II OBJECTIVE OF THE STUDY
I. INTRODUCTION
Cementbothinmortarandconcrete,isthemostessentialelementoftheinfrastructureandhasbeenknownasa long lasting constructionmaterial[16,17].Reuseofrecycledorwastematerialsfortheconstructionofcivilstructuresisanissueofgreat importance in this century. Mixing of mineral admixtures in concrete and mortar improves compressive strength, pore structure and permeability. Some of this materials, known as pozzolana, which by themselves have no cementitious properties,however,whenusedwith portlandcementreactstoformcementitiousmaterials.Partialreplacementof portland cementinconcretereducesthevolumeofportlandcement.Thisreductionincementvolumefurtherreducestheconstruction cost,energylossandwasteemissionssuchascarbondioxide(CO2)emission. Thisalso,reducestheenergyconsumptionand thus,reducestherateofglobalwarming[17,18,and19].
Theresearchwasaimedtoinvestigateeffectoffreshpropertiesofconcreteusingultrafineflyashwithalccofine(metakaoline) forcementreplacement.
Keywords Ultra fineflyash,metakaolin,ordinaryportlandcement,concrete,compressivestrength
Theuseofsupplementary cementitious material inhighstrength concreteand highperformance concreteis commonnowa days. Providing alternative material to reduce cement consumption in concrete is quite challenging task. Although a no of studieshavebeenconductedonuseofSCMsuchasclasscflyashinHVFAconcrete[1,3,5,14]andinhighstrengthconcrete [4], class F fly ash [13], Fly ash in HVFA concrete [2, 6, 8, 11], to provide economical, ecological , green concrete and to minimize environmental problem. These studies shows excellent properties such as workability, density and compressive strength, flexural strength, split tensile strength, abrasion resistance etc. Among all the SCM in concrete fly ash plays an importantroleinreducingcostand providingalternativesupplementarycementitiousmaterialtoconstructionindustry.The performanceofflyashcanfurtherbeimprovedusingmineraladmixturesuchasGGBSandsilicafumeinconcrete[11,13]and alccofine in ultra HPC [12]. Use of alccofine with UFFA shows improved performance of concrete. Previous research do not show much literature in this regard and there is a research gap in use of UFFA in construction application especially using alccofine Thereforeit canbesaidthat there isa needofresearchandinvestigation inthisparticulararea to understandthe mostbeneficialandeconomicalfeaturesoftheUFFAwithmetakaolin(alccofine)inconcreteforcementreplacement
III. MATERIALS AND THEIR PROPERTIES
Cement OPC53gradecementofUltratechwasusedforthisresearchprogram.
International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056 Volume: 08 Issue: 12 | Dec 2021 www.irjet.net p ISSN: 2395 0072 © 2021, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page1518 Compressive Strength of Concrete using Ultra-Fine Fly Ash and Metakaolin (Alccofine) Batham Geeta1 , Akhtar Saleem2 , Rajesh Bhargava3 1PhD Scholar, UIT RGPV, Bhopal, India 2Professor, UIT RGPV, Bhopal, India 3Professor, RGPV, Bhopal, India *** ABSTRACT In this research program, high volume ultra fine fly ash concrete mixes produced with OPC 53 grade cement for higher grade M40 and M50. Initially control mix was produced with 100 % OPC cement. Further 40% of cement content was replaced with ultra fine fly ash with Alccofine (Metakaolin) and properties were found. The Metakaolin (alccofine) were used in 10%, 15% and 20 % to enhance the concrete properties and to reduce cement content for both grades M40, and M50. In such a way overall cement content was reduced up to 60 %. Replacement of cement by UFFA with Metakaolin results in more improved and economical concrete. Compressive strength of specimens were determined in the laboratory. Combination of UFFA and Metakolin shows excellent improvement in compressive strength for both grade.
