Experimental Investigation on Steel Frames Infilled with Flat Ferrocement Panels with and without Op

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

Volume: 13 Issue: 01 | Jan 2026 www.irjet.net p-ISSN: 2395-0072

Experimental Investigation on Steel Frames Infilled with Flat Ferrocement Panels with and without Openings Subjected to In-Plane Lateral Loads

Ajith G O

1 ,

Srinivasrao Kulkarni2 , Dr. N Jayaramappa3

1PG(M.Tech) Student, Dept. of Civil Engineering, UVCE, Bengaluru

2Research Scholar, Dept. of Civil Engineering, Sri Siddhartha Academy of Higher Education, Tumkur. 3Professor, Dept. of Civil Engineering, UVCE, Bengaluru, Karnataka ***

Abstract–This paper presents an experimental investigation on the behavior of a 2D single bay two story steel frame with flat ferrocement infill with and without openings. Steel frame with flat ferrocement infill with and without openings is casted in the laboratory to a scale down of 1:3.3; the dimension of frame is 2.3 m height and 1m width. Channel Section ISLC 75 is used as beams and columns for the frame. The proposed model is subjected to lateral load at each storey level and their performance was assessed based on load carrying capacity and deflection. Experimental results are tabulated, compared with each other and conclusions are drawn

Keywords: Lateral Loading Frame, 2D Steel Bare Frame, Behavior of Bare Frame

1. INTRODUCTION

Ferrocement is not an unknown material now a days, ferrocementismultifacetedmaterialmadeupofwiremesh, sand,waterandcementwhichisdifferentfromreinforced cement concrete. Ferrocement has different quality of strength and unique serviceability. In this type of constructionnotrequiredskilledlabor.Ferrocementisnot only used in building construction, even it can be used in water supply section like pipe, irrigation purposes, sanitationetc.variousstudiesshowsthatferrocementhas goodseismicresistant.Ferrocementisaverythinlayerof mortar,coveringreinforcementmaterialsuchassteelbar, steel wire mesh. The thickness of ferrocement generally rangesto25mmto50mm.Ferrocementisanenvironment friendly sound technology and possesses excellent unique properties such as good tensile strength, improved toughness, water tightness, lightness, fire resistance, resistancetocrackingandcost,timeandmaterialeffective construction technology. The following definition was adoptedbytheACICommittee"Ferrocementisatypeofthin wallreinforcedconcretecommonlyconstructedofhydraulic cement mortar reinforced with closely spaced layers of continuous and relativelysmall sizewire mesh.Themesh maybemadeofmetallicorothersuitablematerials" Thisstudyaimstoexperimentallyinvestigatethebehaviour of steel frames with and without flat ferrocement panels withwindowopeningswhensubjectedtolateralload.

2. Literature Review

H. A. Moghaddam 2004, this paper focuses on the structural performance of masonry infilled steel frames, particularlyunderlateralloadsandalsotoinvestigatethe effectsofmasonryinfillsonthestrengthandstiffnessofsteel framesandtoexplorevariousrepairandretrofittechniques thatcanenhancetheirperformanceduringseismicevents. Theconclusiondrivenisframesaresignificantlyaffectedby the presence of infills, which enhance their lateral load capacity. Proper design and reinforcement strategies are essential to mitigate the risk of failure, particularly in the compressivecornersofinfillpanels.And,ithasbeenshown thatthemodulusofelasticityofthebrickworkmaterialEin obtainedfromthecouplettestsgrosslyunderestimatesthe overallstiffnessofaninfilledframe.Ananalyticalapproach forevaluationofamoreaccuratevalueforEinhasbeenput forward. The repair techniques, such as the application of concretecovers,areeffectiveinrestoringandenhancingthe strengthofdamagedinfillpanels.

N.Jayaramappa 2016, this studyisaimedat determining thebehaviourofferrocementpanelelementsunderlateral load.Samplesizeusedwere1000mmX2000mmX30mm sizeFERROCEMENTelementsforlateralloadtestcontaining single,two,threeandfourlayersofhexagonalchickenmesh andskeletalreinforcementwerecastusingcementmortar 1:3(w/c=0.5)andcuredfor28days.Theelementsfixedat basewereprogressivelytestedunderin-planelateralload applied at top up to failure and their behaviors are compared.Theresultsobtainedwere,

Theload-deformationbehaviorofFerrocementpanelacting as cantilever can be idealized to consist of three zones, Elasticzone,elastoplasticzoneandplasticzone.Theultimate load,ultimatelateraldisplacement,modulusofelasticityand ductilityofferrocementpanelssubjectedtoInplanelateral load increases with increase in volume fraction. As Vf increases by 1.52 times, the ultimate load and ultimate displacementincreaseby1.23and1.64timesrespectively. The modulus of elasticity of ferrocement panels acting as cantilever increase 1.32 times with increase in volume fractionof1.52times.TheductilityofFERROCEMENTpanels

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

Volume: 13 Issue: 01 | Jan 2026 www.irjet.net p-ISSN: 2395-0072

subjected to lateral loads increase 1.52 times with an increaseinvolumefractionof1.52times.

