Abstract In9last three decades earthquake0resistant design of structure0has gained a lot of importance.0As detohCapacitybetweenstructure.pushoverstorymodelsusingperformanceearthquakesoftwareevabuildingsPushoverresponsepushovesafetymethodologywhichthedevelopedEarthquakeoccurrencebecame0morefrequent,researchersnewmethods0ofEarthquakeanalysistoaccessbehaviour0ofstructureunderhorizontalloading.0Oneofisperformancebasedseismicdesign.Itprovidesfor0accessingtheperformanceoccupancy,lifeorCollapsepreventionlevel.Anonlinearstaticranalysiscanbeused0toanalysetheinelasticofstructuretolateralloadordisplacement.analysisdemonstratesprogressivefailureinthetructureandpredictspotential0weakareas.Inpresentstudyathreemodel0ofG+9storysteelframed0isconsiderfor0seismicdesignandperformanceluation.Themodelanalysedand0designedusingthepackage0ETABSbyresponsespectrummethodforzoneV0accordingtoIS018932016.Theisaccessed0byCapacitySpectrumMethodnonlinearpushoveranalysis.The0resultoftheseareanalysedandcomparedintermsofbaseshear,displacement,modeltimeperiod,model0frequencies,curve,spectrumcurve,0performancepointoftheIfoverall0performanceofthestructurehavebeenLifesafetyCollapseprevent,0buildingissafe.0baseddesignprocedure0helpstheengineerstoaveaninsightintothebehaviorofthe0structuresubjecteddesigngroundmotions0andallowsthebuildingstobesigned0forspecificperformance0levels.
2Research Scholar, Asst Professor, Department of Civil Engineering, Sri Siddhartha Institute of Technology,Tumakuru.
Key Words: Infills, Displacement, Base shear, Pushover analysis,Performancepoint.
Structure in concrete has become0very common in0civilengineeringinthe0lastfivedecades.Concrete0has establishedtobeauniversalbuildingmaterialbecauseofits highcompressive0strengthanditsabilitytooffsetitsuseby incorporation of steel reinforcement.0Masonry infills are usedtofill0thegapbetweenthecolumns.0Theframewith infillshaveadditionalstrengthandrigidityascomparedto bareframe.0Soprovidesteelframewithdifferentinfills.
1.1 Methods of Analysis
2. OBJECTIVE
1.INTRODUCTION
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Analysis of Multistory Steel Structure with Different Infills Sanjay H S1 , Pradeep A. R2 ,Dr. Kiran T3 , Dr. N Jayaramappa4 ,
Professor, Department of Civil Engineering, U.V.C.E, Bangalore University, Jnana Bharathi Campus, Bengaluru ***
2. Toanalyzethebehaviorof Bareframe,Bareframe with brick infill, Bare frame with precast panels underseismicloading.
1P.G Student, Department of Civil Engineering, U.V.C.E, Bangalore University, Jnana Bharathi Campus, Bengaluru.
Steelismostusefulmaterialforbuildingconstructionand itsstrengthistentimes0thatofconcrete.Itcanwithstand extreme forces in buildings. The relevant Indian Code of practice,IS800:2007,applicabletothestructuraluseofhot rolledsteel. Infill wall hasa0commonfunction to bear itsown weight. Beamscancarrytheweightoftheinfills.The0interactionof instructuralstructure.ontheinfillswith0thesurroundingframehasamajor0influencethestructural0responseofthecomplete0compositeInfillsare0normallyconsidered0asanonelement0andtheireffectsaregenerally0ignoredpractice.
