weight of cylinderinwhichconcretewefilled.Letthisweightbethe "weightoffullycompactedconcrete(W2)".

The concrete composite element can be obtained using a formula,=(Weight of partially

Compacted concrete W1)/ (Weight of partially compacted Concrete W2)

2.1.3 COMPRESSIVE STRENGTH TEST RESULT.

Thestrongpressureoftheconcretecubegivesanideaofthe concreteproperties.Withthistestonecanjudgewhetherthe displayisdonecorrectlyornot.Thecompressivestrengthof conventionalconstructionvariesfrom15MPato30MPaand aboveforcommercialandindustrialbuildings.Apressure testisperformedonacubeorcylinder.Acubetesttwotypes of15cmx15cmx15cmmoldsareusuallyused.Concreteis pouredintothemoldandspraywellsothatitisempty.After 24 hours the fungi are removed and tested in water for treatment.Thesesamplesweretestedwithapressuretest machineafterthreedays,7daysand28daysoftreatment. Loadingisappliedgraduallyuntilthesamplefails.Loading templates separated by a template's location enables compression. In this investigation, to calculate the compressive strength of concrete, cube specimens of size 150x 150 x150mmare castusing a M25concrete range individuallywith0.5%,1%,1.5%,1.65%,1.85%and2%of polypropylene fiber by weight of cement, respectively. Mouldswerevibratedbytablevibrator.Theuppersurfaceof thespecimenwasleveledandfinished.After24hoursthe specimenswereremovedfromthemouldandtransferredto curingtankandtheywereallowedtocurefor3days,7days, and 28 days of curing, these cubes were tested on digital compression testing machine as per, Bureau of Indian Standards, 516:1959. The failure load was noted. In all category,threecubesweretestedandtheiraveragevalueis reported.

2.1.4. SPLIT TENSILE STRENGTH TEST RESULT

Separatingthestrengthofthestrengthinaconcretecylinder is a way to obtain the strength of the concrete strength. Concreteisverysusceptibletofrictionduetoitsnatureand isnotacceptabletoresistdirectfriction.Concreteexposes cracks when exposed to high strength. Therefore, it is necessarytodeterminethestrengthoftheconcretetoobtain a load where the concrete members may crack. Direct concrete strength testing is rarely performed due to the difficultyofinsertingspecimensandtheuncertaintyinthe

secondry pressure caused by the gripping equipment. Indirect tests of concrete strength strength are used. Accordingly, 3 specimens of cylindrical shape of diameter 150mmandlength300mmweretestedunderacompression testingMachineof2000KNcapacityunderacompressive load across the diameter along its length till the cylinder splits.Thetensiongrowsinthedirectionatrightanglesto the action line of the applied load. In order to determine tensilestrengthofconcretecylindersplittingtestiscarried out on concrete cylinders. This is an indirect test for measuringtensilestrengthofconcrete.

2.1.5. CYLINDER SPLITTING TEST

The test is performed by placing a sample of the cylinder, horizontallybetweentheloadingareasofthepressuregauge andthe loadapplieduntil thecylinder fails,tothe correct width. The loading mode produces a high pressure drop undertwoareaswheretheloadisapplied.Butmuchofthe depth associated with the depth is attributed to the performance of the tensile strength horizontally. It is estimated that the compressive pressure applies to both (1/6)thdepthandtheremaining(5/6)thisunderpressure. The horizontal tensile stress is given by the following equation{6}:

Split tensile stress = 2p/πDL

Where,

P= Load at failure

L=Cylinderlength(300mm)D=Cylinderwidth(150mm)

2.1.6.

FLEXURAL

STRENGTH

Flexural testing tests the strength of concrete strength indirectly.Itteststheabilityofanunconfirmedconcretepole orslabtowithstandbendingfailure.Theresultofaflexural testonaconcreteshownasafracturemodule(MR)inMPa orpsi.Furthermore,modulusofruptureisabout10to15% of compressive strength of concrete. It is influenced by mixture proportions, size and coarse aggregated volume usedbyspecimenconstruction.Flexuralstrengthisoneof thestepsofconcretestrengthstrength.Flexuralstrengthis one of the steps of concrete strength strength. Flexural testingisverycriticalinspecimenpreparation,management andtreatmentprocess.

Flexural concrete strength tests were performed on the beams. Loads used in beams are loaded with two points whereloadsareused(1/3)beampoints..Thebeamisplaced inthetestingmachineinsuchawaythattheloadpointare 13.3cmapartfromeachotheraswellasfromeachsupport. Theloadisincreaseduntilthesamplefailsandthisloadis considered a failure load. Flexural strength is calculated fromthefollowingformula.

Flexural strength = PI/bd2

Where,

P= Load at failure

I= Length of beam between supports B= breadth of beam (100mm)

D=Depthofbeam(100mm)

 COMPARISON OF COMPRESSIVE STRENGTH

Acomparisonofthe3,7-and28-dayscubestrengthresults showsthat

➢ At C0.5 in 3 days there is a 7.2% increase in pressure, 6.52% increase in 7 days, a 6.29% increase in 28 days comparedtotheM25gradeC0.

➢ In C1 in 3 days there was an 8.64% increase in compressionstrength,an8.04%increasein7days,an8.02% increasein28dayscomparedtotheM25gradeC0.

➢ForC1.5at3daysthereis11.11%increaseincompressive strength,10.70%increaseat7days,11.02%increaseat28 dayswhencomparedtoC0ofM25grade.

