Study on the effect of special shear walls on seismic behaviour of multi- storey reinforced concrete

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Study on the effect of special shear walls on seismic behaviour of multistorey reinforced concrete building: A review

1P.G. Student, Dept. of Civil Engineering, Rajarambapu Institute of Technology, Islampur, Maharashtra, India.

2SProfessor, Dept. of Civil Engineering, Rajarambapu Institute of Technology, Islampur, Maharashtra, India. ***

Abstract Tall buildings are the need of the hour for affordable housing initiatives in India. Strength and stiffness are typically provided to tall buildings by the wall system, which contains shear walls. In multi story reinforcedconcrete structures, shear walls are the best structural element for resisting lateral loads. The basis for modern seismic design is the structure's ductile response. With this premise, the majorityofcurrent seismic codes include a set ofprovisions to ensure the member's flexural behaviour andachievesufficient ductility levels. To make sure that the special shear wall has adequate ductility, a ductility check is covered in IS 13920:2016. The shear wall system needs to be effective with wind loads and earthquake loads, if not it'll result in catastrophic failure. Shapes and location of shear wall play a crucial role in minimizing the effect of the lateral loads and maintaining the economical aspect of the structure. In this paper, a brief review of various shapes of special shear walls and their behaviour under various loading conditions are discussed.

Key Words: shearwall,seismicperformance,lateralloads, ductility,stiffness,storeydisplacement.

1. INTRODUCTION

As mass increases, we have to go for even heavier sections to counter these seismic forces that in turn will increasethemassofthestructureresultinginmoreseismic forces.Structuresaremadeductiletomanagethissothey canyieldanddissipateseismicforces.Inaframedstructure, ductilitycanbeeasilyaddedthroughproperreinforcement detailing,butoncethestructurecrossesacertainheight,it becomesimpracticalduetotheneedforlargesectionsizes toresistforces.Shearwallsareaddedasaresponsetothis development.Shearwallsbendin planetogivethebuilding framethedesiredstiffness;however,whenshearwallsare usedmorefrequently,thestructurebecomesstiffer.Forthe safe and efficient design of high rise structures, a balance betweenthenumberofshearwalls&framecomponentsina structureshouldbemaintained.Shearwallscanbebuiltata low cost to reinforce buildings and reduce damage. Shear wallsareinherentlylessductileandshearislikelythemain modeoffailure,soforawell designedshearwalltoperform well,thestructuremustbedesignedtobemoreresistantto lateralloadsthanaductilereinforcedconcreteframewith similar properties. However, shear walls' excellent

performance is compromised when their height to length ratioishighenoughtocauseanoverturningissueandwhen theyhaveanexcessivenumberofopenings.

2. LITERATURE REVIEW

Chouksey, Palkesh, et al. [1] modelled12modelswiththe thicknessoftheshearwallprovidedcornersfrom0.130mto 0.150mthickness.Thebuildingconsistsofa5mseparation ofthe6 bargridonbothmajorroutes.Theplanareaistaken 30mx30m(900m2)andislocatedinseismiczoneIII.The projectconcludedthatthestabilityofthestructureincreases withtheincreasingstiffnessofthebarberwall.Thelateral loadcapacityintheshearwallstructureismuchhigherand theelevationinitalsoincreases.Finally,thebeststructures recognized in terms of sustainability in terms of outcome parametersareOSW10(shearwallwith0.148mthickness) &11(shearwallwith0.150mthickness).

Vanshaj, Kumar, et al. [2] studied a G+15 storey RCC building subjected to earthquake loading in Zone 4 on medium soil. Analysis was performed using STAAD Pro software.Here,thestudyhasbeendonetocomparestorey drift,baseshear,andstoreydisplacementofbuildingwith and without a shear wall. When compared, the maximum valueofStoreydisplacementisforthestructurewithouta shearwallascomparedtoabuildingwithashearwall.The maximumvalueofBaseShearisforthestructurewithouta shearwallascomparedtoabuildingwithaShearwall.The maximumvalueofBaseShearisforstructureswithoutshear wallsascomparedtobuildingwithShearwalls.