To provide0engineers with a capability to0design buildingsthathavepredictableandreliableperformancein earthquakes.0Performance based design0procedure are demand and capacity. Demand is0the representation of earthquakeground0motion.Capacityisarepresentation0of thestructure’s0abilitytoresisttheseismic0forces.Thetwo mainmethods to0findtheperformanceofthe structure is thecapacityspectrummethodanddisplacementcoefficient capacitypoint.ThistargetequationconsideredperformancecurveTheresponseandmethod.Inthecapacityspectrum0method,boththecapacitydemandspectruminADRS(accelerationdisplacementspectra)0formatareplottedontoasinglegraph.pointwherethe0capacitycurvemeetsthe0demandistheperformancepointwhichgivestheoverallofthebuildingforthegroundmotion.Inthe0displacementcoefficientmethod,anwithasetofcoefficientsisused0tocalculatethedisplacementforthe0correspondingpushovercurve.targetdisplacementisconsideredastheperformanceDependingonwheretheperformancepointliesinthespectrumcurvebuildin
4
Professor, Department of Civil Engineering, U.V.C.E, Bangalore University, Jnana Bharathi Campus, Bengaluru.
3
g’s0performance level is decided.They areImmediateOccupancylevel,0LifeSafety leveland0CollapsePreventionlevel.Thus,anengineergets an insight into the0performance of the building for a particular0groundmotionandcandecideonwhichsafety levelthestructureisdesigned0forthebuildings.
1. To assess the beam and column section which is suitableforthebuildingbytheETABSsoftware.
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In thisstudy, the steel frame with different infills were analyzed using ETABS software. A plan of commercial undersseismicSteelSteelprototypeobjectivecolumnsstructureofsize(16x16)mischosenforG+9buildingwithallofheight4mandbeamsof4mlength.Aspertheofthestudyaparticularframeistakenfromtheandscaleddownandtestedonthebehaviorofbareframe,Steelbareframewithbrickmasonryinfill&bareframewith0Ferrocementinfillpanelsunderloading.0Pushoveranalysisisperformedtotandthenon0linearbehaviorof0thestructure.
Forthe0analysis,threemodelsofbuildingofG+9story aremade.Inthisstudy,bareframe,framewithbrickinfills, frame with pre cast panels are0taken for analysis. Total heightofthebuildingis40m.Storyheightis4minthisstudy. All columns0are fixed from the base. The models are analyzed as per Indian Standard Code and non linear analysisbyFEMA440ELandASCE41 13NSP. ofthemodel flats0withtopandbottom.
. 3.
After0detailingthedimension0ofthestructuralmodel, inanalysisperformedtodetermine0seismicallyinducedforcesthestructures.Fig1Seismicanalysismethod
by Pushover
Brick Infill (thickness) 230mm Pre cast (thickness)Panels 50mm DeadLoad Automatically0calculated by the program LiveLoad 4kN/m2 for0allthefloors
3.1 Seismic analysis methods
4. STRUCTURAL MODELLING AND ANALYSIS
3. Performance of the structure is carried out Analysis METHODOLOGY
4. MATERIALTablePROPERTIES1:Building0parameter Particular Details Slab(thickness) 150mm Beams ISWB300 SteelSection Column ISMC400SteelSection 12mm
3DView
Thenrunanalysisofstatic0pushoveranalysis. Check the0result obtained from the analysis and compare the result of three models Review the results and display0the static pushover curve and displacementandthesequence0ofhingeformation.
Figure0shownbelowarethePushoverCurveofdifferent building,thedataabout0displacementandbaseshearhave obtained.a)Pushover
6. PROCEDURE OF PUSHOVER ANALYSIS Define0all material and section properties, load patterns,loadcases,0loadcombinations,mass source, andfunctions. Modelthestructure0andassignsupportsandassign allthevaluesoftheabovementioned0properties. pushoverdeThensteeldesignshould0carriedout.0Oncethesteelsignisdone,unlockthemodel.0Definegravityandloadcasesinbothdirectionstothemodel. theHingesAssignthepushover0hingestoselectedframeobjects.maybedefinedmanually0orbyusingoneofseveraldefaultspecifications0whichareavailable.
