An Experimental Work on Performance of FRPC for Two-Ways Slabs

International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056

Volume: 09 Issue: 07 | July 2022 www.irjet.net p ISSN: 2395 0072

An Experimental Work on Performance of FRPC for Two-Ways Slabs

2

1PG Student, Department of civil Engineering, Velaga Nageswara Rao (VNR) College of Engineering, (Approved by AICTE and affiliated to JNTUK, Kakinada), G.B.C. Road, Ponnur 522124, GUNTUR, A.P (INDIA).

2Assistant Professor, Department of civil Engineering, Velaga Nageswara Rao (VNR)College of Engineering, (Approved by AICTE and affiliated to JNTUK, Kakinada), G.B.C. Road, Ponnur 522124, GUNTUR, A.P INDIA. ***

Abstract Polymer concrete is a composite materialthatresultsfromthepolymerizationofamonomer aggregate mixture. The polymerized monomer acts as a binder for the aggregates, and the resulting composite is called“Concrete.”Thedevelopmentsinthefieldofpolymer concretedatebacktothelate1950swhenthesematerials were developed as a replacement of cement concrete in somespecificapplications.Earlyusageofpolymerconcrete hasbeenreportedforbuildingcladdingandsoforth.Later on, because of rapid curing, excellent bond to cement concrete and steel reinforcement, high strength and durability, it was extensively used for the construction industry. Various types of polymers can be applied in cementitioussystemsaspolymerizingadmixturestomodify thecementmatrixbyintroducingapolymer filmintoitor where the hydraulic cement paste and the polymer simultaneously form into separate but interdependent, phases in the matrix. This polymer modified cement concreteisproducedbytheadditionofhighermolecular weight polymers to concrete batches for the purposes of improved adhesion, greater chemical resistance, lower permeability, lower drying shrinkage, improved tensile strength,oracceleratedcure.Variouschemicalfamiliesand physicalformsofpolymershavebeenused forthepurpose ofimprovingperformance,butStyrene ButadieneRubber (S.B.R.) latex, acrylic, and epoxy additives are the most commonlyused.Epoxyresinisapolymericmaterialandisa non hardeningliquidsubstance;itformsthree dimensional mesh structures by the reaction of the multifunctional epoxy compound. Cement hydration and epoxy polymerization occur simultaneously to form a structure thatissimilartothelatex modifiedcementitioussystem.An epoxy modified cementitious system develops higher strengthandadhesionandhaslowerpermeability, better waterresistance,andchemical.

Key Words: Compressivestrength,Split tensilestrength, Shearstrength,Flexuralstrength

1.INTRODUCTION

The discovery of Portland cement in the 18th century representedaturningpoint inthehistoryofconstruction. ProductsreadilyutilizedbeforetheconceptionofPortland cement,suchaslimeandclay,thoughmalleableandeasyto work,didnotachieveahighstrengthwhencured.Portland

cementprovidedasolutiontothisproblem.Blendedwitha suitable aggregate and mixed with water, it produced a product with a far superior mechanical strength. The advantages of such a product were soon realized, and a revolutioninbuildingconstructionbegan.Ratherthanusing bricksandstones,bondedbyamortar,largesectionsofthe buildings’outer structurecouldbepre castandassembled on site.Costsavingsintermsofthelabourandtimerequired togathernewbuildingswererealized.Theuseofaninner steel structure provided additional structural support enablingtheconstructionofbuildingtoreachnewheights andthedevelopmentofmodernskyscrapers.Althoughthe benefitsof Portlandcement canbeseen,therearecertain limitations. One of its disadvantages is its rigidity when cured.Thecuredmatrixhasalimitedcapabilitytodeformas aresultofmovement.Iftheforceofthismovementexceeds the natural flexibility of the cured material, cracking is induced.

Depending upon the extent, location within the building, andtypeofstructure,itcanbeacostlyprocesstorectifyas wellaslookingaestheticallyunpleasing.Aclassicexampleis crackingwithinconcrete rendersappliedontotheexterior of buildings. Incorporating polymers into cementitious materials proved a way of overcoming or improving the disadvantages of cement based materials. Analysis of polymermodifiedcementitiousmaterialshasclearlyshown animprovementinflexuralstrengthandimpactresistance of the final product. It is, in turn, results in tolerance to movement and deformation. An insight into the potential benefits of combining Portland cement and a polymer observedduringtheexperimentsconductedthroughoutthe 1920 1930s.Byblendinga naturalpolymer withPortland cement,animprovementintheworkabilityandeaseofuse of the resultant mix was identified. Natural in origin, this polymer could be readily harvested and processed to producethedesiredpolymerproduct.