Firdose, HM Arshiya, et al. [3] carriedoutworktofindthe optimum location of the shear walls in plan irregular structureswithshearwallssuchasinI frame,L frame,and T framefordifferentzonesinG+17storieswitheachstorey height of 3.2 m. Shear walls are given at the corners and peripheryofthebuilding.Theseismicanalysisperformedis a linear dynamic response spectrum analysis utilizing the well knownanalysisanddesignsoftwareETABS18.Seismic performance of the building has been examined based on specifications such as storey displacement, Storey drift, StoreyShear,Baseshear,andTimeperiodofmodes.After analysis shear walls at corners are found as the best optimumlocationandpositioningofshearwalls.

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Mahmoud, Sayed, and Alaa Salmana [4] examined the seismicresponseofRCshearwallbuildingsof5,6,7,8,9, and 10 storey designed as conventional and ductile and locatedinamoderateseismiczoneinSaudiArabiaunderthe seismic provisions of the American code ASCE 7 16 using lineardynamicanalysis. Theseismicresponses ofseveral design variations are evaluated in terms of storey displacements, drift, shear and moments of both conventional and ductile building models as performance measures and presented comparatively. Additionally, Pushover analysis is also performed for the lowest and highest building models. The cost estimate of ductile and conventionalwallsisevaluatedandcomparedtoeachother intermsoftheweightofreinforcementbars.Inaddition,due to the complexity of the design and installation of ductile shearwalls,sensitivityanalysisisperformedaswell.Finally, it is observed that conventional design considerably increasescostandinducedseismicresponsescomparedto ductileone.

Gaikwad, Aditya P., and R. M. Desai [5] studied the analysisofstructureswithshearwallsatdifferentlocations and their effect on the structure. A 10 storied flat slab structure is modelled on Etabs software and response spectrum analysis and pushover analysis are performed. Seismic parameters like storey displacement, storey drift, base shear and time period are considered. It is observed thatLshapeshearwallatthecorneristheoptimumlocation of the wall where the structure gives good performance underseismicconditions.

Mandloi Shubham and Rahul Sharma [6] examinedand critically evaluates and critically assesses the effects of varioussizesofopeningsinshearwallsontheresponsesand behavioursofmulti storeybuildingsalsotheOpeningArea EffectofCoreTypeShearWallinHospitalbuildingwiththe Highest Importance Factor. A number of G+20 storey prototypebuildingswithdifferenttypesofopeningsinshear wallswithandwithoutincorporatingthevolumeofshear wallreducedintheboundaryelementsareanalysedusing software Staad Pro using the Response spectrum method (1893 2016).Overallanalysisshowsthatthemostefficient case for this study has been HIF5 (shear wall with 25% opening). The hospital building can be survived with the highest importance with the value of I = 1.5 as per IS 1893:2016foropeningareaeffectofcoretypeshearwall.It canalsoberecommendedthatupto25%openingwill be possiblewithoutanyseismicdamage.

Prathama, A. H., et al. [7] presentedthestructuralresponse comparisonofbuildingsagainstvariationsintheprofileand layoutofshearwallssubjectedtoearthquakeloads.Force BasedDesignmethodisusedusingSAP200software. The response spectrum approach is used for the analysis. Six structural models comprise a frame without shear walls, threeL profileshearwalls,andtwoI profile(straight)shear walls.Thesimulationresultsoftheoverallstructuralmodels

showthattheprofileandlayoutconfigurationofshearwalls intheframestructureofamulti storeybuildingcorrelates directly to the performance of base shear, drift ratio, and storeydriftwithrelativelycomparativeconditions.

