Seismic Behavior of Stone Column in the RC Frame Structure

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Seismic Behavior of Stone Column in the RC Frame Structure

1Master of Technology, Civil Engineering, Institute of Technology and Management, Lucknow, India

2Assistant Professor, Civil Engineering Department, Institute of Technology and Management, Lucknow, India

***

Abstract In this research paper, we have created four models of the stone column and it is used in the RC structure. Model 01 has a simple stone column in the medium soil type, Model 02 have also a simple stone column but is used in the Hard soil, Model 03 has a stone column with reinforcement in the medium soil type, and Model 04 have also a stone column with reinforcement but it is used in the hard soil. All four models are used in the RC frame structure with different soil properties, and these models will be analyzed with help of the ETABS software by using the Time history analysis, and code is used for the analysis of these models is Indian Standard Code 1893 part 01:2016. We will analyze the structure by taking some important seismic parameters such as base shear, natural period, storey drift, Column force, and displacement.

Key Words: StoneColumn,RCColumn,RCframestructure, SeismicBehaviour, DynamicAnalysis,Timehistoryanalysis, ETABS

1. INTRODUCTION

Stonecolumnsareatypeofgroundimprovementtechnology thatusesanetworkofcompactedstonecolumnstostabilise thesoil.Stonecolumnsareusedtodecreasesettlementand increase load bearing capacity, as do other ground improvement procedures. The drainage ability of the granular material within the columns, which function as poreorwaterpressureevacuationsites,alsohelpstospeed upsoilconsolidation.Byenhancingshearstrengthinsidethe soil,stonecolumnsareparticularlyefficientinstrengthening slopestabilityandpreventingliquefaction.

1.1. Basic Principle of Stone Columns Rigid Inclusions

Theseverticalinclusions,whichcanbeformedofstoneor sand,arelaidoutinagridpatternbeneaththestructurein thesoftsoils.Stonecolumns,alsoknownasaggregatepiers, are ideal for improving soft or loose soils because they generateverticalinclusionsthatarestiff,shearstrength,and drainwell.TheStoneColumnsboostbearingcapacitywhile alsoloweringtotalanddifferentialsettlements.

1.2. Type of stone Column

1. AggregateColumn 2. GranularPiles

3. VibroStoneColumn 4. RammedStoneColumn 5. CompactedStoneColumn

6. AggregatePiers

7. SandCompactionPiles

8. GeotextileEncasedColumns 9. GroutStoneColumns

2. METHODOLOGY

Fortheanalysisofthesefourmodels,weusedsomemethods such as Dynamic Analysis, ETABS Software and Indian Standard code 1893 part 1:2016. Dynamic Analysis is a methodoftheanalysisofthestructurewhenthevariationof the load concerning the time is more, according to the IS code 1893 part 1: 2016, clause 7.7.3 dynamic analysis is classifiedsintotwotypes:

i. TimeHistoryMethod

ii. ResponseSpectrumMethod

2.1 Time History Method

Accordingtoclause7.7.4fromIScode1893part 1:2016,the timehistorymethodshallbebasedonappropriateground motionandshallbeperformedusingtheacceptedprinciple of earthquake structural dynamics. The data of the time historyistakenfrom“ELCENTRO”.Thetimehistorymethod comesunderthedynamicanalysiswherethevariationofthe lateralforceconcerningtimeismaximum,ifthevariationof thelateralforceconcerningthetimeislowthenweshould usethestaticanalysismethod.Etabssoftwareisdeveloped

International Research Journal of Engineering and Technology (IRJET)

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

by the CSI company and is used for both analysis and designingofthestructure.

3. MODELLING

In this paper, there are four models in the first model (Model 01) Stone Column without reinforcement in RC framestructureinthemediumsoiltype,inthemodelsecond (Model 02) Stone Column without reinforcement in RC frame structure in the hard soil type, in the third model (Model 03)StoneColumnwithreinforcementinRCframe structureinthemediumsoiltype,andinthefourthmodel (Model 04)StoneColumnwithreinforcementinRCframe structureinthehardsoiltype.

Allparameters(material,buildingconfiguration,seismic)of thisStoneColumninRCframestructurewithandwithout reinforcementatdifferentsoiltypeinthebuildingisgiven belowindetail:

3.1 Material Parameter

In this parameter, we give the details about the material whichisusedin StoneColumninRCframestructurewith and without reinforcement at different soil types and the materialparameterisgivenbelowinthetable:

Table 1: MaterialParameter.

S. No Material Grade

Concrete M30&M25

1.0

2.0

3.0

LongitudinalBar Fe415

Stone

3.2 Building Parameter

In this parameter, we provide the information about structure parameter such as size of beam, size of column, andslabisgivenbelowintable:

Table 2: BuildingParameter

S.No Building Parameter Value

01. Beam 240mm*360mm

02. Column 230mm*360mm

03. Slab 160mm

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SpanofBeam 3.25m 05. Heightofbuilding 39m 06. Floorheight 3m 07. Groundstorey 3m

04.