CurveofBareFrameinX direction b) PushoverCurveofBareFrameinY direction. Maximum Base Shear for both Push X 19396.988KN for displacement 743.91 mm and Push Y 15942.36 KN for displacementof1163.4mm.
7.1 Pushover Curves
c) PushoverCurveofBrickinfillinX direction
International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056 Volume: 09 Issue: 01 | Jan 2022 www.irjet.net p ISSN: 2395 0072 © 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page1263 EarthquakeLoad Asper0IS1893(Part 1):2016 TypeofSoil. TypeII,0Medium FactorImportance 1 ReductionResponseFactor 5
7. ANALYSIS AND RESULTS
d) PushoverCurveofBrickinfillinY direction MaximumbaseshearforbothPush X 2128859KN for displacement 1600 mm and Push Y 2128859kN for displacementof1600mm.
International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056 Volume: 09 Issue: 01 | Jan 2022 www.irjet.net p ISSN: 2395 0072 © 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page1264 e) PushoverCurveofprecastpanelinX direction f) PushoverCurveofprecastpanelinY direction Maximum Base shear for both Push X 58193.5 KN for displacement 115.58 mm and Push Y 57632.2 KN for displacementof115.04mm. 7.2 Response curve a) PerformancePointbyFEMA440ELinX direction (Bareframe) b) PerformancePointbyFEMA440ELinY direction(Bareframe) c) PerformancePointbyFEMA440ELinX direction (Brickinfillframe) d) PerformancePointbyFEMA440ELinY direction (Brickinfillframe)
International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056 Volume: 09 Issue: 01 | Jan 2022 www.irjet.net p ISSN: 2395 0072 © 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page1265 e) PerformancePointbyFEMA440ELinX direction (Precast) f) PerformancePointbyFEMA440ELiny direction (Precast) Table2 PerformancePoint0forallmodelledbuildings
Hinge Result the0followingfiguresshownthatthe0locationofhinges deformation
formedfordifferent0performancelevelsintheirfinalsteps ofanalysisforPush XandPush Ydirection.Ifhingesare in O CP (Operational to Collapse Prevent)0stage, we can0saythatoverallstructureissafe.Thevariousstagesof location0and
In
ofhingesaregiven0below. a)HingestatusatperformancepointX Direction(Bare Frame) b)HingestatusatperformancepointY Direction(Bare Frame) TypeStructure PerformancePoint(kN) Displacement(mm) Along X 0direction Along Y 0direction Along directionX Along directionY BuildingFramedBare 5799.845 4222.45 221.137 306.174 InfillsMasonrywithBuildingFramed 25995.74 26006 19.537 19.58 PanelscastwithBuildingFramedPre 19761.77 21275.39 44.81 42.469
[7] Vogiatzis, T., & Avdelas, A. (2016). Finite element modeling and numerical investigation of the structural behaviour of partially restrained steel frames with reinforced concrete infill walls. InProceedingsof7thInternationalConferenceFrom ScientificComputingtoComputationalEngineering, Athens, Greece(Vol. 1, pp. 189 196). Learning FoundationinMechatronics(LFME),Athens,Greece.
[10] Baran, M., & Sevil, T. (2010). Analytical and experimental studies on infilled RC frames.International Journal of Physical Sciences,5(13),1981 1998. [11] Moghaddam, H. A. (2004). Lateral load behavior of masonry infilled steel frames with repair and retrofit.Journalofstructuralengineering,130(1),56 63. [12] I.S1893,Criteria for earthquakeresistantdesign of structures Part1:Generalprovisionsandbuildings (Fifth Revision), Bureau of Indian Standards, New Delhi,2002. [13] I.S1893,Criteria for earthquakeresistantdesign of structures Part1:Generalprovisionsandbuildings
International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056 Volume: 09 Issue: 01 | Jan 2022 www.irjet.net p ISSN: 2395 0072 © 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified 1266
[8] I.S 1161, Steel Tubes For Structural Purposes Specification (Fifth Revision), Bureau of Indian Standards,NewDelhi,2014. [9] Structures,andsteelLiu,Y.,&Manesh,P.(2013).ConcretemasonryinfilledframessubjectedtocombinedinplanelateralaxialloadingAnexperimentalstudy.Engineering52,331339.