Duduskar, Rohan, et al. [8] analysed the behaviour of structures and compared the parameters like storey displacements, storey drift, storey shear, and time period. FourmodelsofG+20storeybuildingwereconsidered,Model Iconsideredthenormalstructure,modelIIconsideredthe floatingcolumnsstructure,modelIIIconsideredtheshear wall structure and model IV considered both floating columns and shear wall structure. The seismic analysis of G+20storeystructuresisanalyzedbybothequivalentstatic andresponsespectrummethodsusingIndianStandardcode IS 1893 (Part1) 2002 and ETABS 2018 software. Storey displacements,storeyshear,storeydrift,andtimeperiodfor seismiczoneIVwerestudied.Thestoreydriftcomparedto normalstructureincreaseddriftsinmodelIIanddecreased inmodelIII,andIV.Thestoreyshearcomparedtonormal structure decreased shears in model II and increased in modelIII,andIV.Withinallfourmodelsthetimeperiodof floatingcolumnstructurei.e.,modelIIisgreater.ModelIII (shearwallatthecornerofthebuilding)structureisbetter performancewithlesserdisplacements,andmorestrength comparedwithallfourmodels.

Jiang, Huanjun, et al. [9] examinedtheinfluenceofvertical setback on its seismic performance through elastoplastic time history analysis on three groups of models under different levels of earthquake excitation. The studied variablesincludesetbackpercentage,locallateralstiffness ratioandsetbackposition,whichcauseverticalirregularity in the structure. It is confirmed that the existence of a setbackincreasestheinter storeydriftratioatthesetback position due to the sudden change of lateral stiffness thereby. Compared to the structure without a setback but havingasimilarlocallateralstiffness,themaximuminter storey drift ratio is smaller due to the reduced mass associated with the existence of a setback. To quantify verticalirregularity,limitationsonthelocallateralstiffness ratio can be relaxed to some extent for structures with setbacks.Alongtheheight,thesetbackatthemiddleheight gives a larger inter storey drift ratio and seismic force. Overall, it was observed that setback at the middle height shouldbeavoided.

Thakre, Prafoolla, et al. [10] studied the effect of the reductioninshearwallareainamultistoreybuilding(G+19) to reduce cost. Total 5 buildings framed in Staad pro softwareabbreviatedasSA,SB,SC,SD,andSEaresupposed tobesituatedatSeismicZoneIII.Post parametricanalysis resultsshowthatthereductioninshearwallareashouldbe adaptedtoacertainlimitofupto20%forcost cutting.

Yadav, Gagan, and Sagar Jamle [11] performedthestudy workintwostages.Theformeroneisbuildingwithasingle

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shear wall core and the latter one is building with a dual coreshearwall;theentireworkhasbeenperformedinfour different phases. In the first phase total of 5 buildings are modelledwithdifferentopeningsinsingle coretypeshear walls and then the second phase performs the analysis proceduresofthesame.Thethirdphaseshaveatotalof6 buildingsthataremodelledwithdifferentopeningsindual core type shear wall and the fourth phase performs the analysisproceduresofthesame.Buildingwith25%opening areainsingle coretypeshearwalland50%openingareain dual coretypeshearwallperformswelltoreducethecostof theproject.

Patidar, Manoj, and Sagar Jamle [12] providedastudyon the optimization of stability of multistoried structure by changinggradesofconcreteinshearwallmember.Thework demonstratesthedevastatingimpactoftheearthquakeona multistoried building. For this, a total of 12 shear wall stability case residential apartment building models are preparedandassumedtobelocatedatseismiczoneIIIwith ashearwallatitscore.Thesemodelshavedifferentshear wallthicknessesviz.0.140m,0.160m,0.180mand0.200m alongwithM20,M30andM35gradesofconcrete.According toalltheparameters(baseshear,maximumdisplacement, axial forces, shear forces, bending moment, principal stresses, and Von Mises stresses), thicker shear wall members made of higher grade concrete are required to increasethestabilityofthemultistorybuilding.

