Experimental analysis for improvement in capacity of RC column against fire By using diamond shape s

International Research Journal of Engineering and Technology

(IRJET)

e-ISSN:2395-0056

Volume: 09 Issue: 06 | June 2022 www.irjet.net p-ISSN:2395-0072

analysis for improvement in

capacity

of

RC column

against

fire By using diamond shape stirrups and ferrocement Cover”

1Mr. Ranjit.C.Aranye, 2Dr. S. L. Hake

M.E Civil (Structural Engineering)

1PG Student, Department of Civil Engineering, D. V. Vikhe Patil College of engineering Ahmednagar 2Assistant Professor, Department of Civil engineering D. V. Vikhe Patil College Of Engineering Ahmednagar ***

ABSTRACT

Inlastfewyearswehaveobservedmanycasesoffireoutbreakaroundtheworldwhichresultsindamagetomulti storeyRCC buildings.Duringtheoutbreakoffiremainlyloadbearingelementi.ecolumngetseasilyaffectedanditplaysimportantrolein failure or collapse of RCC structure. According to National Crime Records Bureau (NCRB) Fire related accidents have, on average, killed 35 people every day in the five years between 2016 and 2020.It have been observed that most of the fire extinguished withing 2 hours of its outbreak. The ties in RCC Column are mostly provided either circular or rectangular depending on guidelines given in IS codes and Shape of Structure. In an atmospheric temperature it is beneficial to provide lower tie spacing because it helps to improve movement capacity of section and it also provides better confinement. From previous researches it observed that specific heat capacity of Ferrocement is higher than specific heat capacity of concrete hencewecanuseferrocementasfireprotectionmaterial.FromthisexperimentourAimistoimprovefireresistancecapacity of RCCcolumnbyusingdifferenttieshapesanddifferentspacingandprovidingferrocementcoverofdifferentthicknessover RCCcolumn.

1. INTRODUCTION

Outbreakoffireisoneofthemostimportantissuewhichcancreate risktothebuilding.Moststructuralmaterialswhichare weakenedwhenexposedtohightemperaturescausebuildingstocollapse.Thereforeit’sbecomenecessarytoadoptauseof fireresistingmaterialinconstructionofbuildingtomitigatethedamagecausesduetofire.Recentlythereare manytypesof fire protection materials were developed to protect the structural members against fire. The mainly cementitious, intumescent,fibrousandcompositeTypesof materialsareused.Ferrocementiscementitiouscompositematerial.Itconsistof cement mortar which is reinforced with close spaced layers of continuous and relatively small sized wire mesh. This wire meshcanreducespallingofsurfaceandmortarisgoodinsulator,consequentlyusingferrocement jacketingforstrengthening of structural components like reinforced concrete, prestressed concrete, or steel could enhance the fire resistance of the compositeelements

From recent studies it has been proved that ferrocement jacket can perform satisfactory against fire mainly because of its structuralfireintegrityascomparedtoconventionalmortar

Weneedtounderstanduseofferrocementasfireprotectionmaterialandnotonlyofthestructuralfire integritybutalso the insulation property of this material. The specific heat capacity is one of important value for determining the insulation property.Thespecificheatofamaterialistheamountofheatrequiredtoheatup1gofthematerialbyonedegreeCelsius or Kelvin. A high specific heat means high ability for retaining heats an ability that is desirable for energy absorption in fire protection materials. It has been previously reported that a use of silica fume and fiber reinforcement increase the specific heatofcementpaste.

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“Experimental

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2. MATERIALS

Materials Cement

Portlandcement,a general purposecementforconstruction ofreinforcedconcrete structures, wasusedforconstructingthe reinforcedconcretecolumns.

Aggregates

The columns were fabricated with carbonate aggregate ferrocement.When ferrocement is made with coarse aggregate consisting mainly of calcium carbonate or a combination of calcium and magnesium carbonate it is referred to as carbonate aggregateconcrete.Thefineaggregateusedwasnaturalsand.