2. MATERIALS AND MIX DESIGN

Inthissection,materialpropertiesarepresented,andalso the optimum dosage of stone powder as a partial replacementtocementwasfound.Tofindoptimumdosage cube, compressive strength was taken into consideration, andtosupporttheresults,EDAXanalysisalsopresented.

International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056 Volume: 09 Issue: 07 | July 2022 www.irjet.net p ISSN: 2395 0072

Table 3: SieveAnalysisofFineAggregate

2.2 Mix Design

ByusingtheabovematerialsandasperIS10262:2009 code, the min was designed to attain M20 grade concrete.(thecalculationrelatingto mixdesigncanbe viewed in Appendix I). The summary of the design proportionisdepictedshownbelowTable 6.

Table -4: PropertiesofBethamcherlastonedust S. No Property Value

Silicon di Oxide(SiO2) 23.93%

Aluminiumtrioxide (Al2O3) 3.56% 3 FerricOxide(Fe2O3) 1.86%

W/ C rati o

International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056

Volume: 09 Issue: 07 | July 2022 www.irjet.net p ISSN: 2395 0072

Table 6: MixProportion

Table 8: CompressivestrengthofCubes

Water (kg/m3 )

Cemen t (kg/m3 )

Fine aggregat e (kg/m3)

Coarse aggregat e (kg/m3)

Mix proportio n

0.5 197.16 394.32 627.86 1189.76 1:1.59:3.0 1

3.STRENGTHPROPERTIES OFPOLYMERCONCRETE

Todeterminespecifiedstrengths,atotalof75specimens werecast,andbreakupforeachcategory,forvariousas showninTable 7,BPAmixes,15cubesand15cylinders werecasttofindcompressivestrengths.Forsplit,tensile strengthstotal15cylinders,andforshearstrength,15 cylinders were cast. For the evaluation of flexural strength,atotalof15beamswerecast.

Table 7: Arrangementofcubes,cylindersandbeams

Sl.No BPA (%) Cubes Cylinders Beams

1 R(0%BPA) 3 3 3 2 5 3 3 3 3 10 3 3 3 4 15 3 3 3 5 20 3 3 3

3.1 Casting, Curing and Testing

Thecubesandcylinderswerecastwithastandard size of 150x150x150mm and 150mm (diameter) x300mm(height),respectively. The beams were cast with a size of 150x150x750mm

Allthematerialsareweighedaspermixdesignand keptasideindividually.

The cement, sand, coarse aggregate, and stone powderwereaddeduniformly. Half the quantity of water is added to those materials.

LaterBPApolymerisporedoverthematerialsand mixedthoroughly.

The fresh concrete mix is placed in the cubes, cylinders,andbeamspecimens.

During placing in the respective moulds the concretewaspouredinthreelayers,andeachlater tamperedwithatampingrod.

Finally,forallspecimens,compactionwasprovided bytablevibrator,andafterthis,thespecimensare keptasideinthelaboratory.

The concerned specimens were removed after twenty four hours from the moulds, and the specimensareimmersedinwaterfor7days. Laterthespecimensaretakenoutandkeptfor21 daysundertheshed.

Sl.No. % of BPA Peak Load (kN) Peak Stress (MPa) Average Stress (MPa)

1 0 (Reference Concrete)

693.2 30.81 31.28 710.8 31.59 707.3 31.44

2 5 739.1 32.85 33.35 757.9 33.68 754.1 33.52 3 10 853.3 37.92 38.5 874.9 38.89 870.6 38.69 4 15 805.6 35.8 36.35 826.1 36.71 822 36.53 5 20 653.8 29.06 29.5 670.4 29.8 667.1 29.65

Table

9: CompressivestrengthofCylinders

Sl.No. % of BPA Peak Load (kN)

Peak Stress (MPa)

Average Stress (MPa)

433 24.51 24.88 444 25.13 441.8 25 2 5 476.9 26.99 27.4 489 27.67 486.6 27.54 3 10 574.9 32.53 33.03 589.5 33.36 586.6 33.2 4 15 508.2 28.76 29.2 521.1 29.49 518.5 29.35 5 20 392.3 22.2 22.54 402.3 22.77 400.3 22.65

1 0(Reference Concrete)

2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified

International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056

Volume: 09 Issue: 07 | July 2022 www.irjet.net p ISSN: 2395 0072

Table 10: SplitTensileStrength

SNo. %BPA Peak Load (kN)