Vijayan, Vineeth, et al. [13] studied the seismic performance of high rise buildings with different types of shearwalls.InDifferentshearwall types concrete,silica fume concrete, steel plate, and steel silica fume concrete compositearetakenintoconsiderationforelevatorwallsin tallbuildingsthatare22and52storieshigh.ETABSisused toanalysetheseismicperformanceofthesestructuresusing theresponsespectrummethod.Storeydisplacement,storey drift, and storey shear are studied as factors. When comparedtothetraditionalshearwall,itisseenthatthereis asizablereduction.Whencomparedtoatypicalshearwall,it isseenthata compositeshearwall canlessen theseismic effecttoagreaterextentbecauseitresultsinanearly60% reduction in displacement. Finally, it is observed that the compositeshearwallplaysasignificantpartinthedecrease ofstoreyshear.

Patel, Neeraj, and Sagar Jamle [14] conductedastudyon the use of shear wall belt at optimum height to increase lateralloadhandlingcapacityinamultistoreybuildingona 25 storied high rise residential building. A standard floor plan with a plinth area of 825 m2 was used in this work. Differentcasesarecreatedwiththeshearbeltondifferent floors.ResponsespectrummethodwithSRSS(SquareRoot ofSumofSquare)combinationsusedtodeterminevarious parameters such as base shear, maximum nodal displacementinthelongitudinal andtransverse direction, driftvaluesandloadcasesthatcreatesmaximumdrift.This

paperpresentsthecriteriafortheprovisionoftheshearbelt atdifferentheightswiththeuseofStaadprosoftware.The optimum height for placing a shear wall belt to increase lateralloadhandlingcapacitywasfoundtobeonthe12th floor.

Joshi, Yash, et al. [15] studied the effect of the curtailed shearwallonRCbuildings.Fivecasesofshearwallsinmulti storey buildings are considered. Variation in shear wall thickness (250 mm, 200 mm, 150mm) and curtailment at differentstoreylevelshavebeenanalyzedforseismiczone3 andzone5areconsideredfor20storeybuilding.Deadload andgravityloadsareappliedtothebuildingasperIScodes andtheresponsespectrummethodofdynamicanalysisis carriedout.Responsesofmodelsarecomparedforseismic parameterslikedisplacement,timeperiod,andaxialforcein columns.Betterstabilitywasobservedinbuildingwiththe full shear wall without curtailment as compared to remainingstructures.

Suwalka, Vivek, et al. [16] carriedoutastudytofindthe prime location of the shear wall and then investigate the effectivenessofthebestshearwallinabareframesystem. Thestructureisanalyzedforearthquakesinthetypesofthe structural system i.e., bare frame system. The building is locatedinZone IVaccordingtoIS1893:2002.Analysisof the 3 D building model is done by linear static method, responsespectrumandsurfacemessingaredonetoamodel shear wall. In this study, Etabs software is used. A comparison of these models for different parameters like LateraldisplacementinX&YDirection,storeydriftandaxial forceincolumnswascarriedout.Itwasobservedthatthe provisionofashearwallModelinLocation1&5influences theseismicperformanceofthestructureconcerninglateral displacement and the results indicates that this configuration gives the least lateral displacement under seismic loads. The provision of a shear wall with an appropriate location is advantageous and the structure performs better if the optimum configuration and its footprint are identified before the design of the entire structure.

Reslan, N., et al. [17] compared the performance of reinforced concreteshearwalls(RCSW)tocompositeshear wallsasalateral loadresistingsystem.BuildingswithRCSW or composite shear walls (CSW) with variable heights (8 storey, 14 storey, 20 storey) are the subject of the investigation.Etabssoftwareisusedforthe3Dmodellingof structures.Buildingsareexaminedforstaticlateralforces using the equivalent static load method. Dynamic time historyanalysesandresponsespectradynamicanalysesuse theIZMITearthquakerecord.Inthisstudy,itwasfoundthat installingcompositeshearwallsinplaceofRCshearwallsis averyeffectiveandattractivestructuralchoicetobemadein earthquake prone areas. A significant decrease in the building's overall dead load as a result of the steel wall's thinner thickness when compared to the RC shear wall.

