土木工程专业钢筋混凝土结构抗震性能外文翻译文献.docx
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土木工程专业钢筋混凝土结构抗震性能外文翻译文献.docx
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土木工程专业钢筋混凝土结构抗震性能外文翻译文献
文献信息:
文献标题:
SeismicPerformanceofReinforcedConcreteBuildingswithMasonryInfill(砌体填充钢筋混凝土建筑的抗震性能研究)
文献作者:
GirmaZewdieTsige,AdilZekaria
文献出处:
《AmericanJournalofCivilEngineering》,2018,6
(1):
24-33
字数统计:
英文3088单词,16137字符;中文4799汉字
外文文献:
SeismicPerformanceofReinforcedConcreteBuildingswithMasonryInfill
AbstractUnreinforcedmasonryInfillsmodifythebehaviorofframedstructuresunderlateralloads;however,inpractice,theinfillstiffnessiscommonlyignoredinframeanalysis,resultinginanunder-estimationofstiffnessandnaturalfrequency.ThestructuraleffectofhollowconcreteblockinfillisgenerallynotconsideredinthedesignofcolumnsaswellasotherstructuralcomponentsofRCframestructures.Thehollowconcreteblockwallshavesignificantin-planestiffnesscontributingtothestiffnessoftheframeagainstlateralload.Thescopeofpresentworkwastostudyseismicperformanceofreinforcedconcretebuildingswithmasonryinfillinmediumrisebuilding.Theofficemediumrisebuildingisanalyzedforearthquakeforcebyconsideringthreetypeofstructuralsystem.i.e.BareFramesystem,partially-infilledandfully-Infilledframesystem.Effectivenessofmasonrywallhasbeenstudiedwiththehelpoffivedifferentmodels.Infillsweremodeledusingtheequivalentstrutapproach.NonlinearstaticanalysesforlateralloadswereperformedbyusingstandardpackageETABS,2015software.Thecomparisonofthesemodelsfordifferentearthquakeresponseparameterslikebaseshearvsroofdisplacement,Storydisplacement,Storyshearandmemberforcesarecarriedout.Itisobservedthattheseismicdemandinthebareframeissignificantlylargewheninfillstiffnessisnotconsidered,withlargerdisplacements.Thiseffect,however,isnotfoundtobesignificantintheinfilledframesystems.Theresultsaredescribedindetailinthispaper.
Keywords:
BareFrame,InfilledFrame,EquivalentDiagonalStrut,Infill,PlasticHinge
1.Introduction
Infillhavebeengenerallyconsideredasnon-structuralelements,althoughtherearecodessuchastheEurocode-8thatincluderatherdetailedproceduresfordesigninginfilledR/Cframes,presenceofinfillhasbeenignoredinmostofthecurrentseismiccodesexcepttheirweight.However,eventhoughtheyareconsiderednon-structuralelementsthepresenceofinfillinthereinforcedconcreteframescansubstantiallychangetheseismicresponseofbuildingsincertaincasesproducingundesirableeffects(tensionaleffects,dangerouscollapsemechanisms,softstory,variationsinthevibrationperiod,etc.)orfavorableeffectsofincreasingtheseismicresistancecapacityofthebuilding.
Thepresentpracticeofstructuralanalysisisalsototreatthemasonryinfillasnon-structuralelementandtheanalysisaswellasdesigniscarriedoutbyonlyusingthemassbutneglectingthestrengthandstiffnesscontributionofinfill.Therefore,theentirelateralloadisassumedtoberesistedbytheframeonly.
Contrarytocommonpractice,thepresenceofmasonryinfillinfluencetheover-allbehaviorofstructureswhensubjectedtolateralforces.Whenmasonryinfillareconsideredtointeractwiththeirsurroundingframes,thelateralstiffnessandthelateralloadcapacityofthestructurelargelyincrease.
Therecentadventofstructuraldesignforaparticularlevelofearthquakeperformance,suchasimmediatepost-earthquakeoccupancy,(termedperformancebasedearthquakeengineering),hasresultedinguidelinessuchasATC-40(1996)FEMA-273(1996)andFEMA-356(2000)andstandardssuchasASCE-41(2006),amongothers.Thedifferenttypesofanalysesdescribedinthesedocuments,pushoveranalysiscomesforwardbecauseofitsoptimalaccuracy,efficiencyandeaseofuse.
Theinfillmaybeintegralornon-integraldependingontheconnectivityoftheinfilltotheframe.Inthecaseofbuildingsunderconsideration,integralconnectionisassumed.Thecompositebehaviorofaninfilledframeimpartslateralstiffnessandstrengthtothebuilding.ThetypicalbehaviorofaninfilledframesubjectedtolateralloadisillustratedinFigures1(a)and(b).
Figure1.Behaviorofinfilledframes(Govindan,1986).
InthispresentpaperfivemodelsofofficebuildingwithdifferentconfigurationofmasonryinfillaregeneratedwiththehelpofETABS2015andeffectivenesshasbeenchecked.Pushoveranalysisisadoptedfortheevaluationoftheseismicresponseoftheframes.EachframeissubjectedtopushoverloadingcasealongnegativeX-direction.
2.BuildingDescription
Multi-storeyrigidjointedframemixedusebuildingG+9(Figure2),wasselectedintheseismiczone(ZoneIV)ofEthiopiaanddesignedbasedontheEthiopianBuildingCodeStandardESEN:
2015andEuropeanCode-2005.ETABS2015wasusedfortheanalysisanddesignofthebuildingbymodelingasa3-Dspaceframesystem.
Figure2.Typicalbuildingplan.
