Optimization of Circular RC Frame Structure by using Shear Wall at a Different Location in the Struc

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Optimization of Circular RC Frame Structure by using Shear Wall at a Different Location in the Structure

1M.Tech, Civil Engineering, Suyash Institute of Information Technology, Gorakhpur, Uttar Pradesh

2Assistant Professor, Civil Engineering, Suyash Institute of Information Technology, Gorakhpur, Uttar Pradesh

***

Abstract - The goal of this article is to determine the seismic variation in a circular shape building by placing a shearwall atadifferentlocation withinareinforcedconcrete structure. The first model shear wall is supplied at the building's exterior wall, the second model shear wall is provided in the middle of the building, and the third model shear wall is provided at the building's inner wall in this article. The programme used to analyse all of these models is Etabs, and the method utilised to analyse them is dynamic analysis (time history analysis). IS(Indian Standard) 1893 part 1: 2016 was utilised for this dynamic study, and all models are in seismic zone four. After assessing all models, we will compare the seismic parameter values (lateral storey force, storey displacement, periods and frequency, storey stiffness) for all models to see which one is the most stable in comparison to the other two.

Key Words: Dynamic analysis, time history, RC building,ShearWall,Circularbuilding,Etabs

1. INTRODUCTION

Nowadays,everyRCCbuildingisdesignedtobeearthquake resistantbecausetheheightofthebuildingisincreasingday by day, increasing the overturning moment, causing the building to fail in the overturning. If the height of the building is low, the value of the overturning moment and baseshearislow,becausethevalueofthebaseshearand overturning moment is dependent on the structure's self weight.

The fundamental reason for employing a circle form structure is to reduce the impact of dynamic forces (wind andseismic)onthestructure,andweplacedtheshearwall in a different location in this circular shape structure. We know that the circular shaped structure uses 15 to 18 percent less material than the rectangular shaped construction.Makingajunctionbetweenacirclecolumnand a rectangular beam is not difficult in a circular form construction. Because Courtyards circular building gave openspaceinside,allmodelsofthisarticlefallunderit.

2. METHODOLOGY

WeemployedDynamicAnalysis,EtabsSoftware,andIndian Standard code 1893 part 1:2016 for the analysis of these threemodels.AccordingtotheIScode1893part 1:2016, clause 7.7, dynamic analysis is a technique of structural analysiswheretheloadfluctuationovertimeisgreater. 3 dynamicanalysisisdividedintotwocategories:

i. TimeHistoryMethod

ii. ResponseSpectrumMethod

2.1.Response Spectrum Method

Thestructuralreactiontobrief,nondeterministic,transient dynamic events is estimated using response spectrum analysis. Earthquakes and shocks are examples of such phenomena. It's difficult to undertake a time dependent analysissincetheload'sexacttemporalhistoryisunknown.

Figure-01: Response Spectrum Method

2.2. Time History Method

The time history approach must be based on adequate ground motion and executed using the acknowledged concept of earthquake structural dynamics, according to clause 7.7.4 of IS code 1893 part 1: 2016. "EL CENTRO" providedthedataforthetimehistory.Whenthevariationof the lateral force with respect to time is greatest, the time history technique belongs to dynamic analysis; if the

Shahid Khan1, Sandhya Sahani2

International Research Journal of Engineering and Technology (IRJET)

Volume: 09 Issue: 04 | Apr 2022 www.irjet.net

variationofthelateralforcewithrespecttotimeislittle,the staticanalysismethodshouldbeused. EtabssoftwareisdevelopedbytheCSIcompanyandisused forbothanalysisanddesigningofthestructure.

3. MODELLING

In this paper, there are three models in the first model (Model 01) shear wall provided on the outer side of the building, in the model second (Model 02) shear wall providedatthemid wallofthebuilding,inthethirdmodel (Model 03) shear wall provided at the inner wall of the building.

Allparameter(material,buildingconfiguration,seismic)of thiscircularshapebuildingisgivenbelowindetail:

3.1 Material Parameter

In this parameter, we give the details about the material whichisusedinthisRCCcircularbuildingandthematerial parameterisgivenbelowinthetable:

Table 1: MaterialParameter.

S. No Material Grade

1.0 Concrete M30&M25

2.0 LongitudinalBar Fe415

3.0 StirrupBar Fe250

3.2 Building Parameter

In this parameter, we provide the information about structureparametersuchassizeofbeam,column,shearwall andslabisgivenbelowintable:

Table 2: BuildingParameter

S.No Building Parameter Value

01. Beam 0.250mX0.400m

02. Column 0.400mdiameter 03. Slab 0.160m

04. SpanofBeam 4000mm 05. Heightofbuilding 33000mm

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06. Floorheight 3000mm

07. Groundstorey 3000mm

08. ShearWall 0.23.0m

09. ExternalDiameter 72000mm

10. InternalDiameter 32000 mm

11. Area 4380m2

3.3 Seismic Parameter

Inthisfactor,weweregiventhefactoroftheseismicwhere the model is assumed to construct such as seismic zone factor,Importancefactor,etc