1 0 (Reference concrete)

Peak Stress (MPa)

Average Stress (MPa)

160.8 2.28 2.31 164.9 2.33 164.1 2.32

2 5 174.8 2.47 2.51 179.2 2.54 178.3 2.52

3 10 201.2 2.85 2.89 206.3 2.92 205.3 2.9

4 15 181 2.56 2.6 185.6 2.63 184.7 2.61 5 20 150.4 2.13 2.16 154.2 2.18 153.4 2.17

Table 11: ShearStrength

Sl.No. %BPA Peak Load (kN)

1 0 (Reference mix)

Peak Stress (MPa)

Average Stress (MPa)

38.8 4.31 4.38 39.8 4.42 39.6 4.4

2 5 41.2 4.58 4.65 42.3 4.7 42.1 4.67

3 10 47 5.22 5.3 48.2 5.35 47.9 5.33

4 15 41.4 4.6 4.67 42.5 4.72 42.2 4.69

5 20 36.5 4.06 4.12 37.5 4.16 37.3 4.14

Table

12: FlexuralStrength

Sl.No. % of BPA Peak Load (kN) Peak Stress (MPa)

1 0 (Reference concrete)

Average Stress (MPa)

25.9 4.61 4.68 26.6 4.73 26.5 4.7

2 5 28.5 5.07 5.15 29.3 5.2 29.1 5.18

3 10 32.4 5.75 5.84 33.2 5.9 33 5.87

4 15 28.3 5.03 5.11 29 5.16 28.9 5.14

5 20 24.4 4.34 4.41 25.1 4.45 24.9 4.43

4. CONCLUSIONS

1. The use of Bethamcharla stone powder for concrete is viable and found that 10% of replacementtocementisoptimum.

2. The maximum compressive strength for 10% stonepowderisobtained(31.28MPa),andthisis 9.27%higherthanthereferenceconcrete(M20 gradeconcrete).

3. The mix with 10%Bisphenol A (BPA) showed maximumstrengthsthanothermixes.

4. The concrete with 10% stone powder (replacement to cement) and 10%BPA (as an additive to concrete by weight of cement) showedhigherstrengthsthanothermixes, and thosewereconsideredasoptimumlevels.

5. The mix with 10% SP and 10%BPA showed 23.10% higher compressive strength than the referencemix.

6. The concrete mix (10%SP+10%BPA) with 1 and 2% of steel fibers showed 18.98 and 24.00% highercubecompressivestrengththan thereferencemix. Thesplit,shear,andflexural strengthsareincreasedby12.36&19.14%,8.81 &14.51and5.65&11.64%for1and2%ofsteel fibersrespectively.

2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal

International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056

Volume: 09 Issue: 07 | July 2022 www.irjet.net p ISSN: 2395 0072

7. The simply supported polymer concrete slab under four points loading with0,1 and 2% of steel fibers showed higher strength of 27.27, 63.33,109.09%atfirstcrack,and25.00,36.80and 41.30% at ultimate load than the reference concrete.

8. The simply supported polymer concrete slab under four points loading with0,1and2%steel fibersshowedmaximumdeflectionsandhigher energy absorption than the reference concrete, andtheenergyabsorptionisvaryingfrom108.36 to193.58KJ/m3

9. Forsimplysupportedpolymerconcreteslabs,the average bending moment equation based on yield line theory is M=0.034wl2+0.169 P. This equationestimatedthefailureloadsatisfactorily forthepresentstudy.

10. The fixed polymer concrete slab under four points loading with 0,1 and 2% of steel fibers showed higher strength of 13.15,56.96 and 115.18% at first crack and 9.10,40.00 and 50.80% at ultimate load than the reference concrete.

11. The fixed polymer concrete slab under four points loading with 0,1 and 2% steel fibers showedmaximumdeflections,andhigherenergy absorptionthanthe referenceconcrete and the maximumdeflectionsare varying from17.4to 24.20mm.Theenergyabsorptionisvaryingfrom 237.90to476.40KJ/m3

12. For fixed polymer concrete slabs, the average bending moment equation basedon yield line theoryisM=0.016wl2+0.103P,andthisequation estimated the failure load satisfactorily for the presentstudy.

13. Thesimplysupportedslabswith0,1and2%of steelfibers,undersinglepointloading(Punching shear), showed a percentage increment of 42.28,90.47 and 161.19% at first crack and 23.91,65.21 and 86.69% at an ultimate stage whencomparedwithreferenceconcrete.

