DYNAMIC ANALYSIS OF 3D RC BARE FRAME WITH PREFABRICATED PREFINISHED VOLUMETRIC CONSTRUCTION by IRJET Journal

DYNAMIC ANALYSIS OF 3D RC BARE FRAME WITH PREFABRICATED PREFINISHED VOLUMETRIC CONSTRUCTION

Sowmya K B1 , Chethan K2

1P.G Student, Department of Civil Engineering, U.V.C.E, Bangalore University, Bengaluru 2 Associate Professor, Department of Civil Engineering, U.V.C.E, Bangalore University, Bengaluru.

Abstract - Prefabricated Prefinished Volumetric Construction (PPVC) is a construction method whereby freestanding 3D modules are completed with internal finishes, fixtures andfittings inanoff-site fabrication facility, before it is delivered and installed on-site. The whole idea is to significantly speed up construction in this traditionally manpower-intensive industry. Inthisdissertationwork,a3DRCbareframestructurehaving conventional beam column system and prefabricated prefinishedvolumetricconstructionsystemarecomparedwith G+10, G+20 and G+30 stories by performing FE analysis involvingmodal,equivalentstatic,responsespectrumanalysis. The results of time period, base shear, storey displacements, storey drifts are obtained. All the results are tabulated, discussed and conclusions are drawn.

Key Words: Modal analysis, Equivalent static analysis, Response spectrum analysis, Flexible loop connectors

1.INTRODUCTION

Prefabricatedprefinishedvolumetricconstruction(PPVC)is aninnovativeandcleanerapproachthathasrestructuredthe productionoftheconstructionindustry.Itcanimprovethe workflow continuity, increase the efficiency in the use of resources, minimize construction wastes, and reduce the number of on-site contractors as well as construction durations. While the benefits of PPVC have been widely recognized over the past two decades, the constraints on usingPPVCremainsunexplored.

2. OBJECTIVES

1. 3DRCframewithregularframesystemandPPVC systemareconsideredforseismicloading.

2. PPVCconnectionsaredesignedforseismicloading

3. FE Analysis of the structure is done by Modal, Equivalent Static and Response Spectra Analysis methodsforbothplanandverticalirregularities.

3. METHODOLOGY

1. Detailed literature review is carried out on the PrefabricatedPrefinishedVolumetricConstruction andPlan&Verticalirregularity.

2. The study is based on the analysis of structural models representing multi-storey buildings with regular frame system and PPVC system are presentedanddiscussedindetail.

3. Basically,sixtypesofmodelsG+10,G+20andG+30 withregularframesystemandPPVCsystem.Forall seismiczonesareconsidered,foreachsuchbuilding modelisconsideredwithcriticalsoiltypes.

4. PROBLEM FORMULATION AND ANALYSIS

Adetailedsummaryofthevariousparametersdefiningthe Prefabricated Prefinished Volumetric construction (PPVC) and Regular frame system (RFS) with plan and vertical irregularitiesineachmodelisalsopresented.

The methodology involved in computing some of these parametersisexplainedandimportantfeatureofthecurrent provisions relating to earthquake resisting design of reinforced concrete lateral forces resisting system are presented.

5. PRESENT STUDY

Thepresentstudyadoptsstructural3Dmodelswithdifferent typesofplanirregularity&verticalirregularity.Theseismic responses of these Prefabricated Prefinished Volumetric constructionbuildingmodelshavebeencomparedwiththat oftheRegularframesystembuildingmodel.Thebaseplan sizehasbeenkeptas30mx30m

PROJECT DISCRIPTION

Table1: Structural configuration

Description Data

Typeofstructure Special moment resisting RC frame

GradeofConcrete( ) M30

Grade of Reinforcing Steel( ) Fe500

Numberofstoreys G+10,G+20,G+30

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StoreytostoreyHeight3.0m

BottomstoreyHeight 3.0m

SpanLength 5m

Column Size used for PPVCsystem.

