Seismic Analysis of RCC Building without and With Shear Walls

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Seismic Analysis of RCC Building without and With Shear Walls

Rishab Jain1 , Prof. Siddhartha Deb2 , Prof. Vedant Shrivastava3

1M Tech Structural Engineering & Gyan Ganga Institute of Technology and Science, Jabalpur, M.P. India

2Assistant Professor, Civil Engg Deptt. & Gyan Ganga Institute of Technology and Science, Jabalpur, M.P. India

3Associate Professor, Civil Engg Deptt. & Gyan Ganga Institute of Technology and Science, Jabalpur, M.P. India ***

Abstract In this research work, we analysed the G+15 storey without shear walls RCC building and with using shear walls RCC building. The adopted building plan configuration as 36mX36m along to length and width respectively. 3.2 m each floors height with 230mm thick brick wall while 200mm thick shear wall and also for this analysis work, provided various properties like size of column 450mmX350mm, beams 400mmX300mm, thickness of slab 180mm thick, M25grade of concrete for slabs and M30 grade concrete for beams and columns and Fe415 grade of steel and also used various seismic parameters such as seismic zone III, zone factor 0 16 with medium soil condition, Importance factor 1 5, damping ration 5 percent for factor 1, response reduction factor 5 for Special RC moment resisting frame structure The analysis is done by Response Spectrum Method with the help of Etabs Software as per Indian Standard Code and compared the results in the term of Maximum shear wall moments and maximum deflections, storey drift etc.

Key Words: SeismicZone,ZoneFactor,Soil,ShearWall,RCC Building,HighRiseBuildingsetc.

1. INTRODUCTION

Multistoriedbuildingisthemostimportantfordaytoday life For earthquake resistant design of building wrong construction practices and ignorance were done in our country, most of the existing building affects to future earthquake To preventstructural collapse,safetylifeand serviceability, effective structural system should be providing with all seismic performance To get sufficient stiffnesstothehigh risebuildingsforresistance tolateral loadsduetowindorseismicevents Thelocationofbuilding withreinforcedconcreteshearwallaredesignedbecauseof theirhighbearingcapacity,highductilityandrigidity. The dimensionsofbeamandcolumnarelargeandreinforcement atbeamcolumnjointarequiteheavyinhighrisebuilding,so lotofcloggingatthesejointanddifficulttoplaceandvibrate concreteattheseplaceswhichisnotsafeforthebuildings Shear wall is used to overcome this problem in high rise building ETABS is the software which is easy to use for analysisanddesign for developedspecifically forbuilding systemsinHighrisebuildings ETABsoftwarearequickand easy for the simple, largest and most complex building Althoughquickandeasyforsimplestructures Itisthebest tool for structural engineer in the construction industry

Shearwallsshouldhavesufficientductilitytoavoidbrittle failureundertheactionofstronglateralearthquakeforces

Tall buildings have intent mankind from the creation of advancement,theirconstructioninitiallyfortheprotection and consequently for clerical purpose. In any high rise structure,shearwallsarethestructuralsystemtoprovide thestabilitytothestructurefromlateralforcelikeduetoits self loadsandothermovingorlivingloadswhichisdesigned by earthquake analysis or wind analysis Since shear wall structuremorestableduetotheirsupportingarealiketotal crosssectionalareaoftheshearwallwiththereferenceto total plans area of the structure is comparatively more unliketheRCCframedstructures

Building Configuration

Fig.1.1 Model I: Without Shear Wall

Fig. 1.2 Elevation

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Fig. 1.3 Model I 3 D View Without shear wall

Fig. 1.4 Model II with shear Wall

Fig 1 5 Model III with Shear Wall

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Objectives of work

:

1) Todeterminedynamicanalysisofthebuildingstructure byprovingdifferentpositionofshearwall

2) To investigate optimum location of shear wall of the structure.

3)Toreducelateralforceimpactsbyconsideringshearwalls inthestructure.