Ferrocement

Ferrocement isasystemofconstructionusingreinforcedmortarorplaster(limeorcement,sand,andwater)appliedoveran "armature"ofmetalmesh,woven,expandedmetal,ormetal fibers,andcloselyspacedthinsteelrodssuchasrebar.Themetal commonlyusedisironorsometypeofsteel,andthemeshismadewithwirewithadiameterbetween0.5mmand1mm.The cementistypicallyaveryrichmixofsandandcementina3:1ratio;when usedformakingboards,nogravelisused,sothat thematerialisnotconcrete.

Diamond shape wire mesh : Diamondshapewiremeshperforms thesimilarfunctionasreinforcementdoesinconcrete.It has specific properties for plastering use. Diamond wire mesh is formed by twisting two adjacent wires at least four times, formingastronghoneycombmeshstructure.So,ithasahighstrengthanddurability.

Diamond Tie

Diamondshapestirrupsareusedtoimprovefireresistingstrengthofferroconcrete

Reinforcement

Deformed bars were used for main longitudinal bars, spirals, and ties. All reinforcement had specified yield strength. The longitudinal reinforcement in the circular columns was comprised of bars, symmetrically placed, with Cover to the spiral reinforcement. The square column had four diameter longitudinal reinforcing bars with cover to the ties. The main reinforcingbarswereweldedtosteelendplates.

Fire resistance:Itisthefireprotectionbehaviorofamaterialorarrangementpattern.Asaconstructionunit,fireresistanceis measuredbytheabilitytorestrictafireortocontinuetoconductaspecialstructuralfunctionorboth.

Fire rating: It is the time required, (in hours), for a construction unit in building to perform its special fire resistance behavior.Thedesiredfireratingformanyconstructionunitsofbuildingcanbeobtainedfrommodelcodes.

M20 MIX DESIGN IS 10262:2019:

Step 1 CalculateTargetMeanStrengthofconcrete

Step 2 SelectionofWater CementRatio

Step-3 EstimationofAirContent

Step 4 SelectionsofWaterContentandAdmixtureContent

Step-5 EstimationofCementContent

Step 6 EstimationofCoarseAggregateProportion

Step 7 MixCalculationfor1m³

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Mix Proportion by Volume

Cement=315kg/m³Water=157.6Liter/m³

Fineaggregate=802.36kg/m³

Coarseaggregate20mm=1110x60%=666kg/m³

Coarseaggregate10mm=1110x40%=444kg/m³Water cementratio=0.5

3 Literature review

Axial compressive behavior of lightweight aggregate concrete columns confined with transverse steel reinforcement, Tao Wu,Hui Wei, Yu Zhang and Xi Liu,SAGE,23 February 2018,

Thisstudypresentsanexperimentalinvestigationintothebehavioroflightweightaggregateconcretecolumnsconfined with transverse steel reinforcement. Twelve reinforced specimens were tested under monotonically increasing axial compressive load.Testvariablesconsideredinthestudyincludetheamountoftransversesteelandthetieconfiguration

Thermal restraint and fire resistance of columns, Cabrita Neves a, J.C. Valente a , J.P. Correia Rodrigues b,22 May 2020,

Aproposalismade,basedontheresultsofaseriesoftestsandcalculations,withtheaimofbeingusedasasimplemethodto correctthevalueofthecriticaltemperatureofsteelcolumns freetoelongate,inordertotakeintoaccounttherestrainteffect ofthestructuretowhichtheybelonginapracticalsituation.Tobetterillustratethepossibletypesofbehaviourofheatedsteel columnswithelasticrestrainttothethermalelongation,andthereasonswhythecriticaltemperatureofaxiallyloadedslender steel columns with thermal restraint can sometimes be lower than the critical temperature of the same columns free to elongate,asimple modelispresentedandusedinaqualitativeanalysis.

A Practical Method For the Calculation of Fire Resistance ofReinforced concrete Columns, Ataman Haksever, ISSN, 2019

In this paper a practical method for the determination of the fireresistance time of the uniaxial stressed reinforced concretecolumns, whichdoesnotneedthesophisticatedcomputeraid,hasbeenintroduced

Fire Resistance of concrete, Aqeel Shams SGI, Sikar, IJETSR, March 2016,

ThispaperdealswiththeinteractionoffirewithReinforcedconcretet.Itexplainstheprocessthatwhatisthemeaningof‘Fire Rating’? How exactly Fire Ratings can be achieved? Inherent fire resistance of R.C.C. members; the physical and chemical processesa R.C.C. member goes through when exposed to high temperature due to fire, its deterioration. Lastly this paper concludeswiththe suggestionsonhowtomakestructuralconcretemorefireresistant andwhataretheguidelinesprovided byIS456:2000onsecuringthecertaindegreeofFireResistanceinconcrete.