AtC1.65in3days thereisa 12.86%increaseinpressure, 13.29%increasein7days,anincreaseof12.13%in28days comparedtotheM25gradeC0.

➢ pressure,9.56%increasein7days,anincreaseof11.19%in 28dayscomparedtotheM25gradeC0.

➢ a9.56%increaseinstress,an increase of 9.43% in 7 days, an increase of 10.08% in 28 dayscomparedtotheM25gradeC0.

 COMPARISON OF SPLIT TENSILE STRENGTH TEST RESULT

➢Acomparisonoftheofthe7-and28-dayssplitcylinder strengthresultshowthat

At C0.5 in 7 days there is a 6.59% increase in fracture, 19.25%increasein28days,comparedtoC0gradeM25.

➢ InC1in 7days there isan8.12%increaseincracked dividingpower,21.48%increasedin28dayscomparedto M25gradeC0.

➢ days there is a 10.65% increase in split power,24.81%powerin28dayscomparedtoM25gradeC0.

➢ strength,25.92%increasedby28dayscomparedtotheM25 gradeC0.

➢ is a 9.64% increase in the dividedstrength,24.07%increasedin28dayscomparedto theM25gradeC0.

➢ power,23.33%anincreasein28dayscomparedtotheM25 gradeC0.

 COMPARISON OF FLEXURAL STRENGTH

➢ForC0.5at7daysthereis7.59%increaseinsplittensile strength,6.78%increaseat28days,whencomparedtoC0of M25grade.

For C1 in 7 days there is a 16.15% increase in fracture separationpower,22.36%increasedin28dayscomparedto M25gradeC0.

➢ ForC1.5at7daysthereis35.38%increaseinsplittensile strength,31.65%increaseat28dayswhencomparedtoC0 ofM25grade.

➢ For C1.65 at 7 days there is 54.61% increase in split tensilestrength,47.98%increaseat28dayswhencompared toC0ofM25grade.

ForC1.85in 7days thereis a 31.15%increaseinfracture strength, 40.70% increased in 28 days compared to C25 gradeM25.

➢ fracture, 33.165% increased in 28 days compared to C0 gradeM25.

3. CONCLUSION

In this experimental study the mechanical properties of reinforced fiber concrete were studied and the following resultsweredrawn:

Concretewith1.65%offiberistheoptimumpercentageof fiber, as we go on increasing the percentage of fiber the strengthwasshowntobedecreasing.

 Therewasnotmucheffectoncompressivestrength Itusuallyincreasesbyasmallpercentageto1.65%of thefiberafterwhichitdecreases.Therewasanincrease of12.86%,13.29%,12.13%,compressionpowerfor3,7 and28daysrespectively.

 Therewasmoderateeffectonsplittensilestrength. Therewasabalancedeffectonthestrengthofthesolid separation.Itusuallyincreasesbyasmallpercentageto 1.65%ofthefiberafterwhichwhenthepercentageof fibersincreasesthestrengthoftheSplittensileusually decreases.Therewasanincreaseof13.19%,25.92%,in 7,28daysstrengthrespectively.

 TherewasgoodeffectonFlexuralstrength.Ittends toincreasewithsmallpercentageupto1.65%offiber after which when the percentage of fiber of fibers is increasedtheFlexuralstrengthdecrease.Therewasan increaseof54.61%,47.98%in7,28daysrespectively.

 Workability of concrete tends to decrease with increasing percentage of fibers if admixtures are not added.

 1.25kg of fiber costs 75 Rs/-, thus it becomes economicalinuse,ascementIscostlysomeportionof cementisremovedwithadditionofthefiber

 It can be used for slabs, beams and parts of structurewheretensilestrengthisrequired.

4. REFERENCES

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[2]Faisalfouaddied,"BuildingsanduseofFiberReinforced Concrete, JKAU: Eng. Sci., Vol. 2, pages 49-6 ~ (1410 A.H./19lJlIAD).

[3]GeethanjaliC,JaisonVarghese,PMuthuPriyaInfluenceof HybridFiberonReinforcedConcreteinInternationaljournal ofadvancestructureandgeotechnicalengineering,2014pp 40-43.

[4]InderjitPatel,CDModhera,“ExperimentalInvestigation toStudyEffectofPolyesterFibreonDurabilityˮinJERSVol.II IssueIonJanuary-March2011,pp159-166

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[7] Daud Chauhan 1 ,Mayankeshwar Singh 2 , Abhishek Tiwari3“ACOMPREHENSIVEREVIEWONBEHAVIOUROF CONCRETE ON PARTIAL REPLACEMENT OFCOARSE AGGREGATEWITHE-WASTE”InternationalResearchJournal ofEngineeringandTechnology(IRJET)Volume:09Issue:07| July2022

[8] Daud Chauhan et al/ IMPACT ON MECHANICAL BEHAVIOUR OF SILICA FUME MORTAR ALONG WITHBACILLUSSPHAERICUSBACTRIA

[9] Daud Chauhan et al/ STUDY OF BEHAVIOUR OF CONCRETEUSINGFOUNDRYSANDPARTIALREPLACEMENT WITHFINEAGGREGATE

5. BIOGRAPHIES

Er IbranKhan

Lecturer in Civil Engineering Department, Swami Vivekanand SubhartiUniversity,Meerut,Uttar Pradesh,India

Er.DaudChauhan

Lecturer in Civil Engineering Department, Swami Vivekanand SubhartiUniversity,Meerut,Uttar Pradesh,India

Er AnilKumar Lecturer in Civil Engineering Department, Swami Vivekanand SubhartiUniversity,Meerut,Uttar Pradesh,India