2. LITRETURE REVIEW

1. Khaja BegumAnad, N Mightraj C, Prince Arulraj G. {2010}-Theyanalyzedanddesignedthereinforcedconcrete subjectedtoearthquakeforceinthespaceframedstructure withandwithoutshearwalloffifteenstorywithdifferentsoil conditionsbyusingResponseSpectrumMethodinlatestCivil EngineeringStructuralsoftwareETABSasperIS:1893(Part I):2002 Heobservedthatthebaseshearissameforallsoil conditions, while changed the soil conditions as hard to medium, soft, after three story base shear increased and percentagedecreasedinbaseshearfrom0to265% when soilchangemediumtohardand0to1850%softtomedium soilandalsofoundthattheaxialforce,bendingmomentin columnslateraldisplacementincreasedwhensoilchanged hardtomediumandalsomediumtosoftforalltheframed structures.

2. Anil Gaharwal, Sushil Sharma {2016} Heexaminedthat G+4storeyRCCbuildingintheearthquakeregionfourand applieddifferentpositionoftheshearwallslikeasatside, corner and center of the building and analyzed with and without shear wall structures They analyzed RCC multistoreyresidentialbuildingbyusingstructuralsoftware StaadPro Theyobservedthatminimumdisplacementand momentisfoundwhenthetheshearwallprovideatcentreof thebuildingandinwithoutshearwall,maximumshearforce is found at ground level as compared to with shear wall building

3. Kiran Tikde, Rahul Patil, Dr. G.R. Gandhe {2016} They examinedthatG+7storeyRCbuildingwithandwithoutshear wallsbyusingSAP2000software Themodelwasanalyzed and designed in seismic zone two and they are provided plane stiffness and strength to resist the lateral loads and supportgravityloadsandalsoprovidedheflexuralmember inthebuildingtoavoidthecollapsethebuildingunderthe earthquakeforces Theanalysiswascompletedbyusingthe responsespectrummethodandtimehistorymethods They observedthatthebaseshearwithoutandwithshearwallwas calculated by time history method and this method of analysisbuildingwithoutandwithandwithoutshearwall empirical valley (EI Centro 1979) earthquake recorded is usedwhilestoreydriftforallstoreywasdonebyresponse spectrum method and found that after proving the shear walls,thebehaviorofRCframestructuretlargeextendand

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

shear wall increased the strength and stiffness of the structures.

3. MATHEDOLOGY

ThisstudyisattemptedinfollowingstepsinEtabsSoftware:

StepISelectionoftheconfigurationofthebuildingwithand withoutshearwall

StepIISelectionoftheMaterialproperties

StepIIISelectionofFrameProperties

StepIVAssignofalltheFrameSectionproperty

StepVApplyFixedSupportsatBaseoftheStructure.

StepVIDefine,ApplyVariousLoadsandLoadCombinations.

StepVIIApplyCheckforallModel

StepVIIIApplyRunAnalysisformodelanalysis

StepIXDisplaytheResultsandcompilealltheresults

4.MATERIAL AND GEOMERICAL PROPERTIES

Following material and geometrical properties have been consideredinmodeling:

Density of RCC: 25 KN/m3, Density of Masonry: 20.KN/m3.Thesymmetricalstructuralplanofthestructure is36mX36malongtoXandYdirectionrespectivelyforall model with and without shear wall. The storey height of eachflooris3.2meter. TheRCsectionsofbeams400mmX 300mmandcolumns450mmX350mm,forallmodelswith orwithoutshearwall.

Parameter Using:

Type of Building: RC Framed Structure (with & without Shearwall),NumberofFloor: G+15 (symmetrical),Size of Column = 450mm X 350mm, Beam = 400mm X 300mm, Shear wall= 200 mm thick, Height of each floor = 32m, SeismicParameter: AsperIS1893 2002,SeismicZone III, Typeofsoil Medium,Damping = 5% (aspertable 3clause 6.4.2), Zone factor for zone III, Z=0.16 Importance Factor

I=1.5 (Important structure as per Table 6), Response ReductionFactorR=5RCmomentresistingdesignedasper (Table 7),Sa/g=Averageaccelerationcoefficient(dependon Naturalfundamentalperiod).