1. 1893itModels0analyzedanddesignedfor0seismiczoneV,satisfiesallthe0requirementsaccordingtoIS2002andIS8002007.
d)HingestatusatperformancepointY Direction(pre cast panel)
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REFERENCES [1] Yeshodhara T S, Pradeep A R, Dr. N Jayaramappa” Analysis of Multistoried Infilled Steel Structure SubjectedtoLateralLoading”InternationalResearch Journal of Engineering and Technology (IRJET) Volume 8,Issue 4,April20211679 1687 [2] Chatra, N. V., & Spandana, B. Comparision of Composite and RCC Beam Girder Carrying Floating ColumnwithRCCFrameStructureUsingETABS.
[3] Elhelloty,A.(2017).EffectofLateralLoadsResisting Systems on Response of Buildings Subjected to DynamicLoads.InternationalJournalofEngineering Inventions,6(10),62 76. [4] Chouhan,M.,&Maru,S.(2017).PushoverAnalysisof Steel Frame Structures with Different Types of BracingSystem.Journal. [5] Malagimani,B.M.,Cholekar,S.B.,&Sonawadekar,H. L.(2017).ComparativeStudyofRCStructureswith Different Types of Infill Walls with Effect of SSI by PushoverAnalysis.InternationalResearchJournalof EngineeringandTechnology,4(06),2545 2550. [6] Engineering,Structures.onSankhla,S.S.,&Bhati,D.(2016).AComparativeStudytheEffectofInfillWallsonRCCFrameJournalofMechanicalandCivil13(6),18.
4. Capacity0based design procedure helps the engineerstohaveaninsight0intothebehavior0of performanceandthe0structuresubjectedto0designgroundmotionsallowsthebuildingsto0bedesignedforspecific0levels.
2. Storydisplacement0forEarthquakealongXandY are more in bare0frame i.e., 44.1 mm and 55.679 Premmrespectively0ascomparedwithBrickinfillsandcastinfills.
8. CONCLUSIONS
3. Pushover analysis0results shows that hinges formed in members0at performance0point are under0“immediateoccupancylevel”.
c)HingestatusatperformancepointX Direction(pre cast panel)
BIOGRAPHIES
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International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056 Volume: 09 Issue: 01 | Jan 2022 www.irjet.net p ISSN: 2395 0072 © 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified 1267 (Fifth Revision), Bureau of Indian Standards, New Delhi,2002. [14] EarthquakeResistantDesignofStructurebyPankaj Agarwal&M.Shrikhande. [15] Earthquake Resistant Design of Structure by ShashikantK.Duggal. [16] FEMA 440EL, Pre standard and comment for the seismicrehabilitationofbuildings,November,2000. [17] Standards,storedDeadEarthquake)I.S875,CodeofPracticeforDesignLoads(OtherThanforBuildingsandStructuresPart1:loadsUnitweightsofbuildingmaterialsandmaterials(SecondRevision),BureauofIndianNewDelhi,1987.
Sanjay H S P.G Student, Department of Civil Engineering, U.V.C.E, Bangalore Bengaluru.University,JnanaBharathiCampus, Pradeep A R Research Scholar, Assistant Professor, Department of Civil Engineering, Sri Siddhartha Institute Of Technology, Tumakuru. Dr. Kiran T Professor, Department of Civil Engineering, U.V.C.E, Bangalore Bengaluru.University,JnanaBharathiCampus, Dr. N Jayaramappa, Professor, Department of Civil Engineering, U.V.C.E, Bangalore Bengaluru.University,JnanaBharathiCampus, to