2no’sof300x600(10floors),

2 no’s of 400X800mm(20 & 30floors)

Column Size used for RFsystem

600x600(10floors)

800X800mm(20&30floors)

BeamSizeused

400x600(Allfloors), ThicknessofSlab 150mm

LiveLoad 3kN/m²

FloorFinishLoad 1.5kN/m²

SeismicZone V

Seismic Zone Factor (Z) 0.36

Importance

SoilType Softsoil LoadCombination

(DL+LL)

(DL+LL EQ)

(DL EQ)

1.5EQ

Table2: Building Nomenclature

Nomenclature Description

R10 Regularframesystemof10floors

R20

R30

P10

P20

P30

Regularframesystemof20floors

Regularframesystemof30floors

Prefabricatedprefinished volumetricconstructionsystemof 10floors

Prefabricatedprefinished volumetricconstructionsystemof 20floors

Prefabricatedprefinished volumetricconstructionsystemof 30floors

RPI10

RPI20

RPI30

PPI10

PPI20

PPI30

RVI10

RVI20

RVI30

PVI10

PVI20

PVI30

Regularframesystemof10floors withplanirregularity

Regularframesystemof20floors withplanirregularity

Regularframesystemof30floors withplanirregularity

Prefabricatedprefinished volumetricconstructionsystemof 10floorswithplanirregularity

Prefabricatedprefinished volumetricconstructionsystemof 20floorswithplanirregularity

Prefabricatedprefinished volumetricconstructionsystemof 30floorswithplanirregularity

Regularframesystemof10floors withverticalirregularity

Regularframesystemof20floors withverticalirregularity

Regularframesystemof30floors withverticalirregularity

Prefabricatedprefinished volumetricconstructionsystemof 10floorswithverticalirregularity

Prefabricatedprefinished volumetricconstructionsystemof 20floorswithverticalirregularity

Prefabricatedprefinished volumetricconstructionsystemof 30floorswithverticalirregularity

PlanofBareFrameStructuremodelcreatedinsoftwareas showninfigure1&2below.

Fig 1: Plan of RFS for G+10, G+20, G+30 Storey.

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Fig 2: Plan of PPVC for G+10, G+20, G+30 Storey.

3DviewofBareFramestructuremodelcreatedin softwareasshowninfigure3below.

Fig 3: 3D view of G+10,G+20 and G+30 model

a) Building model with PPVC System

Plan, 3D View of bare frame reinforced concrete structure G+10(P10), G+20(P20) and G+30(P30) with PPVC System createdinsoftwareasshownbelow

b) Building model with RFS System

Plan,3D View of bare frame reinforced concrete structure G+10(R10), G+20(R20) and G+30(30) with RFS System createdinsoftwareasshownbelow.

c) Building model with PPVC System with Plan Irregularity

Plan, 3D View of bare frame reinforced concrete structure G+10(PPI10), G+20(PPI20) and G+30(PPI30) with PPVC SystemwithPlanIrregularitycreatedinsoftwareasshown below.

d) Building model with RFS System with Plan Irregularity

Plan, 3D View of bare frame reinforced concrete structure G+10(RPI10),G+20(RPI20)andG+30(RPI30)withRFSystem withPlanIrregularitycreatedinsoftwareasshowninbelow.

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e) Building model with PPVC System with Vertical Irregularity

Plan, 3D View of bare frame reinforced concrete structure G+10(PVI10), G+20 PVI20), and G+30 (PVI30), with PPVC System with Vertical irregularity is created in software as shownbelow.

f) Building model with RFS System with Vertical Irregularity

Plan, 3D View of bare frame concrete structure G+10 (RVI10),G+20(RVI20)andG+30(RVI30)withRFSSystem withVerticalirregularityiscreatedinsoftwareasshown below

7. DESIGN OF LINK PROPERTIES

Vertical Modules Connection

 Theverticalmodulesconnectioniscrucialforthe structuralbehaviourspeciallyforhighrisebuildings.

 Verticaljointsaretobedesignedforeccentricityor imperfectioninaccordancewiththeBuildingCode Requirement.

Horizontal Modules Connection

 The horizontal modules connection forming the floor diaphragm, are contribute to the overall buildingstiffness.

 The peripheral ties and internal ties shall be providedaspertheBuildingCodeRequirement

PPVC LINK CONNECTIONS

StructuralAnalysisforLinkConnector(ETABS3DAnalysis Software)

 Toanalyzetheconnectionforcesinducedinflexible loopconnector.

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 ToSeebuildingbehaviorandtocheckprovisionof tierequirements.

 Flexibleloopconnectorsaremodelledasnonlinear linkwithtensiononly.

 DesignCapacityoflink connectorunder tension= 18kN

 Design Capacity of link connector under shear = 27kN

Designresistanceofflexibleloopconnectorfor PPVCproject

wall/colu mn thickness

Outof plane shear(k N/BOX) Inplane shear(kN/B OX)

Direct tensile forces(kN/B OX)

>200 mm 6 27 18

8. FEM ANALYSIS

Step by step procedure for all methods of analysis is performed in this project work is explained. Figs 5 shows plan,elevationand3Dviewofregularframestructuralmodel fromETABS.