Fire resistance design guidelines for high strength concrete columns, Kodur, V.K.R. , NRCC 46116 ,October 2018,

Anoverviewoftheresearchprogram,aimedatdevelopingfire resistancedesignguidelines forhigh strength concrete(HSC) columns, is outlined. A comparison is made of the fire resistance performance of HSC column with that of normal strength ferrocementcolumn.

Fire

Resistance of Brick Masonry, Centennial Park Drive, Reston, Virginia, March 2018,

This Technical Note presents information about the fire resistance of brick masonry assemblies in loadbearing and veneer applications.Fireresistance ratingsofseveral brick masonry wall assembliestestedusingASTME119proceduresarelisted. Foruntestedwall assemblies, proceduresarepresentedforcalculatingafireresistancerating

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Fire Safety Engineering of concrete Filled Steel Tubular Column without Fire Protection, Kenichi Ikeda1 and Yoshifumi Ohmiya, Fire Science and Technology ,2019,

This report presents modeling of the member and frame, based on fire tests and previous research, thermal analysis of the frameduringfire,andconsiderationofon siteplanningandexecution,asdesignedbytheauthorsin47buildings.

Evaluation of Fire Effects on Reinforced concrete Columns Using Finite Element Method ,Sajjad Sayyar Roudsari and Taher M. Abu-Lebdeh, American Journal of Engineering,,2019,

In this paper, four different Reinforced concrete (RC) columns are analyzed with Finite Element (FE) ABAQUS software and validatedexperimentally.OneoftheRCcolumns,thecontrolspecimen,issubjectedtoonlycompressiveforceappliedatboth endsofthecolumn,whiletheotherthree modelswereloadedunderbothcompressiveforceandfireload.Thetemperatureis applied to reach up to 600 Celsius Degree for the period of 10, 15 and 20 min. The load displacement diagrams were constructed.ResultsshowedgoodcorrelationsbetweenexperimentalandFE analysis.Moreover,resultsshowedreductionin loadcapacityasdurationoffireloadincreases

Fire Resistance of load-Bearing Reinforced concrete Walls, Andrew H. Buchanan,V. Rad Munukutla, Jan

2020,

Thispaperdescribesanumericalmethodofcalculatingthefire resistanceofloadbearingreinforcedconcretewalls.Eachwall isdividedintoanumberofsegmentsofheightandelementsofthickness.Thecalculatedtemperatureprofilethroughthe wall givesthetemperatureineachelement whichisusedwiththeconstitutiverelationshipsandmechanicalpropertiestopredict structuralbehaviour.

Validation of Indian standard code provisions for fire resistance of flexural elements,Aneesha Balaji*, Praveen Nagarajan, and Madhavan Pillai,Songklanakarin J. Sci. Technol, Mar.-Apr. 2018,

The aim of this paper is to familiarize the simplified method, i.e., 500°C isotherm method. The procedure is customized for Indianconditionsandaparametricstudyisdonetodeterminethefire ratingforflexuralelements.Fireratingsrecommended inIS456:2000iscomparedwithstrengthcriteriabyusingthe500°Cisothermmethod.Itisalsocomparedbythermalcriteria obtainedbyheattransferanalysisoffiniteelementmodel

A Model For Evaluating The Fire Resistance Of HighPerformance concrete Columns, V.K.R Kodur, T.C. Wang, F.P. Cheng and M.A. Sultan, National Research Council,2017,A numerical model, in the form of a computer program, for evaluatingthe fireresistance ofhigh performance concrete (HPC)columnsispresented.Thethreestages,associatedwiththe thermalandstructuralanalysis,forthecalculationoffireresistanceofcolumnsisexplained.