14. Thesimplysupportedslabswith0,1,and2%of steel fibers, under single point loading (Punchingshear),showedmaximumdeflections of18.5,20.2,and22.00mm,respectively.

REFERENCES

[1]. A. Abdullah, C.G. Bailey, Z.J. Wu (2013) Tests investigating the punching shear of a column slab connection strengthened with non prestressed or prestressed FRP plates, Construction and Building Materials,48,1134 1144.

[2]. A. M. Shaaban and H. Gesund (1994), Punching shear strength of steel fiber reinforced concrete flat plates, International concrete abstracts portal, Structural Journal,Vol91,Issue4,406 414.

[3]. A. Pinho Ramops, Valter J.G. Lucio, Paul E.Regan (2011), Punching of flat slabs with in place forces, EngineeringStructures,33,894 902.

[4]. A.M.T. Hassan, G.H. Mahmud, S.W. Jones, C. Whitford (2015). A new test methodfor investigating punching shear strength in Ultra High Performance fiberreinforced concrete (UHPFRC) slabs, Composite structures,131,832 841.

[5]. Abdel Fattah.H, M.M El Hawary (1999), Flexural behaviourofpolymerconcrete,Constructionandbuilding materials,13,253 262.

[6].AbuN.M.Faruk,SangI.Lee,JunZhang,BhavenNaik, Lubinda F. Walubita (2015), Measurement of HMA shear resistancepotentialinthelab:Thesimplepunchingshear test,ConstructionandBuildingMaterials,99,62 72.

[7]. Adam Wosatko, Jerzy Pamin, Maria Anna Polak (2015),Applicationofdamage Plasticitymodelsinfinite element analysis of punching shear, Computers and Structures,151,73 85.

[8]. Ahmed A. Elshafey, EmadRizk, H.Marzouk, MahmoudR.Haddara(2011),Predictionofpunchingshear strength of two way slabs, Engineering Structures, 33, 1742 1753.

[9]. Ahmed Ibrahim, Salah E.E.El Metwally, Hamed H.Asker, Mohamed A. El Zareef (2015), Effect of mid thicknessrebarmeshonthebehaviourandpunchingshear strengthofinteriorslab columnconnection,HBRCJournal.

[10]. Aikaterini S. Genikomsou, Maria Anna Polak (2015), Finite element analysis of punching shear of concreteslabsusingdamagedplasticitymodelinABAQUS, Engineeringstructures,Vol98,38 48.

[11].AlaaGSherifG.A,WalterH.Dilger(2000),Testsof full scale continuous reinforced concrete flat slabs, ACI StructuralJournal,Vol97,No.3,455 467.

[12]. Alejandro Perez Caldentey, Patricio Padilla Lavaselli,HugoCorresPeiretti,Freddy ArinezFernandez

(2013), Influence of stirrup detailing on punching shear strengthofflatslabs,Engineeringstructures,49,855 865.

[13].AmirH.Gandomi,DavidA.Roke(2015),Assessment of artificial neural network and genetic programming as predictivetools,AdvancesEngineeringSoftware,88,63 72.

[14]. Andre F.O. Almeida, Micael M.G.Inacio, Valter J.G.Lucio,Anton Pinho Ramos(2016),Punchingbehaviour of RC flat slabs under reversed horizontal cyclic loading EngineeringStructures,117,204 219.

[15]. Angelo Carfatelli, Stefania Imperatore, Alberto Meda,ZilaRinaldi(2016),Punchingshearbehaviouroflight weightfiberreinforcedconcreteslab,CompositesPartB, 99,257 265.

[16]. Antonio Grimaldi, Alberto Meda, Zila Rinaldi (2013),Experimentalbehaviouroffiberreinforcedconcrete Bridgedeckssubjecttopunchingshear,Composites:PartB, 45,811 820.

[17].AntonioJ,TadeuAandSimoes.N(2003),Response of clamped structural slabs subjectedto a dynamic point loadviaBEM,EngineeringStructures,Vol.25.

[18]. Antonio J. M. Ferreira1, Cassilda Tavares and Cristina Ribeiro (2000), Flexural properties of polyester resinconcretes,Vol.20,No.6.

[19].ArjaSaarenheimo,MarkkuTuomala,KimColonies (2015), Shear punching studies on an impact loaded reinforcedconcreteslabNuclearEngineeringandDesign.

[20].ArunPratap(2002),Vinylesterandacrylicbased polymerconcreteforelectricalapplications,CrystalGrowth andCharact.,45,117 125

International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056 Volume: 09 Issue: 07 | July 2022 www.irjet.net p ISSN: 2395 0072 © 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page1566