SeismicperformanceispredictedbyusingperformancebasedanalysisofsimulationmodelsofbareandinfillednonductileRCframebuildingswithdifferentarrangementofmasonrywall.Thestructurewillbeassumedtobenew,withnoexistinginfilldamage.
BuildingData:
1.Typeofstructure=Multi-storeyrigidjointedframe
2.Layout=asshowninfigure2
3.Zone=Iv
4.ImportanceFactor=1
5.SoilCondition=hard
6.Numberofstories=Ten(G+9)
7.HeightofBuilding=30m
8.Floortofloorheight=3m
9.Externalwallthickness=20cm
10.Internalwallthickness=15cm
11.Depthofthefloorslab=15cm
12.depthofroofslab=12cm
13.Sizeofallcolumns=70×70cm
14.Sizeofallbeams=70×40cm
15.Dooropeningsize=100×200cm
16.Windowopeningsize=200×120cm
3.StructuralModelingandAnalysis
Tounderstandtheeffectofmasonrywallinreinforcedconcreteframe,withatotaloffivemodelsaredevelopedandpushoveranalysishasbeenmadeinstandardcomputerprogramETABS2015.InthisparticularstudypushoverloadingcasealongnegativeX-axisisconsideredtostudyseismicperformanceofallmodels.Sincetheoutofplaneeffectisnotstudiedinthispaper,onlytheequivalentstrutalongX-axisareconsideredtostudytheinplaneeffectandmasonrywallsalongY-axisarenotconsideredinallmodels.Fromthisdifferentcondition,allmodelsareidentifiedbytheirnameswhicharegivenbelow.
3.1.DifferentArrangementoftheBuildingModels
Tounderstandtheeffectofmasonrywallinreinforcedconcreteframe,withatotaloffivemodelsaredevelopedandpushoveranalysishasbeenmadeinstandardcomputerprogramETABS2015.InthisparticularstudypushoverloadingcasealongnegativeX-axisisconsideredtostudyseismicperformanceofallmodels.
Model1:
-Barereinforcedconcreteframe:
masonryinfillwallsareremovedfromthebuildingalongallstories
Model2:
-Reinforcedconcreteframewith75%ofmasonrywallremovedfromfullyinfilledframe
Figure3.PlanViewModel2.
Model3:
-Reinforcedconcreteframewithhalfofofmasonrywallremovedfromfullyinfilledframe
Figure4.PlanViewofModel3.
Model4:
-Reinforcedconcreteframewith25%ofmasonrywallremovedfromfullyinfilledframe
Figure5.PlanviewofModel4.
Model5:
-Fullyinfilledreinforcedconcreteframe(Baseframe)
Figure6.PlanviewofModel5.
3.2.ModelingofMasonryInfill
Inthecaseofaninfillwalllocatedinalateralloadresistingframethestiffnessandstrengthcontributionoftheinfillareconsideredbymodellingtheinfillasanequivalentcompressionstrut(Smith).
Becauseofitssimplicity,severalinvestigatorshaverecommendedtheequivalentstrutconcept.Inthepresentanalysis,atrussedframemodelisconsidered.Thistypeofmodeldoesnotneglectthebendingmomentinbeamsandcolumns.Rigidjointsconnectthebeamsandcolumns,butpinjointsatthebeam-to-columnJunctionsconnecttheequivalentstruts.
Infillparameters(effectivewidth,elasticmodulusandstrength)arecalculatedusingthemethodrecommendedbySmith.ThelengthofthestrutisgivenbythediagonaldistanceDofthepanel(Figure7)anditsthicknessisgivenbythethicknessoftheinfillwall.Theestimationofwidthwofthestrutisgivenbelow.TheinitialelasticmodulusofthestrutEiisequatedtoEmtheelasticmodulusofmasonry.AsperUBC(1997),Emisgivenas750fm,wherefmisthecompressivestressofmasonryinMPa.Theeffectivewidthwasfoundtodependontherelativestiffnessoftheinfilltotheframe,themagnitudeofthediagonalloadandtheaspectratiooftheinfilledpanel.
Figure7.Strutgeometry(GhassanAl-Chaar).
Theequivalentstrutwidth,a,dependsontherelativeflexuralstiffnessoftheinfilltothatofthecolumnsoftheconfiningframe.Therelativeinfilltoframestiffnessshallbeevaluatedusingequation1(Stafford-SmithandCarter1969):
Usingthisexpression,Mainstone(1971)considerstherelativeinfilltoframeflexibilityintheevaluationoftheequivalentstrutwidthofthepanelasshowninequation2.
Where:
λ1=Relatireinfilltoframestiffnessgarameter
α=Equivalentwidthofinfillstrut,cm
Em=modulusofelasticityofmasonryinfill,MPa
Ec=modulusofelasticityofconfiningframe,MPa
Icolumn=momentofinertiaofmasonryinfill,cm4
t=Grossthicknessoftheinfill,cm
h=heightoftheinfillpanel,cm
θ=Angleoftheconcentricequivalentstrut,radians
D=Diagonallengthofinfill,cm
H=Heightoftheconfiningframe,cm
3.3.EccentricityofEquivalentStrut
TheequivalentmasonrystrutistobeconnectedtotheframemembersasdepictedinFigure8.Theinfillforcesareassumedtobemainlyresistedbythecolumns,andthestrutsareplacedaccordingly.Thestrutshouldbepin-connectedtothecolumnatadistancelcolumnfromthefaceoftheb
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- 关 键 词:
- 土木工程 专业 钢筋混凝土 结构 抗震 性能 外文 翻译 文献