Predicting the fire resistance behaviour of high strength concrete columns, Kodur, V.K.R.; Wang, T.C.; Cheng, F.P.NRCC 43379, Feb 2020,

The validity of the numerical model used in the program is established by comparing the predictions from the computer program with results from full scale fire resistance tests. Details of fire resistance experiments carried out on HPC columns, togetherwithresults,arepresented.Thecomputerprogramcanbeusedto predictthefireresistanceofHPCcolumnsforany value of the significant parameters, such as load, section dimensions, fiber reinforcement, column length, ferrocement strength,aggregatetype,andfiberreinforcement.

4 Methodology

Testspecimenofcolumnhavingsize250x250x700withdifferenttieconfigurationandferrocementcoverispreparedfortest. Total18columnsarecasted.28dayscuringwithgunnybag.After28daysofcastingFiretestisconductedonPanelsorallface of Panels. Then Study of the spalling area. Study crack pattern and NDT Test and Rebound hammer tests are carried out for checkingthestrengthofPanels.Afterfiretestisconductedonallcolumnstheyarecheckedforbuckling.

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Casting of column

Tie Type Tie Spacing Ferrocement Cover

RectangularTies 100mmc/c 15mm,20mm,25mm

RectangularTies 150mmc/c 15mm,20mm,25mm

RectangularTies 200mmc/c 15mm,20mm,25mm

DiamondTies 100mmc/c 15mm,20mm,25mm

DiamondTies 150mmc/c 15mm,20mm,25mm

DiamondTies 200mmc/c 15mm,20mm,25mm

Aim

“To studya combination of DiamondTieConfiguration And Ferrocement cover to Improve FireResistance CapacityofRC Columnbyusingferrocementcover"

Objectives

To study the improvement of fire resistance of reinforced column byrectangular anddiamondtie and by using ferrocement cover;

InvestigateRCcolumnsubjectedtofirefordifferenttiesystemwithdifferentspacingand ferrocementcover

ComparisonofRCcolumnsubjectedtofirefor RectangularandDiamondties

ComparisonofRCcolumnsubjectedtofirefordifferentferrocementcover

Problem Statement

ForRCcolumnsthathavebeenexposedtofire,lookintoalternate tiesystemswithdifferentspacingandcoverings.InanRC columnthathasbeenexposedtofire,rectangularanddiamondtiesarecomparedandcomparisonofRCcolumnswithvarious ferrocementcoversthathavebeenexposedtofire

Research Work

Preliminary Investigation Preliminary investigation In first phase Physical properties of ingredient of ferrocement. In secondphaseconcretemixdesigncarriedoutforgradeM20.

Test of Ferrocement for Fire Test

Testspecimenofsize250x250x700ispreparedforFiretest.

LongitudinalReinforcement6@120mm&TransverseReinforcementof8@100mm,8@150mm,8@200mm. ferrocementcoveris15mm,20mm,25mm.Total18columnsarecasted.

28dayscuringwithgunnybags.

After 28 days of casting Fire test will be conducted oncolumnononefaceofcolumnorallfaceofcolumn.

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Studythespallingarea.Studycrackpattern.

Findingbucklingloadofcolumn.

NDT Test are carried of checking the strength of column Rebound hammer & Ultrasonic Pulse velocity test is conducted

Ultrasonic Pulse Velocity

Theultrasonic pulsevelocity methodcouldbeusedtoestablish:

The homogeneity of the Ferroconcrete The presence of cracks, voids and other imperfections, Changes in the structureoftheFerroconcretewhichmayoccurwithtime,

The quality of the Ferroconcrete in relation to standardrequirements, ThequalityofoneelementofFerroconcretein relationtoanotherandthevaluesoftheFerroconcrete

Rebound Hammer

Thereboundhammermethodcouldbeusedfor:

Assessing the likely compressive strength of Ferroconcretewith the help of suitable correlations between rebound indexandcompressivestrength.