Table -3: SeismicParameter

S.No Seismic Parameter Value

01. SeismicZoneFactor(Z) 0.24(Forth Zone)

02. ResponseReductionFactor (R) 5.0

03. Importancefactor(I) 1.20

04. Soiltype 2nd 05. Eccentricratio 0.05

3.4 Load Parameter

TheloadwhichisactingonthemodelsuchasImposedload isgiveninthetable:

Table 4: LoadParameter

S.No Load Parameter Value

01. Liveload 3.0KN/m2

02. Partitionwall 7.0KN/m 03. Loaddistributionwall 14.0KN/m

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3.5 Shear Wall at Outer wall on Structure (Model 01)

The plan, elevation and three dimensional view of the model 01(wheretheshearwallisprovidedattheouterwall ofthebuilding)aregivenbelow:

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3.6 Shear Wall at Mid wall on Structure (Model-02)

The plan, elevation and three dimensional view of the model 02(whereashearwallisprovidedatthemid wallof thebuilding)aregivenbelow,theelevationofthemodel 02 isthesameasmodel 01.

4. CALCULATION AND ANALYSIS

After analyzing all these three model, there are following result come out and we have taken some parameter to comparethevalueofthesethreemodels,suchparameteris thenaturalperiod,baseshear,storeystiffness,storeydrift, andmaximumstoreydisplacement.

4.1 Lateral Force on Storey

From clause 7.2.1 in Indian Standard code 1893 part 1: 2016,thebaseshearisdefinedasthelateralforceswhichact on every floor due to seismic effect on the structure. The followinggraphrepresentsthebaseshearofallmodelsin the X direction due to applying the seismic effect in the X direction:

3.7 Shear Wall at Inner wall on Structure (Model 03)

The plan, elevation and three dimensional view of the model 03(wheretheshearwallisprovidedattheinnerwall ofthebuilding)aregivenbelow,theelevationofthemodel 03isthesameasmodel 01.

Chart 01:BaseShearduetoEX

Fromtheabovegraph,wecanseethatthevalueofthebase shearismaximuminmodel 01.Andtheminimumvalueof thebaseshearinmodel 03(wheretheshearwallisprovided attheinnerwallofthecircularRCbuilding).

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4.2 Storey Stiffness

Storeystiffnessisdefinedastheratioofthestoreyshearto the storey drift of the structure. The graph of the storey stiffnessofallmodelsisgivenbelow:

Chart 02:StoreyStiffness

From the above graph, we can see that the value of the storey stiffness is maximum in Model 01 (shear wall providedattheouterwalloftheRCcircularbuilding).

4.3 Fundamental Period

From clause 3.18 the natural period in the mode of oscillation is defined as the time (in second) taken by the structure to complete one cycle of the oscillation in its naturalmodeofoscillation.Thefollowinggraphrepresents thevariationofthenaturalperiod:

Chart 03:Naturalperiod

value:

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FromtheIndianInstituteofTechnologyKanpur,earthquake tipsnumber10givesthereferencethat“storeyonetostorey 20storeybuildingsareusuallyintherange0.05 2.00sec.” fromthisourmodelisinasafecondition.

4.4 Maximum Storey Displacement

Maximumstoreydisplacementisdefinedasthemaximum displacement of the floor from the ground surface due to lateral force which acts on the structure. The value of the maximumstoreydisplacementdoesnotmeasurefloorlevel. Thegraphofdisplacementofallmodelsisgivenbelow:

Chart 04:MaximumStoreyDisplacement

Fromtheabovegraph,thevalueofthestoreydisplacement inmodel 01isverylessascomparedtothetwomodels.

5. CONCLUSIONS

From the above dynamic analysis of all models, we have takensomeseismicparameterstochoosethestablemodel, andwefoundafewconclusionsafteranalyzingallmodels, whicharegivenbelow:

I. Whenweprovidetheshearwallatthemid wallor centre wall of the Circular RC building then the value of the natural period is low ascompared to the model when the shear wall is provided at the outerwallorinnerinthecircularbuilding,andfrom theresult,wecanchoosetheCircularRCbuilding byprovidingtheshearwallatthecentrewallinthe buildingonthecasetoreducethenaturalperiod.

II. The value of the lateral force due to applying seismicintheXdirectionislowinmodel 03(where theshearwall is providedattheinner wall ofthe circularRCbuilding)becausethedeadloadofthe

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Model 03 is less as compared to the other two models.

III. The value o the maximum storey displacement in themodel 01(wheretheshearwall isprovidedat theouterwallofthecircularRCbuilding)because thelateralforceduetoseismicisdirectlyactingat the outer wall of the circular building and we providedshearwallattheouterwallofthecircular RCbuildingbecausethemainpurposeoftheshear walltoreducetheeffectofthelateralforcesonthe RCstructure.

IV. Inthemodel 03(wheretheshearwallprovidedat theinnerwallofthecircularRCbuilding)thevalue storey stiffness is minimum as compared to the other two models, it’s because of the value of the storeydriftmaximumandvalueofthebaseshearis lowinthemodel 03.

V. Fromtheaboveconclusion,wefoundthatwhenthe shear wall provided in the mid or centre of the building is more stable because the shear wall resists the outer forces and inner forces, but in model 02 the storey displacement is high as comparedtothemodel 01.

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