Fig 5: Plan, Elevation and 3D View of Regular structural model

CROSS SECTIONAL PROPERTIES AND MATERIAL CONSTANTS:

Thecross-sectionalpropertiesofmembersofinfilledframe consideredforthestudyareasfollows.

Compressive strength of concrete 30MPa

Characteristicstrengthof ReinforcingSteel 500MPa

Modulus of elasticity of concrete 2738613MPa

Modulus of elasticity of steel 2.0x108 kN/m2

Densityofconcrete 250kN/m3

Densityofsteel 785kN/m3

Poisson’s Ratio for concrete 02

Poisson’sRatioforsteel 03

Fig 4: Link Properties and Capacity

Table 3: Design resistance of flexible loop connector

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LOADS:

Threetypesofloadsareasfollows:

1.Deadload

2.Liveload

3.Earthquakeload(inX-directionandY-direction)

LINEAR DYNAMIC ANALYSIS:

Seismic Coefficients:

SeismicZoneFactor:Z=0.36

Soiltype:Mediumsoil(Type–II)

ImportanceFactor:I=1(SpecialMomentResistingFrame)

ResponseReductionFactor:R=5

Timeperiod(T) :Programcalculated.

9. RESULTS AND DISCUSSIONS

MODAL ANALYSIS

Thefundamentaltimeperiodforallmodelsisobtainedfrom themodalanalysis,whichcalculatesthetimeperiodonthe basisofmassandstiffnessofthestructure.IS1893(PartI): 2016givestheempiricalformulaforcalculatingthenatural timeperiodwithoutmasonryinfill.i.e,

Ta=0.075h0.75

Wherehisthetotalheightofthebuilding.

ForG+10;Ta=0.075x300.75 =0.96sec

ForG+20;Ta=0.075x600.75 =1.62sec

ForG+30;Ta=0.075x900.75 =2.19sec

Fundamental time period calculated by modal analysis resultsaretabulatedinTable6.1andthegraphshowingtime periodversusmodelsareshowninFig6.1

Table 4: Time period (s)

BUILDING

P30 5.26 RPI30 5.337

Fig 6 Time period

FromTable4andFig6thefollowingobservationsaremade.

1. As per IS 1893:2016 there is no consideration of irregularityinthecode.Timeperiodwillvaryonly withtheheightofstructuresforallthemodels.

2. As the height increases, timeperiod increases as theweightofthestructureincreases.

3. The codal time period does not match with the modalanalysisresultshighlightingthedeficiencyof the code. Time period obtained from dynamic analysisforPPVC&RFSmethodaremorecompared tocodalmethodforalltheloadcases.

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6.2 RESPONSE SPECTRUM ANALYSIS

Responsespectrumanalysisofstructureiscarriedoutforthe

seismic zone V, as per IS 1893-2016, using the response spectrumgenerated.Baseshear,Displacement,Inter-storey drift are obtained for all the models are discussed in this section.

6.2.1 Scale Factor

Scale factor is defined as the ratio of static base shear to dynamicbaseshear,theratiothisobtainedisusedinfurther partofdynamicanalysisandshowninTable5andthegraph showingcorrectedbaseshearversusmodelsareshowninFig 7.

Scalefactor=

7 Corrected dynamic Base shear (kN)

6.2.2 Corrected Dynamic Base Shear (kN)

Scalefactor(RF)= =0.94

Table 5 Scale Factor

Table 6 Corrected Dynamic Base Shear (EQ Loads)

DESIGNEDBUILDING FLOORS CORRECTEDBASESHEAR RSPX/RSPY R10 5547 P10 5718

RPI10 3334

PPI10 3517

RVI10 5209

PVI10 5130

R20 2187

P20 2622

RPI20 1304

PPI20 1554

RVI20 2438

PVI20 2840

R30 1868

P30 1930

RPI30 1114

PPI30 1187

RVI30 1863

PVI30 1932

FromTable5&6andFig6thefollowingobservationsare made.

1) As the height of the building increases there is a decrease in the base shear due to the increase in timeperiod.

Figure

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2) AsthereisadecreaseintheconsideredPlanarea, Base shear of RFS and PPVC System with plan irregularity is less compared with other buildings irrespectiveofnumberoffloorsduetolesserweight.