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Becauseofthe rigidityofsteel walls(EI),whichisgreater thanthatofRCwallsduetocrackingandalowermodulusof elasticity,thestiffnessofthebuildingwithcompositeshear walls is higher. A fundamental requirement for seismic design is that composite shear walls have higher ductility thanRCshearwallsandhigherenergyofdissipation.

El Sokkary, Hossam, and Khaled Galal [18] examinedthe effect of the wall’s selected ductility level on the rebar detailingandthequantitiesofitsconstituentmaterials.For the study, 4 multi storey RC shear wall buildings with different heights were located in three different cities in Canada; Toronto (low seismic hazard zone), Montreal (mediumseismichazardzone),andVancouver(highseismic hazard zone) are used. The walls are designed using the dynamicanalysisprocedureoftheNationalBuildingCodeof Canadatoreachdifferentductilitylevels.Theconstruction materialquantityestimatesandtheeffectofductilitylevel on the bar detailing were evaluated and compared to a referencecaseforeachbuildingheight,seismichazard,and ductility level. The results show that conventional construction design required the least rebar work for RC shear wall buildings located in low and medium seismic hazard zones when conventional construction design is permittedbythecode.However,inzoneswithhighseismic hazards, the ductile wall design showed the lowest rebar work.

Swetha, K. S., and P. A. Akhil. [19] carriedoutastudyona 7 storey frame shear wall building, using linear elastic analysis.Etabssoftwareisusedtocarryoutthetimehistory method.Onashearwallwithopeningsarrangedvertically, horizontally, and zigzag, and by varying the percentage of openingsinazigzagpattern,variousparameters,including time period, displacement, base shear, storey drift, and storey acceleration, were studied. The findings demonstratedthattheplacementofopeningsaffectstime, displacement, base shear, storey drift, and storey acceleration.Itisadvisedtousethezigzagarrangementof openingsinshearwallsbecauseitperformscomparatively 4%betterthanotherarrangementsofopening.Additionally, it has been found that a structure with a shear wall and openingsarrangedinazigzagpatternthathasanopening area of less than 16.67 % of the shear wall area performs about4% betterin termsof base shear, time, storey drift, storey displacement, and storey acceleration than a structurewithanopeningareagreaterthan16.67%ofthe shearwallarea.

AlHamaydeh M, et al. [20] studied the effects of Dubai's high and moderate seismicity estimates on seismic performance and construction and maintenance costs for structures with 6, 9, and 12 stories. The seismic force resistingsystemofthereferencebuildingsconsistsofspecial shear walls made of reinforced concrete. Nonlinear static and incremental dynamic analyses are used to examine seismicperformance.Todeterminetheimpact,construction

and repair costs related to earthquake damage are evaluated. The findings demonstrated that designing for higher seismicity significantly improves overall structural performance.Additionally,theincreasedseismicityestimate ledtoaslightincreaseinthepriceofinitialconstruction.A reduction in earthquake damages and a significant improvementinseismicperformance,however,morethan offset the increase in initial investment. When repair and downtime costs are taken into account, this led to overall costsavings.