Somasekhar 2020, this researcher has explained the performanceofplainandfoldedferrocementpanelsunder axialstressandtoassesstheirloadbearingcapacity.Both thepanelswerecastandtestedusingthesamedimensions andmaterials,withalengthofaround3000mm,adepthof 2700mm,andathicknessof30mm.Forbothpanels,a1:3 cement mortar with a water cement ratio of 0.45 is employed,doublelayeredchickenmeshandHYSD8mmbars are positioned at 200mm c/c. Two-point loads were graduallyappliedthroughoutthespanofthepanels,andthe resultingdeflectionwasmeasuredforeachloadincrement. Thefollowingaretheconclusionsdrawnfromthisstudy,the loadtakenbyfoldedferrocementplatesisapproximately5 times that of plain ferrocement plates, according to the resultsoftheexperimentaltestonferrocementplates.When compared to plain plates, the deflection recorded in the experimental test for folded plates is approximately 55% lower. When these experimental data are compared to analyticalresults,itisfoundthattheloadbearingcapacityof plainandfoldedferrocementplatesisimprovedby50%and 25%,respectively

Siddhesh Nivate 2023, this paper investigates the durability characteristics of Ferrocement, a composite materialmadefromathinlayerofcementmortarreinforced withmultiplelayersofwiremesh.Italsoinvestigateshow well Ferrocement can withstand various environmental conditions, particularly focusing on water penetration, sorptivity (the ability to absorb water), and resistance to sulphate attacks. The materials casted were Cubes and cylindersusingamortarmixwitharatioof1:3andawatercementratioof0.40.Thespecimenswerecuredfordifferent periods(28,56,and90days).Theresultsfoundthatproper curingsignificantlyenhancesthedurabilityofFerrocement. Thestudysuggeststhattheuseofadditives(likeflyashor silica fume) could further improve the performance of Ferrocement against environmental challenges. They recommendfurtherresearchintolong-termanti-corrosion methodstoprotectthereinforcingmeshfromwaterandsalt penetration.

3. MATERIALS AND MIX PROPORTIONS

The following materials were used for the experimental investigation and were tested in the laboratory as per relevantIScodes.

 Cement

 Fineaggregate

 FlyAsh

 GGBS(GroundGranulatedBlastFurnaceSlag)

 Water

 ChickenWireMesh

 ReinforcementBars(6mmdiameter)

 ChemicalAdmixture

A mortar mix proportion of 1:3 (cementitious material to fineaggregate)wasadopted.Cementwaspartiallyreplaced withFlyAsh,andGGBS.

Table -1: ParametersofSteelFramewithInfills

Parameter Frame

TypeofFrame 2D

No.ofBays 1

No.ofStorey 2

BayLength 1m

StoreyHeight 1m

StructuralMaterial Steel Beam ISLC75

Column ISLC75

WallPanel FlatFerrocement(30mmthick)

MortarMixfor Ferrocement

Cement(70%)+GGBS(20%)+Fly Ash(10%)+M-Sand(3Parts)+SP (0.5%ofCementitiousContent)

SteelReinforcement 6mmDiaBars

ChickenMesh 0.4mmDia(Hexagonal)

4. EXPERIMENTAL INVESTIGATION ON INFILLED FRAME WITH FERROCEMENT ELEMENTS AS INFILL

The present chapter deals with the details of the experimental investigation taken up to understand the behaviorofSteelSectionsinfilledframeshavingFerrocement infills in comparison to Steel infilled frame having HorizontallyFoldedFerrocementinfillandSteelbareframe, allsubjectedtoprogressivelateralloadequivalenttoseismic load.Thedetailsofcastingandtestingofthemodelframes, resultsobtainedandtheirdiscussionsarepresented

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5. TEST SETUP AND INSTRUMENTATION

Theexperimentalinvestigationonbehaviourofsteelframes infilled with flat ferrocement panels with and without openingsunderlateralloads.