3) PPVC models have higher baseshear forall floors moreduetothestiffnessofferedbydualcolumns.

6.2.3 Storey Displacement

The results of G+10, G+20 & G+30 buildings are shown in table7,8&9respectively.Theplotofdisplacementversus storeyforRFSandPPVCwithplanandverticalirregularity modelsareshowninFig8,9&10respectively.

Table 7 Storey Displacement (mm) of G+10 with Plan & Vertical irregularity

Figure 8 Storey Displacement for G+10 Building

Table 8 Storey Displacement (mm) of G+20 with Plan & Vertical irregularity

Figure 9 Storey Displacement for G+10 Building

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10 Storey Displacement for G+30 Building

Table 9 Storey Displacement (mm) of G+30 with Plan & Vertical irregularity

From the table 7,8 & 9 and fig 8,9 & 10 the following observationsaremade.

1. Astheheightofthebuildingincreasesthereis anincreaseinthestoreydisplacement. DESIGNED

Figure

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2. Due to vertical irregularity, displacement has increased due to reduction in weight of structure.

3. Due to plan irregularity, displacement varies duetoreductioninthestiffnessofstructure

6.2.3 Storey Drift

Theplotofstoreydriftvs.storeyheightforPPVCandRFS modelsareshowninFig11,12&13respectively.Table10, 11&12showthemaximumdriftformodelsinzoneV.

Table 10 Storey Drift (10-4) of G+10 with Plan & Vertical irregularity.

DESIGNED

Table 11 Storey Drift (10-4) of G+20 with Plan & Vertical irregularity.

12 Storey Drift for G+20 Building

Figure 11 Storey Drift for G+10 Building

Figure

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DESIGNED BUILDING FLOORS

Fromtabletable10,11&12andfig11,12&13following observationsaremade:

1. Duetothesuddendecreaseintheareaat5th floor thereisaincreaseinthestorydrift.

2. Thepresenceofverticalirregularitiesatthe10th, 20th,and30thfloorsresultedinasignificantrise instoreydriftduetoreducedstructuralstiffness.

3. Storeydriftofallmodelsiswithinthepermissible limits i.e 0.004 times the storey height as per IS 1893-2016.

10. CONCLUSIONS

1. ThedesignofPPVCLinkConnectionsisdoneusing softwares.

2. The Torsional irregularity, Re-entrant corner irregularity and soft storey check is done and observedresultsareSAFEasperISCode.

3. As per IS 1893:2016 there is no consideration of irregularityinthecode.Timeperiodwillvaryonly withtheheightofstructuresforallthemodels.

4. Astheheightincreases,timeperiodincreasesasthe weightofthestructureincreases.

5. The codal time period does not match with the modalanalysisresultshighlightingthedeficiencyof the code. Time period obtained from dynamic analysis for PPVC & RFS method are more comparedtocodalmethodforalltheloadcases.

6. As the height of the building increases there is decrease in the base shear due to the increase in timeperiod.

7. AsthereisadecreaseintheconsideredPlanarea, Base shear of RFS and PPVC System with plan irregularity is less compared with other building irrespective of number of floors due to lesser weight.

8. PPVCmodelshavehigherbaseshearforallfloors moreduetothestiffnessofferedbydualcolumns.

9. Astheheightofthebuildingincreasesthereisan increaseinthestoreydisplacement.

Table 12 Storey Drift (10-4) of G+30 with Plan & Vertical irregularity.

Figure 13 Storey Drift for G+30 Building

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10. Due to vertical irregularity, displacement has increasedduetoreductioninweightofstructure. 11. Duetoplanirregularity,displacementvariesdueto reductioninthestiffnessofstructure.

12. Duetothesuddendecreaseintheareaat5th floor thereisaincreaseinthestorydrift.

13. Thepresenceofverticalirregularitiesatthe10th, 20th,and30thfloorsresultsinasignificantrisein storeydriftduetoreducedstructuralstiffness.

14. Storeydriftofallmodelsarewithinthepermissible limits i.e 0.004 times the storey height as per IS 1893-2016.

15. By Looking into my analysis results, PPVC can improve productivity by up to 40% in terms of manpower and time savings, depending on the complexityoftheprojects.

11. REFERENCES

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3. Devesh P. Soni and Bharat B. Mistry, “Qualitative review of seismic response of vertically irregular building frames” ISET Journal of Earthquake Technology, Technical Note, Vol. 43, No. 4, December2006.

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