Vetr, M. G., et al. [21] examined the work on the construction behaviour at the interface of the composite column, shear wall elements, and concrete wall. Ten test specimens with different interface connections numbered HSW 1 toHSW 10, were tested to analyse the force slip behaviour between Concrete Filled Steel Tubular (CFST) columnsandReinforcedConcrete(RC)ShearWalls.When specimens were placed out diagonally during testing, the expansion of cracks at the IFC region was restrained, and failureoccurred inthecentral regionoftheRC panel.The experimentalforce displacementcurveswerenormalisedat load FR and slip SR to assess the non linear static and dynamicresponseofHybridShearWall(HSW)underlateral loadingandtoestablishaforce sliprelationshipatIFC.The effectivenessofvariousinterfaceswasevaluated,anditwas foundthatstraightanchorbarsrespondlesseffectivelythan those with diagonal bars. The HSW10 interface solution, which is arranged diagonally with 6 mm anchoring bars spacedat50mmfromCFSTpenetration,isthebestinterface solutionidentifiedfromtheresults.Straightanchoragebars exhibited significant slippage along the column wall interface,asdemonstratedbytheforce slipresults.

Christidis, Konstantinos I., etal.[22] examined5medium riseshearwallswithashearratioof2.0anddesignedand testedthemascantileversunderstaticcyclicloading.There was 1 reference wall and 4 strengthened walls. Four differentconfigurationswereincludedinthestrengthened specimens,eachofwhichaimedtolimitthephenomenonof reinforcingbarsbucklingundercompressionandcontrolthe cracking width along the web. The four strengthening configurationsareasfollows:onlyhorizontalstrapsalong theheight;onlyhorizontal strapsandcorner anglesalong theheight;onlyhorizontalstrapsandcorneranglesinthe lowerpart;andfinally,thecombinationofhorizontalstraps and corner angles in the lower part with an X shaped configurationintherestoftheweb.Accordingtothisstudy, buckling of the compressive longitudinal reinforcement rebars,whichfrequentlyresultsinanearlylossofallbearing capacity and consequently poor ductility levels, is the primary factor that determines the bearing capacity of existing non conforming shear walls. The maximum measured load (capacity), on the other hand, does not appeartobeaffectedbythelowratioofshearreinforcement (shear strength lower than the flexural one), but it is

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importantinmanagingthecrackingpatternalongthewall web.

Wang, M., et al. [23] examined the seismic behaviour of unstiffenedsteelplateshearwallspecimenswitha1:3ratio under cyclic load. The test is carried out on a four three storey unstiffened steel plate shear wall which exhibited high strength, good energy dissipation capacity and good ductility with no more than 5% strength degradation. For the experimental approach, thespan toheight ratio isput L/h=1.5to2.0andasteelplateshearwallspecimenwitha 1:3ratioisdesigned.Duringloadingataninter driftangleof 1/50ofthespecimen,thestrengthdegradationisnomore than5%whichindicatesthatthestructureisgoodinseismic behaviour. Results of this study found a column stiffness ratioof more than0.2, whichisthe bestforpost buckling strength of steel plate shear wall and stiffness of edge columnprovidesagreatlateralloadcapacityofshearwall. Astheratioincreasesthespecimenshowsgoodductilityi.e., the ductility coefficient reached more than 3.0 of the first specimen which spans to a height ratio is 1.5. The experimentalstudiesalsoindicatethatresidualstresseshad little effect on behaviours of steel plate shear wall which cannotbeconsideredfornumericalanalysis.

Walvekar, Anuja, and H. S. Jadhav. [24] examined how shear walls in various positions affected the seismic behaviourofhigh risebuildingswithflatslabs.The15 story model is chosen for that. The software ETABs performs a linear dynamic analysis (Response spectrum analysis) to examine the impact of various shear wall placements on high risestructures.Theexaminationofseismicparameters includestimeperiod,baseshear,storeydisplacement,and storeydrift.BaseshearinXandYdirectionsforstructures with shear walls is found to be 3.08% greater than for structures without shear walls, and storey displacement without a shear wall along EQX and EQY is found to be 48.52%and53.36%greaterthandisplacementwithashear wall, respectively. Storey displacement is minimal for a structurewithashearwallalongtheperiphery.Comparedto structureswithL typeshearwallsandstructureswithnon parallel shear walls along the periphery, it is respectively 29.13% and 10.06% less for structures with a shear wall alongtheperimeter.

