附錄文獻翻譯辦公樓

附錄：文獻翻譯EVALUATIONOFLATERALLOADPATTERNINPUSHOVERANALYSISArmaganKORKMAZ1,AliSARI21VisitorResearcher,DepartmentofCivilEngineering,UniversityofTexasatAustin,Austin,TX78712,PH:512-232-9216;armagan@2Ph.D.Student,DepartmentofCivilEngineering,UniversityofTexasatAustin,Austin,TX78712,PH:512-232-9216;ali_sari@DESCRIPTIONOFTHEFRAMESTRUCTURES3,5,8and15-storyR\Cframestructureswithtypicalcross-sectionsandsteelreinforcementsareshowninFigure1.ThereinforcedconcreteframestructureshavebeendesignedaccordingtotherulesoftheTurkishCode.Thestructureshavebeenconsideredasanimportantclass1withsubsoiltypeofZ1andinseismicregion1.Thedead,liveandseismicloadshavebeentakenaccountduringdesign.Allreinforcedconcreteframestructuresconsistthree-bayframe,spacedat800cm.Thestoryheightis300cm.Thecolumnsareassumedasfixedontheground.Yieldstrengthofthesteelreinforcementsis22kN/cm2andcompressivestrengthofconcreteis1.6kN/cm2.Thefirstnaturalperiodofthe3-storyframestructureiscomputed0.54s.Thecross-sectionofallbeamsinthisframeisrectangular-shapeswith25cmwidthand50cmheight.Thecross-sectionofallcolumnsis30cmx30cm.Thefirstnaturalperiodof5-storyframestructureis0.72sandthecross-sectionofbeamsis25cmwidthand50cmheightsimilarto3-storyframe.Cross-sectionofcolumnsatthefirstthreestoriesis40cmx40cmandatthelasttwostories,itis30cmx30cm.Theeight-storyand15-storyframestructureshavenaturalperiodof0.90sand1.20s.Thecrosssectionofbeamsforbothframestructuresis25cmx55cm.The8-storyframestructurehas50cmx50cmcolumnsforthefirstfivestoriesand40cmx40cmforthelastthreestories.Thecrosssectionofcolumnsforfirsteightstoriesinthe15-storyframestructuresis80cmx80cmandatthelastsevenstories,itis60cmx60cm.NONLINEARSTATICPUSHOVERANALYSISOFFRAMESTRUCTURESForlowperformancelevels,toestimatethedemands,itisrequiredtoconsiderinelasticbehaviorofthestructure.Pushoveranalysisisusedtoidentifytheseismichazards,selectionoftheperformancelevelsanddesignperformanceobjectives.InPushoveranalysis,applyinglateralloadsinpatternsthatrepresentapproximatelytherelativeinertialforcesgeneratedateachfloorlevelandpushingthestructureunderlateralloadstodisplacementsthatarelargerthanthemaximumdisplacementsexpectedindesignearthquakes(Li,Y.R.,1996).Thepushoveranalysisprovidesashearvs.displacementrelationshipandindicatestheinelasticlimitaswellaslateralloadcapacityofthestructure.Thechangesinslopeofthiscurvegiveanindicationofyieldingofvariousstructuralelements.Themainaimofthepushoveranalysisistodeterminememberforcesandglobalandlocaldeformationcapacityofastructure.Theinformationcanbeusedtoassesstheintegrityofthestructure.Afterdesigninganddetailingthereinforcedconcreteframestructures,anonlinearpushoveranalysisiscarriedoutforevaluatingthestructuralseismicresponse.ForthispurposethecomputerprogramDrain2Dhasbeenused.Threesimplifiedloadingpatterns;triangular,(IBC,k=1),(IBC,k=2)andrectangular,wherekisanexponentrelatedtothestructureperiodtodefineverticaldistributionfactor,areusedinthenonlinearstaticpushoveranalysisof3,5,8and15-storyR\Cframestructures.Loadcriteriaarebasedonthedistributionofinertialforcesofdesignparameters.Thesimplifiedloadingpatternsasuniformdistribution,triangulardistributionandIBCdistribution,theseloadingpatternsarethemostcommonloadingparameters.VerticalDistributionofSeismicForces:（1）（2）where:Cvx =VerticaldistributionfactorV=Totaldesignlateralforceorshearatthebaseofstructurewiandwx=Theportionofthetotalgravityloadofthestructurehiandhx=Theheightfromthebasek=AnexponentrelatedtothestructureperiodInadditiontheselateralloadings,framesaresubjectedliveloadsanddeadweights.P-△effectshavebeentakenintotheaccountduringthepushoveranalyses.Thelateralforceisincreasedfor3,5and8-storyframesuntiltheroofdisplacementreached50cmand100cmfor15-storyframe.Beamandcolumnelementsareusedtoanalyzetheframes.Thebeamsareassumedtoberigidinthehorizontalplane.Inelasticeffectsareassignedtoplastichingesatmemberends.Strain-hardeningisneglectedinallelements.Bilinearmoment-rotationrelationshipisassumedforbothbeamandcolumnmembers.Axialload-Moment,P-M,interactionrelation,suggestedbyACI318-89,isusedasyieldingsurfaceofcolumnelements.Inertialmomentofcrackedsection,Icr,isusedforbothcolumnandbeammembersduringanalyses.Icriscomputedashalfofthegrossmomentofinertia,Ig.TheresultsofthepushoveranalysesarepresentedinFigures2to5.Thepushovercurvesareshownforthreedistributions,andforeachframestructures.Thecurvesrepresentbaseshear-weightratioversusstoryleveldisplacementsforuniform,triangularandIBCloaddistribution.ShearVwascalculatedbysummingallappliedlateralloadsabovethegroundlevel,andtheweightofthebuildingWisthesummationoftheweightsofallfloors.Besidethese,thesecurvesrepresentthelostoflateralloadresistingcapacityandshearfailuresofacolumnatthedisplacementlevel.Thechangesinslopeofthesecurvesgiveanindicationofyieldingofvariousstructuralelements,firstyieldingofbeam,firstyieldingofcolumnandshearfailureinthemembers.Bytheincreaseintheheightoftheframestructures,firstyieldingandshearfailureofthecolumnsisexperiencedatalargerroofdisplacementsandrectangulardistributionalwaysgivethehigherbaseshear-weightratiocomparingtootherloaddistributionsforthecorrespondingstorydisplacement(horizontaldisplacement).REFERENCES1.ATC-40(1996),“SeisicevaluationandRetrofitofConcreteBuildings”,Vol.1,AppliedTechnologyCouncil,RedwoodCity,CA.2.FEMA273(1997).“NEHRPGuidelinesfortheSeisicRehabilitationofBuildings,FederalEergencyManageentAgency”,ashingtonD.C.3.IBC(2000)“InternationalBuildingCode”.4.Prakash,V.,Powell,G.,Capbell,S.(1993),DRAIN2DUserGuideV1.10,UniversityofCaliforniaatBerkeley,CA.5.Li,Y.R.(1996),“Non-LinearTieHistoryAndPushoverAnalysesforSeisicDesignandEvaluation”PhDThesis,UniversityofTexas,Austin,TX.6.Vision2000Coittee(1995).StructuralEngineeringAssociationofCalifornia,CA.靜力彈塑性分析法在側向荷載分布方式下的評估研究AraganKORKMAZ1,AliSARI21訪問學者,土木工程學院,得克薩斯大學,奧斯汀,TX78712,PH:512-232-9216;armagan@2博士,土木工程學院,得克薩斯大學,奧斯汀,TX78712,PH:512-232-9216;ali_sari@框架結構的描述有著典型截面和鋼筋的3、5、8和15層的鋼筋混凝土框架結構見圖1，這些鋼筋混凝土結構是按Turkish規(guī)范設計?？紤]結構所處環(huán)境為土質類型Z1、地震1區(qū)，設計為等級為1級，其中恒載、活載以及地震荷載在設計中已經被考慮。所有這些鋼筋混凝土框架結構都有3跨，長8m，層高3m。柱子假定與地基固結，鋼筋的屈服強度為22kN/cm2，混凝土的抗壓強度為1.6kN/cm2.3層框架結構的第一周期經計算為0.54s，結構中所有的框架梁截面為矩形，寬25cm、高25cm，框架柱截面尺寸為30cmx30cm。5層框架結構的第一周期經計算為0.72s，框架梁截面為矩形，寬25cm、高50cm，框架柱截面尺寸前三層為40cmx40cm，后兩層為30cmx30cm。8層和15層的框架結構的周期分別為0.90s和1.20s，兩者的框架梁截面為矩形，寬25cm、高55cm。8層結構框架柱截面尺寸前五層為50cmx50cm，后三層為40cmx40cm，而15層結構框架柱截面尺寸前八層為80cmx80cm，后七層為60cmx60cm?？蚣芙Y構的靜力彈塑性分析法對于低等級的性能，為了估計其需求，就需要考慮結構的非彈性行為。靜力彈塑性分析法可以用來識別地震的危險，并選擇性能等級以此來設計性能目標。在靜力彈塑性分析法中，以側向荷載近似代表由層間產生的相關慣性力并使結構在這個側向荷載作用下產生的位移大于地震設計中預期的位移(Li,Y.R.,1996)。這種分析方法提供了剪力與位移的置換關系并指出非彈性的界限和結構側面負荷能力，而曲線斜率方面的改變表明了各有限元的屈服強度。靜力彈塑性分析法的主要目的是決定結構的荷載數(shù)量和變形能力。這些信息都能夠用于評價結構的整體性。在詳細設計了鋼筋混凝土框架結構后，就用靜力彈塑性分析法評估結構的地震反應，為此電腦程序Drain2D會被用到。有以下三種簡化荷載形式：三角形IBC（k=1），IBC（k=2）和矩形，其中k是與結構周期相關的系數(shù)，用來定義荷載豎向因素。它們也會用于3、5、8和15層的鋼筋混凝土框架結構的靜力彈塑性分析。荷載標準的確定時基于設計參數(shù)中的慣性力的分布。簡化的荷載布置方式如均布分布、三角形分布、IBC分布是最常見的荷載參數(shù)。地震力的豎向分布：（1）（2）式中：Cvx為豎向分布參數(shù)V為總側向力設計值，或結構底部剪力wi和wx為部分結構自重hi和hx為結構高度（至基地算起）k為與結構周期相關的參數(shù)除這些側向荷載外，結構還承受恒載和活載。P-△作用在靜力彈塑性分析中同樣被考慮。側向荷載一直會增加，直到3、5和8層的框架結構樓頂位移達到50cm，15層的框架結構樓頂位移達到100cm。梁柱單元用于結構分析，假定梁在水平方向是剛性的，考慮非彈性影響單元是鉸接的，而應變強化被忽略。雙線性彎矩—轉角關系假定用于所用梁柱單元，由ACI318-89建議的軸壓荷載—彎矩關系、P—M、交互關系被用于柱單元屈服表面。薄弱破碎區(qū)段的慣性矩Icr，在分析的時