ForloadingframetwoISMC25080x10mmchannelsections placed 1500mm apart with total height 3700mm were selectedforverticalmembersandtwoISLB12575x6mm havinglength1500mmplaced100mmapartwereselected forhorizontalmembers.Baseplate1500mmlength,300mm wide,12mmthickconnectedbottomoftheseIsectionsand actedasbasetoframespecimens.

Apparatus used:

 50kNcapacityLateralloadingframe(withfacilityto applytohorizontalload)fabricated.

 2Hydraulicjacksof100kNcapacityof0.5KNleast measurablevalues

 Threemagneticbasedialgaugesofleastcount0.01 mmtomeasurelateralsway.

Theframespecimenwithferrocementpanelswereplacedin loading frame. Two load points was marked at first and secondfloorlevels.

6. LOADING PROCEDURE

Acustomfabricatedloadingframeof50KNcapacitywasused to apply in-plane-lateral loads. To simulate fixed end conditionssteelframewasrigidlyfixedatthebase.Lateral loadwasappliedattwolevelsmarkedatfloorlevelswere appliedwiththehelpofhydraulicjackstoreplicateseismic typeloading.

Magneticbasedialgaugesofleastcount0.01mmwereplaced at every storey level to measure lateral displacements. Gradualloadincrementswereappliedattwolevelandjacks werecontrolledbyindividualconsole.Forloadapplication handoperatedoilpumpswereused.Thejackswereplaced horizontallyinlinewiththecentreofbeamsofthespecimen. Frame specimen was painted to ensure visibility of cracks duringtesting.Thestaticlateralloadssimulatingearthquake loadsintheratio1:2respectivelyatlevelsoffirstandsecond floorwithincrementof2.5KN.

7. RESULT AND DISCUSSION

7.1

Testing of Bare Frame Specimen

The 2D single bay two storey bare frame specimen was preparedsuchthatitcouldbeeasilyremovedfromcasting placeandlifted.Thespecimenwastransportedtoloading frame with the help of overhead crane available in laboratory.Twoloadpointsweremarkedatfirstandsecond floorandhydraulicjackswereplacedatthosepoints.The frame was aligned in loading frame such that it was erect with no tilt about horizontal or vertical plane. Using Arc welding,thecolumnbaseandplinthbeamweremedtohave fixedendcondition.Theloadingjackswerereadyandscale initializedtozero.MagneticbasedialgaugeofL.C.0.01mm werefixedtotheloadingframetomeasurethehorizontal displacement (sway) at each storey level and the initial readingsweresettozero.Theloadswereappliedatfirstand secondstoreyintheratio1:2andincrementof2.5KN.

At every increment of load, frame members were closely examined for displacement. The maximum load recorded was27.5kN.Correspondingdisplacementoftopstoreywas 62.3mmandofbottomstoreywas35.67mm.

Followingtablegivesthereadingsrecordedduringthetest onsteelframespecimen.

Table –2: Storey Displacement of Bare Frame Specimen

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The following graph shows deflection of top and bottom storeyoftheframetothetotalloadappliedontheframe.

Chart-1: GraphShowingDeflectionofBareFrame

7.2 Testing of Frame Specimen Infilled with Ferrocement Panels with Window Opening

The2DsinglebaytwostoreyframesinfilledwithflatFerro cementpanelwithwindowopeningwaspreparedsuchthat itcouldbeeasilyremovedfromcastingplaceandlifted.The specimenwastransportedtoloadingframewiththehelpof overhead crane available in laboratory. Two load points weremarkedatfirstandsecondfloorandhydraulicjacks were placed at those points. The frame was aligned in loading frame such that it was erect with no tilt about horizontalorverticalplane.UsingArcwelding,thecolumn baseandplinthbeamweremedtohavefixedendcondition. Theloadingjackswerereadyandscaleinitializedtozero. MagneticbasedialgaugeofL.C.0.01mmwerefixedtothe loading frame to measure the horizontal displacement (sway)ateachstoreylevelandtheinitialreadingswereset tozero.Theloadswereappliedatfirstandsecondstoreyin theratio1:2andincrementof2.5KN.

At every increment of load, frame members were closely examined for displacement. The maximum load recorded was52.5KN.Correspondingdisplacementoftopstoreywas 82.9mmandofbottomstoreywas41.62mm.

Followingtablegivesthereadingsrecordedduringthetest onsteelframespecimeninfilledwithferrocementpanel.