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 03. Importancefactor(I) 1.2 04. Soiltype 2nd or3rd 05. Eccentricratio 5%

3.4 Load Parameter

TheloadwhichisactingonthemodelsuchasImposedload isgiveninthetable:

Table 4: LoadParameter

S.No Load Parameter Value

01. Liveload 3.0KN/m2

02. Deadload Automaticthrough software

03. Loaddistributionwall 14.0KN/m

4. DETAILS VIEW OF ALL MODELS

Inthedetailsviewofthemodels,wewillseethedetailsplan, elevation,three dimensionalview,andcrossofeverystone column.

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International Research Journal of Engineering and Technology (IRJET)

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4.1. Stone Column withRC Structurein MediumSoil Structure (Model 01)

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

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4.2. Stone Column with RC Structure in Hard Soil Structure (Model-02)

Theplan,elevationandthree dimensionalviewofmodel 02 arethesameasmodel 01.

4.3. Stone Column with Reinforcement with RC Structure in Hard Soil Structure (Model 03)

The plan, elevation and three dimensional view of the model 03aresameasmodel 01,butthecross sectionofthe columnisdifferentwhicharegivenbelow:

4.4. Stone Column with Reinforcement with RC Structure in Medium Soil Structure (Model 04)

The plan, elevation and three dimensional view of the model 04aresameasmodel 01,butthecross sectionofthe columnisalsothesameasmodel 03:

5. CALCULATION AND ANALYSIS

After analyzing all these four model, there are following result come out and we have taken some parameter to comparethevalueofthesethreemodels,suchparameteris thestoreydrift,baseshear,storeyoverturningmoment,and maximumstoreydisplacement.

5.1. Base Shear

AccordingtotheIndianstandardcode1893part 1:2016,the baseshearisdefinedasthelateralforceateverystoreydue toseismicforce.Thegraphofthebaseshearofeverymodel isgivenbelow:

Figure 06: BaseShearofModelsduetoEX

Fromtheabovegraph,themaximumvalueofthebaseshear isactinginmodel 04ascomparedtotheotherthreemodels.

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5.2. Storey Drift

AccordingtotheIndianStandardCode1893part 01:2016, the storey drift is defined as the relative displacement betweentwofloorswhichmaybetheupperorlowerfloor. The maximum value of the storey drift should not exceed 0.004h,wherehistheheightbetweenfloors.Thegraphof thestoreydriftisgivenbelowattheloadcaseEX:

5.4. Storey Displacement

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AccordingtotheIndianStandardCode,storeydisplacement isdefinedasthedisplacementoftheupperorlowerstorey concerninganotherstoreyduetoseismicforce.Iftheheight oftheflooris3m,thenthemaximumdisplacementshould not be greater than 12mm. The graph of the storey displacementofallmodelsatloadcaseEXisgivenbelow:

Figure 07: StoreyDriftofModelsduetoEX

Themaximumvalueofthestoreydriftisactinginmodel 04 ascomparedtotheotherthreemodels.

5.3. Storey Overturning Moment

AccordingtotheIndianstandardcode1893 part01:2016, the storey overturning moment is defined as the moment generatedateachstoreyofthebuildingduetotheeffectof seismic force. At the top storey, the value of the storey overturningmomentalwayszeros.

Figure 09: MaximumStoreyDisplacementofModelsdue toEX

Fromtheabovegraphofthestoreydisplacement,wefound that maximum displacement occurs in model 04 as comparedtotheotherthreemodels.

6. CONCLUSION

AfteranalysingallthesemodelswiththehelpoftheETABS softwarebyusingTimehistoryanalysis,andIScode1893 part 01:2016,wefoundsomeresultswhicharegivenbelow:

Thevalueofthebaseshearismaximuminmodel 04where thereinforcementprovided inthestonecolumninthe RC framebuildingatthehardsoil,whichisapproximate19% higherthanmodel 03,20%higherthanmodel 02,and35% approximately higher than model 01. The stability of the resistingthelateralforceduetoseismiceffectinthebuilding isinthemodel 04.

Figure 08: StoreyOverturningMomentofModelsdueto EX

Fromtheabovegraphofthestoreyoverturningmoment,the maximumvalueofthestoreyoverturningmomentactingin model 04ascomparedtotheotherthreemodels.

AccordingtotheIndianStandardcode1893part 01:2016, thevalueofthestoreydriftshouldnotexceed0.004h,where “h”relativeheightbetweentwofloors.Inthisresearchwork, taketheheightofeveryflooris3m,sostoreydriftshouldnot exceed12mmrelativebetweentwofloors.Allvalueofthe storeydriftislessthan12mmsowecansaythatallmodels are in the safe condition, but the maximum value of the storeydriftexistsinthemodel 04wherethereinforcement providedinthestonecolumnintheRCframebuildingatthe hardsoil,thatis6.782mm.

AccordingtotheIndianStandardcode1893part 01:2016, thevalueofthemaximumstoreydisplacementshouldnotbe exceedingthanH/250,where“H”isthetotalheightofthe

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building.Inthisresearchwork,takethetotalheightofthe building is 39m, so the maximum storey displacement shouldnotexceed156mmfromthegroundtothetopfloor. Thevalueofthemaximumstoreydisplacementislessthan 156 mm so we can say that all models are in the safe condition, but the maximum value of maximum storey displacement exists in the model 04 where the reinforcementprovidedinthestonecolumnintheRCframe buildingatthehardsoil,thatis64.845mmatthetopfloor.

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