AssessingtheuniformityofFerroconcrete,

AssessingthequalityoftheFerroconcreteinrelationtostandardrequirements

Fire test

After curing all specimens for 28 days all specimens were exposed to fire in blast furnace situated in steel manufacturing factoryattemperatureof2500Cfor3hoursandconstantloadwasappliedoncolumnsafterfiretestinamechanismavailable infactoryinordertocheckbucklingstrengthofspecimens

CASTING OF SPECIMEN

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Results

Rebound Hammer Test

Column no Age of ferroconcrete Avg Rebound No Indicative strength (N/SQmm)

C1 28 28.1 29.0 C2 28 29.4 31.0 C3 28 31.2 33.2 C4 28 32.5 35.6 C5 28 30.4 32.5

C6 28 30.1 31.6 C7 28 29.6 31.0 C8 28 30.6 32.6 C9 28 30.2 32.0 C10 28 30.3 31.8 C11 28 30.6 32.5 C12 28 31 32.8 C13 28 32.4 34.1 C14 28 31.4 31.9 C15 28 30.8 32.1 C16 28 31.3 31.5 C17 28 30.9 31.9 C18 28 31.4 32.4

Ultrasonic pulse velocity Test

Column No Transmission Type Age of concrete distance Time (in micro sec) Upv (km/sec)

C1 Direct 28 250 60.9 4.10 C2 Direct 28 250 59.4 4.20 C3 Direct 28 250 59.5 4.20 C4 Direct 28 250 56.6 4.41 C5 Direct 28 250 59.1 4.23 C6 Direct 28 250 58.4 4.28 C7 Direct 28 250 57.7 4.33 C8 Direct 28 250 57.2 4.37 C9 Direct 28 250 58.1 4.30

C10 Direct 28 250 57.8 4.32 C11 Direct 28 250 60.1 4.16 C12 Direct 28 250 57.5 4.34 C13 Direct 28 250 56.4 4.43 C14 Direct 28 250 57 4.38 C15 Direct 28 250 56.5 4.42 C16 Direct 28 250 57.6 4.34 C17 Direct 28 250 56.9 4.39 C18 Direct 28 250 56.6 4.41

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Fire

resistance test

Column No Axial Load KN

DETAILS OF COLUMN

Type of Stirrups

C1 590.40 longitudnalreinforcement6@12transverseRf8@100ferrocover15mm square

C2 582.60 longitudnalreinforcement6@12 transverseRf8@100ferrocover15mm square

C3 542.20 longitudnalreinforcement6@12transverseRf8@100ferrocover20mm square

C4 533.17 longitudnalreinforcement6@12transverseRf8@150ferrocover20mm square

C5 492.22 longitudnalreinforcement6@12transverseRf8@150ferrocover25mm square

C6 486.20 longitudnalreinforcement6@12transverseRf8@150ferrocover25mm square

C7 667.34 longitudnalreinforcement6@12transverseRf8@200ferrocover15mm square

C8 655.29 longitudnalreinforcement6@12transverseRf8@200ferrocover15mm square

C9 634.60 longitudnalreinforcement6@12transverseRf8@200ferrocover20mm square

C10 644.35 longitudnalreinforcement6@12transverseRf8@100ferrocover20mm Diamond

C11 610.50 longitudnalreinforcement6@12transverseRf8@100ferrocover25mm Diamond

C12 592.41 longitudnalreinforcement6@12transverseRf8@100ferrocover25mm Diamond

C13 714.64 longitudnalreinforcement6@12transverseRf8@150ferrocover15mm Diamond

C14 722.74 longitudnalreinforcement6@12transverseRf8@150ferrocover15mm Diamond

C15 687.60 longitudnalreinforcement6@12transverseRf8@150ferrocover20mm Diamond

C16 695.65 longitudnalreinforcement6@12transverseRf8@200ferrocover20mm Diamond

C17 645.80 longitudnalreinforcement6@12transverseRf8@200ferrocover25mm Diamond

C18 625.50 longitudnalreinforcement6@12transverseRf8@200ferrocover25mm Diamond

CONCLUSION

1.UPVresultswithdirectmethodsShowsreadingsarebelow4.5km/sec.

2accordingtoupvresultferroconcretehascracksandvoids

3 fire resistant strength i.e axial load is maximum at longitudnal reinforcement 6@12 transverse Rf 8@150mm ferro cover15mm with diamond ties And fire resistant strength slightly reduces after increasing spacing more than 150mm and ferrocementcovermorethan15mm

4 itshowsDiamondtiewillimprovefireresistancesignificantlywithincreaseinbucklingstrength

5.itshowsSpallingAreaonthespecimenofdiamondtiewillbeless.

6 itshowsHigherferrocementCoverwillprovidemoreprotectionfromFire.

7. indicativestrengthobtainedafterreboundhammertestwasmaximum35.6

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