5. RESULTS AND ANALYSIS

5.1: STOREY SHEAR

5.1.1: STOREY SHEAR IN MODEL I WITHOUT SHEAR WALL

Table 5.1.1: Storey Shear (KN) in Model I

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

Fig 5.1.1: Storey Shear in Model-I without Shear Wall

5.1.2: STOREY SHEAR IN MODEL-II WITH SHEAR WALL

Table 5.1.2: Storey Shear (KN) in Model II

Fig 5 1 2: Storey Shear in Model-II with Shear Wall

5.1.3: STOREY SHEAR IN MODEL III WITH SHEAR WALL

Table 5.1.3: Storey Shear (KN) in Model III

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Fig 5.1.3: Storey Shear in Model III with Shear Wall

5.1.4: STOREY SHEAR IN MODEL-IV WITH SHEAR WALL

Table 5.1.4: Storey Shear (KN) in Model IV

Fig 5.1.4: Storey Shear in Model IV with Shear Wall 5.1.5: STOREY SHEAR IN MODEL V WITH SHEAR WALL

Table 5.1.5: Storey Shear (KN) in Model V

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International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056 Volume: 09 Issue: 06 | Jun 2022 www.irjet.net p ISSN: 2395 0072

[5] ChandanaKurma, Sabbineni Ramyakala, ChiranjeeviRathod: Non Linear Analysis Of Multistoreyed BuildingWithAndWithoutShearWall InternationalJournal Of Latest Engineering Research And Applications (Ijlera) Issn:2455 7137Volume 02,Issue 01,January 2017,Pp 37 43

[6]Anshuman S,DipenduBhunia,BhavinRamjiyani(2011), “SolutionofShearWallLocationinMulti StoreyBuilding.” International journal of civil and structural engineering Volume2,no2,2011

[7]RomymohanandCprabha(2011)“DynamicAnalysisOf RCC buildings With Shear Wall”International Journal Of EarthScienceAndEngineering volume04,No06pp659 662

[8] Karim M Pathan, Huzaifa Nakhwa, Choudhary Usman, Yadav Neeraj, Shaikh Kashif (2013) “Effective Height of Curtailed Shear Walls for High Rise Reinforced Concrete Buildings”InternationalJournalOfEngineeringAndScience Vol3,Issue3 (June2013),PP42 44

Fig 5.1.2: Storey Shear in Model V with Shear Wall

6. CONCLUSION

It is found that the maximum storey shear in X direction whileminimuminYdirection.Themaximumstoreyshearat baseandminimumattopofthebuilding. Itisalsoobserved thatthestoreysheardecreasewithlowerstoreytohigher storey.Itmeansthatstoreysheardecreasewithincreasethe height of the building or number of the floors of the structure. It is found that the storey shear maximum at storey first for the all models but maximum in with shear wallstructureandminimuminwithoutshearwallstructure.

REFERENCES

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[2] Medhekar.M.SAndJain.S.K (1993) “SeismicBehaviour ,DesignAndDetailingOfRCShearWalls”.theindianconcrete Journal,vol67,No 7pp.311 318.

[3] Khaja Begum : AnalysisAnd Design Of A Multi Storied BuildingWithShearWallByUsingStaadPro International JournalOfEngineeringSciences&Management,ISSN2277 5528, [Begum,8(1): January March2018],

[4] Werasak Raongjant and Meng Jing (2009) “Analysis Modelling of Seismic Behaviour of Lightweight Concrete Shear Walls” International Multi Conference of Engineers and Computer Scientists 2009 Vol II IMECS 2009, Hong Kong.

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[11] Mujeebulhasan,dr. Vivekgarg: effectofrcshearwall on seismic performance of building resting on sloping ground international journal of science, engineering and technology an open access journal, mujeeb ul hasan et al 2017,volume5issue5issn(online):2348 4098issn(print): 2395 4752

[12] Satpute S G and D B Kulkarni (2013) “Comparative study of reinforced Concrete shear wall analysis in multistoreyed Building with openings by Nonlinear methods” ISSN2319 6009www.ijscer.comVol. 2,No. 3, August2013

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[14] Md Maksudulhaque,md Hasibulhasanrahat,rifat al saif,s Rezachowdhury: numericalanalysisofhighrisercc buildings with shear walls having opening of different shapes internationaljournalofadvancesinmechanicaland

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civilengineering,issn: 2394 2827volume 5,issue 2,apr 2018.

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