Table –3: Storey Displacement of Infilled Frame

Thefollowinggraphshowstotalloadanditscorresponding deflectionoftopstoreyandbottomstorey

7.3 Testing of Frame Specimen Infilled with Ferrocement Panels without Window Opening

Table -4: Storey Displacement of Infilled Frame Specimen without opening

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Thefollowinggraphshowstotalloadanditscorresponding deflectionoftopstoreyandbottomstorey.

Chart -3: GraphShowingDeflectionofinfilledFrame withoutopening

The following graphs represent load and deflection of top storeyofabareframespecimen,flatferrocementpanelwith andwithoutopeningspecimens.

Chart -4: GraphShowingDeflectionofTopStorey

The following graphs represents load and deflection of Bottom storey of a bare frame specimen, flat ferrocement panelwithandwithoutopeningspecimens

Chart -5: GraphShowingDeflectionofBottomStoreyof Specimen

7. CONCLUSIONS

 Since Steel frames are ductile in nature no cracks or failure occurred when In-plane lateral load was applied.

 Sincewallsinabuildingarecastedwithandwithout openingsandareunavoidable,bothareconsideredfor thisproject.

 Adding infills with window openings significantly increases overall stiffness of the frame by gradual decreaseindisplacementcomparedtobareframe

 In Bare frame, the stiffness is very least, there was a deflection of 62.3 mm (Top storey) when the load is 27.5KN.

 InFlatFerrocementpanelwithWindowOpeningsas infill,topstoreydeflectionwas98.56mm,wherethe loadwas52.5KN

 In flat ferrocement panel with Window Openings as infill,bottomstoreydeflectionwas64.01mm,where theloadwas52.5KN

 InFlatFerrocementpanelwithoutWindowOpenings asinfill,topstoreydeflectionwas44.32mm,wherethe loadwas52.5KN

 InflatferrocementpanelwithoutWindowOpeningsas infill,bottomstoreydeflectionwas27.37mm,where theloadwas52.5KN

 Though we have tested for higher loads on infilled frameswhichhavemorestiffnesswhencomparedto bareframes.

 TheInfilledframespecimensconsideredarestifferand withstand higher load than bare frame specimen. FramewithFlatFerrocementpanelwithoutopeningas infill specimen has higher stiffness, strength and deformationcapacitythanframewithflatferrocement panel with opening as infill specimen as per the experimentalstudy.

 Fromtheabove,itcanbeseenthattheperformanceof infilled frame with flat ferrocement panel without windowopeningismuchbetterthanthatofbothbare

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frame and frame with flat ferrocement panel with opening.

REFERENCES

[1] IS456:2000,PlainandReinforcedConcrete–Code ofPractice,BureauofIndianStandards,NewDelhi.

[2] IS 10262:2019, Concrete Mix Proportioning –Guidelines,BureauofIndianStandards,NewDelhi.

[3] N. Jayaramappa Dr. H. Sharada Bai “Behaviour of Ferrocement Panels Subjected to Inplane Lateral Load” Volume: 6 Issue: 6 June 2016 ISSN - 2249555XIF:3.919ICValue:74.50

[4] Somasekhar, N. Jayaramappa, C. Venkata Sai Nagendra “Comparative Study on Folded Ferrocement and Plain Ferrocement Panels SubjectedtoAxialLoading”57(6)December2021

[5] Mohamad N. Mahmood & Sura A. Majeed (2009) “FlexuralBehaviorofFlatandFoldedFerrocement Panels”Al-RafidainEngineeringVolume:17.

[6] Mariam Farouk Ghazy, Metwally Abd Allah. Abd Elaty,andAhmedAboElkhair“Flexuralbehaviour of geopolymer ferrocement plates and folded panels.” ICASGE’23 6-9 March 2023, Hurghada, Egypt

[7] S.Kaliraj.S,P.Madasamy,andS.Dharmar,“Impact behaviourof geopolymer Ferro cement trough panel,” SSRG International Journal of Civil Engineering,pp.496-500,2017

[8] Malathy Ramlingam, Poornima Mohan, Parthiban Kathirvel and Gunasekaran Murali ‘‘Flexural Performance and Microstructural Studies of Trough-ShapedGeopolymerFerrocementPanels’’, PublishedbyMDPI

[9] Sirajul Muneer. M & Dr.M. Neelamegam (2016), “Structural Behavior of Ferro cement Composite Wall Panels”, International Journal of Innovative Research in Science, Engineering and Technology Vol5,Issue6,pg.No-10442-10447.