International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056 Volume: 08 Issue: 12 | Dec 2021 www.irjet.net p ISSN: 2395 0072 © 2021, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page1519 Natural Sand Locallyprocurednaturalsandwasusedasfineaggregateinconcrete.LocallyavailableNarmadasand(zone II)wasused Aggregate A combination of 20mm nominal size aggregate and 10mm nominal size aggregate is used as coarse aggregate in this experimentalprogram.Bothtypesofcoarseaggregatewerelocallyprocured. Water ThewaterusedwasordinarytapwaterfromtheBhopalcity. Ultra Fine Fly ash FlyashusedinthisstudywascollectedfromSarnithermalpowerplant. Metakaolin CommerciallyavailableBagsofMetakaolinwereusedinvariousproportionsinthisstudy. IV. EXPERIMENTAL PROGRAM To conduct experimental program following trials were prepared in the laboratory. Table 4.1 shows experimental program andtable4.2andtable4.3showsmixdesignparametersforthegradeM40andM 50. Table4.1Experimentalprogram Grade Mix RatioW/C (Cement +UFFA) (%) AdmixtureMineral (%)Metakaolin Tests M40 M00 0.38 100%OPC 00% strengthCompressiveattheageof 7,28,56and90days M41 0.3 50%OPC+40%UFFA 10% M42 0.3 40%OPC+45%UFFA 15% M43 0.3 40%OPC+40%UFFA 20% M50 M00 0.33 100%OPC 00% M51 0.28 50%OPC+40%UFFA 10% M52 0.28 40%OPC+45%UFFA 15% M53 0.28 40%OPC+40%UFFA 20%
International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056 Volume: 08 Issue: 12 | Dec 2021 www.irjet.net p ISSN: 2395 0072 © 2021, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page1520 Table4.2MixdesignparametersforgradeM40andM50 S. No. Material Source M 40 Grade (Mix M-41) M 50 Grade (Mix M-51) gravitySpecific weightSSD gravitySpecific weightSSD 1. Cement UltraTechOPC53grade 3150 200 3150 240 2. Flyash GrasimNagda 2250 250 2250 246 3. Metakaolin KaolinTechniqSnowCem 2500 50 2500 54 4. Water Naturalwater 1000 150 1000 151 5. FineAggregate NaturalSand 2690 667 2690 612 6. AggrgateCoarse 1 (10 mm) (10mm) 2810 455 2810 465 7. AggrgateCoarse 2 (20 mm) (20mm) 2840 689 2840 704 8. Admixture YPCUTB 1250 2.100 1250 2.376 Table4.3MixdesignparametersforgradeM40andM50 1. Gradeofconcrete M40 M50 2. TargetMeanstrength 48.25 58.25 3. W/Cratio 0.30 0.28 4. Actualvolumeconsidered 1.00 1.00 5. Percentageofcoarseaggregate(20mm) 62.0 64.50 6. Percentageofcoarseaggregate(10mm) 40 40 7. Percentageoftotalcementitiousmaterial 500 540 8. Percentageofflyash 50 45.50 9. Percentageofmetakaolin 10 10 10. PercentageofFineaggregate 38.00 35.5 11. PercentageofNaturalSand 100.0 100.0 12. Percentageofairvoid 0.30 0.10 13 Admixture% 0.420 0.440 V. CASTING OF SPECIMENS Variousconcretemixes(M00,M41,M42,M43andM00,M51,M52andM53) wereproducedinthelabusingultra fineflyash (40to45%)incombinationwithmetakaolin(10%,15%and20%)forM40andM50.Controlmixwith100%OPCandother mixeswerecastedandtestedinthelaboratory.Totalnoof12concretecubeof150mmX150mmX150mmforeachtrialmix were prepared and tested at age of 7, 28, 56 and 90 days curing. Compressive strength is taken as the average compressive strengthofthreeconcretecubes. VI. RESULTS AND DISCUSSION Table 4.5 shows compressive strength of M40 grade of concrete at the Age of 07, 28, 56 and 90days and Table 4.6 shows compressivestrengthofM50gradeofconcreteattheAgeof07,28,56and90days
International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056 Volume: 08 Issue: 12 | Dec 2021 www.irjet.net p ISSN: 2395 0072 © 2021, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page1521 Table4.5CompressivestrengthtestresultsforM40grade. Mix (Cement +UFFA) (%) MineralAdmixture (%)Metakaolene Compressive strength at curing of 7 days 28 days 56 days 90 days M00 0.38 100%OPC 00% 31 50.3 51.25 52,80 M41 0.30 50%OPC+40%UFFA 10% 18 23.23 30.49 39.16 M42 0.30 40%OPC+45%UFFA 15% 34.29 39.81 47.17 56.12 M43 0.30 40%OPC+40%UFFA 20% 34.92 39.63 45.91 53.53 Table4.6CompressivestrengthtestresultsforM50grade. Mix RatioW/C (Cement +UFFA) (%) MineralAdmixture (%)Metakaolin Compressive strength at the age of 7 days 28 days 56days 90 days M00 0.33 100%OPC 00% 42.10 60.20 61.46 62.48 M51 0.28 50%OPC+40%UFFA 10% 46.26 50.76 56.76 64.05 M52 0.28 40%OPC+45%UFFA 15% 49.43 52.77 57.23 62.65 M53 0.28 40%OPC+40%UFFA 20% 45.60 51.14 58.53 67.49 7 days 28 days 56 days 90 days M00 31 50.3 51.25 52.8 M41 18 23.35 30.49 39.16 M42 34.29 39.81 47.17 56.12 M43 34.92 39.63 45.91 53.53 31 50.3 51.25 52.8 18 23.35 30.49 39.16 34.29 39.81 47.17 56.12 34.92 39.63 45.91 53.536050403020100 Compressive StrengthMPa( M-40 Grade) M43M42M41M00
It is observed from the graph that replacement of cement using UFFA with metakaolin results in reduction in compressive strength initially. But thereafter there is significant improvement in performance of compressive strength. Compressive strengthforcontrolmix(M00)werefound31.00,50.30,51.25and52.80N/mm2attheageof7days,28days,56daysand90 days. Compressive strength reduces initially when cement is replaced with UFFA and Metakaolin at all ages. Compressive strengthformix(M41)werefound18.00,23.35,30.49and39.16N/mm2attheageof7days,28days,56daysand90days. After that there is increase in compressive strength for mix M42 and M43. Compressive strength for mix (M42) were found 34.29,39.81,47.17and56.12N/mm2attheageof7 days,28days,56days and90days.Similarlycompressivestrengthfor mix(M43)werefound34.92,39.63,45.91and53.53N/mm2attheageof7days,28days,56daysand90days. Themaximum compressivestrength56.12MpawasobservedformixM42at(45FA+15M)% replacementofFlyashat90dayscuring It was found that compressive strength of concrete mixtures with (40FA+10M)%, (45FA+15M)% and (40FA +20M) % of fly ashascementreplacementwaslower initiallyatallagesandthatthestrength ofallmixturescontinuedtoincreasewiththe age.MaximumpercentageofincrementincompressivestrengthformixM42andM43wasfound6.28%and1.42%attheage of90daysascomparedtocontrolmix.