3. CONCLUSIONS

Fromtheabovestudy,itcanbeconcludedthatdifferent researchershadstudieddifferenttypesofproblemsrelated to earthquakes and addressed that shear walls are more prominenttoresistlateralforceduetoearthquakes.Analysis bysoftwaresuchasSTAADPro,ETABSetc.isalsocombined alongwithmanualstudies.Modelsaregeneratedandshear wallsarelocatedatdifferentpositionsinthebuildingtofind the least displacement of the structure. Moreover, some research stated that changes in positions of shear walls affecttheattractionofforces.Thelocationoftheshearwall

in any building substantially reduces displacements and reducesimpactsonthestructure.ForirregularRCframed structures,itwasfoundthatshearwallsatcornersarethe best optimum location and positioning of shear walls (Firdose, et al. 2022). For 10 storied structures with flat slabs,itisobservedthatLshapeshearwallatthecorneris theoptimumlocationofthewallwherethestructuregives goodperformanceunderseismicconditions(Gaikwad,etal. 2021).

Openingsintheshearwallarealsoanissueofconcernin thestudyofshearwallbuildings.Forahospitalbuildingwith an importance factor, I =1.5 it is recommended that up to 25%openingwillbepossiblewithoutanyseismicdamage (ShubhamMandloi,etal2021).Itisobservedthatabuilding witha25%openingareainasingle coretypeshearwalland a50%openingareainadual coretypeshearwallperforms well to reduce the cost of the project (Yadav Gagan, et al. 2020).Also,astructure(7 storey)withashearwallhaving openings arranged in a zigzag manner having an opening areaoflessthan16.67%ascomparedtoashearwallareais foundedtobeapproximately4%betterperformanceinthe base shear, storey displacement, time period, storey drift and storey acceleration than opening area greater than 16.67%ascomparedtoshearwallarea(Swetha,etal.2017). Generally, openings provided in shear walls increase displacementinthebuilding.Thus,buildingwithoutashear wall is a subject of concern and needs to be retrofitted in placesofthehighearthquakeandwindimpact.Analysesand designresultsshowedthatconventionalconstructiondesign required the least rebar work for RC shear wall buildings located in low and medium seismicity zones when conventionalconstructiondesignispermittedbythecode, howeverforhighseismicity zones,theductile wall design showedtheleastrebarwork(El Sokkary,etal.2018).

Buildingwithoutashearwallisasubjectofconcernand needstoberetrofittedinplacesofthehighearthquakeand windimpact.Thelocationoftheshearwallinanybuilding substantiallyreducesdisplacementsandreducestheimpact onthestructure.Theeffectofvariousshapesofshearwalls on the building can be studied. Comparison can be made withabuildingwithvariousshapesofshearwalls.Moreover, the placement of shear walls at different locations is an essentialaspecttobethoughtofforfurtherstudy.

REFERENCES

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Steel Configurations.”EngineeringStructures,vol. 124,2016,pp.258 268.

[23] Wang, Meng, et al. “Experimental and Numerical Study of Unstiffened Steel Plate Shear Wall Structures.” Journal of Constructional Steel Research,vol.112,2015,pp.373 386.

[24] Walvekar, Anuja, and H. S. Jadhav. "Parametric studyofflatslab buildingwithand withoutshear walltoseismicperformance."Internationaljournal ofresearchinEngineeringandTechnology,vol.04, no.04,2015,pp.601 607.

[25] BureauofIndianStandards:IS 1893,part1(2016), “Criteria for Earthquake Resistant Design of Structures: Part 1 General provisions and Buildings”,NewDelhi,India.

[26] Bureau of Indian Standards: IS 13920 (2016), “Ductile Design and Detailing of Reinforced Concrete StructuresSubjectedtoSeismic Forces CodeofPractice”,NewDelhi,India.

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