Compressivestrengthforcontrolmix(M00)werefound42.10,60.20,61.46and62.48N/mm2attheageof7days,28days,56 daysand90days.Compressivestrengthformix(M51)werefound46.26,50.76,56.76and64.05N/mm2attheageof7days, 28days,56 days and 90days. Compressivestrength formix(M52) werefound 49.43,52.77,57.23 and 62.65 N/mm2atthe ageof7days,28days,56daysand90days.Similarlycompressivestrengthformix(M53)werefound45.6,51.14,58.53and 67.49 N/mm2 at the age of 7 days, 28 days, 56 days and 90 days. The maximum compressive strength 67.49 Mpa was observedformixM53at(40FA+20M)% replacementofFlyashat90dayscuring. 7 days 28 days 56 days 90 days 60.2 61.46 62.48 56.76 64.05 57.23 62.65 58.53 67.49 61.46 62.48 56.76 64.05 57.23 51.14 58.53 StrengthMPa( M-50
M00 42.1
International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056 Volume: 08 Issue: 12 | Dec 2021 www.irjet.net p ISSN: 2395 0072 © 2021, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page1522
49.43 52.77
67.4980706050403020100 Compressive
Compressive strength for M50 grade of concrete
45.6
M52 49.43 52.77
M53 45.6 51.14
Compressive strength for M40 grade of concrete.
42.1 60.2
46.26 50.76
Itisindicatedfromtheabovegraphthatcompressivestrengthattheageof7daysand90daysshowsexcellentimprovement for grade 50. Maximum percentage of increment in compressive strength for mix M51, M52, and M53 were found 2.51%, 0.27%and8.01%respectivelyattheageof90dayswhencomparedwithcontrolmix.
M51 46.26 50.76
Grade) M53M52M51M00
6.S.Lokesh,M.G.RanjithKumar,S.Loganathan,“EffectiveUtilizationofHighVolumeFlyashwithLightWeightAggregatein ConcreteforConstructionIndustry”,InternationalJournalof AdvancedStructuresandGeotechnicalEngineering ISSN2319 5347,Vol.02,No.04,October2013.
7. Luigi Coppola, Denny Coffetti, and Elena Crotti, “Plain and Ultrafine Fly Ashes Mortars for Environmentally Friendly ConstructionMaterials”,19March2018JournalSustainability.
4. Combination of UFFA and Metakaolin shows excellent improvement in compressive strength for both grade. Maximum percentage of increment in compressive strength was found 6.28 % for M40 grade at the age of 90 days and 8.01 % for M50gradeatsameage.
On the basis of experimental investigation carried out in the laboratory following conclusion can be drawn in regard of concreteproducedwithUltra fineflyash(UFFA)andMetakaolin(M).
3. Compressive strength at the age of 7 days and 90 days shows excellent improvement for grade M50.The maximum compressivestrength67.49MpawasobservedformixM53at(40FA+20M)%replacementofFlyashat90dayscuring.
5. D.K. Soni and Jasbir Saini, “Mechanical Properties of High Volume Fly Ash (HVFA) and Concrete Subjected to Evaluated 1200C Temperature”, International Journal of Civil Engineering Research. ISSN 2278 3652 Volume 5, Number 3 (2014), pp. 241 248©ResearchIndiaPublications
1. ThereplacementofcementwithUFFAandMetkaolinreducesthecompressivestrengthinitially(mixM41)atalltheages forgradeM40.
5. ConcreteproducedwithcombinationofUFFAandMetakaolincanbeusedindifferentcivilengineeringstructures,beam, column,foundationsandotherconstruction work.Itcanbealsousedinhigh rise building,tall structure,road pavement etc.
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2. FurthercompressivestrengthimprovesformixM42 concreteandshowsbetterperformancethanM41concreteandthe maximum compressive strength 56.12 Mpa was observed at (45FA+15M)% replacement of UFFA and Metakaolin at 90 dayscuring.
International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056 Volume: 08 Issue: 12 | Dec 2021 www.irjet.net p ISSN: 2395 0072 © 2021, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page1523 VII. CONCLUSIONS
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