《土建外文翻译》外语学习翻译基础知识

ingtheproposedplasticdesignmetynamicanalyseswerecarriedoutoncedureandtheguidelinesstipulatsuchaframebypseudo-dynamicmethingtheproposedplasticdesignmetynamicanalyseswerecarriedoutoncedureandtheguidelinesstipulatsuchaframebypseudo-dynamicmeth基于性能的抗震设计方法和复合屈曲约束支撑框架的性能屈曲约束支撑框架的概念相对较为新颖，近年来它的应用在美国、日本和XX得到增强。然而，对于一般实践的详细设计规那么当前还处于发展阶段。从2002年夏开始，密歇根大学的研究者已经开始和XX地震工程研究中心的队伍展开合作，在设计、分析和应用模拟动力测试方法对这种框架进行全方位测试选定的结构是由混凝土灌注的钢管圆柱、钢梁和复合屈曲约束支撑组成的三层三跨的框架。这种框架是应用密歇根大学最近发展的基于能量的塑性设计程序设计而成的。这种方法利用了选定的目标作业份额（对这个框架在50年中部连接和支撑的钢壳之间设计空隙的更多精确控制的需要，屈曲约束支撑框架是对这种最新成熟设计方法的最好候选者。这篇文章简要介绍了由密歇根大学研究的基于能力原理的设计方法和由XX地震工程研究中心的科研小组为计算框架底部剪力的设计计算结果而采用的基于位移的设计程序模式，并对两种方法对于一次XX地震而设计的框架无弹性响面运动下进行了分析。由密歇根大学设计的框架对XX和美国的地面运动都基本屈曲约束支撑极好的地震反应激励了XX地震工程研究中心的实验计划，也鼓励了密歇根大学的研究者们对分析和设计之间结合的进一步研究。在这个计划中，屈曲约束支撑为2003年10月在XX地震工程研究中心进行模拟动力荷entionedearlier,thebaseshearcaismicevent.UsingaspectralaccelearchworkontheU.S.sidehasbeensstudyonapplicabilityoftheenergentionedearlier,thebaseshearcaismicevent.UsingaspectralaccelearchworkontheU.S.sidehasbeensstudyonapplicabilityoftheenerg图一:（a）圆形建筑的平面布置图（b）测试框架图用在周围材料上。在XX的地震工程研究中心，各种不同配置的屈曲约束支撑在noftheinteriorbeam.VerticalponmeUMFrame1UMFrame2012340200400ssumingabi-linearloaddisplacemVd)0100200300400500600700%Roofnoftheinteriorbeam.VerticalponmeUMFrame1UMFrame2012340200400ssumingabi-linearloaddisplacemVd)0100200300400500600700%Roof图二a）采用的屈曲约束支撑结构（b）屈曲约束支撑的典型荷载位移响应对比。第一个框架由XX的地震工程研究中心的科研小组设计，这个框架的底部XX地震工程研究中心的结果，但他们采用了最近形成的塑性设计方法。第三个基本设计参数由XX地震工程研究中心的科研小组依据2002年起草的XX抗sbyresearchersintheU.S.attheUnonandactsasaxialloadontheinterthemaximumbaseshearwasreached,etworesultingtimehistorieshavesbyresearchersintheU.S.attheUnonandactsasaxialloadontheinterthemaximumbaseshearwasreached,etworesultingtimehistorieshave），秒的SDOF系统中考虑5%的衰减模拟加速度谱线进行的。这些测量因素同样由XX设计方案第一步，将框架理想化为有三个自由度的MDOF体系。三种模式的模型影响overanalysis,thetotalbaseshearnthetwoponents.MaterialPropertingthe5%dampedPseudoSpectralAcbeamswithanaxialloadandatransvoveranalysis,thetotalbaseshearnthetwoponents.MaterialPropertingthe5%dampedPseudoSpectralAcbeamswithanaxialloadandatransvd。硬度K。图三：倒塌预防准那么的理性框架响应dinFigures9athrough9d.MaximumvanFrameUMFrame1UMFrame21212ColucbehavioroftheframedesignedforebasesoftheinteriorcolumnswerevinFigures9athrough9d.MaximumvanFrameUMFrame1UMFrame21212Colucbehavioroftheframedesignedforebasesoftheinteriorcolumnswerevee（2）M和S分别表示总质量和模拟线谱速率。然而，对于非弹性系统，这个公（3）W和T分别表示系统的质量和基本周期，C表示最大的联合底部剪力。根theUMapproachexhibitedsatisfacearlier.Thisyieldbaseshearservachother.However,sincetheyieldlledsteeltube(Figure2a).Thestem4theUMapproachexhibitedsatisfacearlier.Thisyieldbaseshearservachother.However,sincetheyieldlledsteeltube(Figure2a).Thestem4图四a）弹性、非弹性能量的输入（b）周期能量修正因素Vancouver,B.C.,CanadaAugust1-6,2004PaperNo.497PERFORMANCE-BASEDSEISMICDESIGNANDBEHAVIOROFAPOSITEBUCKLINGRESTRAINEDBRACEDFRAMEPrabuddhaDASGUPTA1,SubhashC.GOEL2,GustavoPARRA-MONTESINO,andK.C.TSAISUMMARYsystemandbyusingtheequationgivff第二步，计算框架第一模式的延展性。因为支撑框架承受了80systemandbyusingtheequationgivff第二步，计算框架第一模式的延展性。因为支撑框架承受了80is(Figure9c)paredtowhatwasassuydifferentfloorforcedistributiINTRODUCTIONdeflangesectionswithstrengthscoftheappliedfloorforces.This,hreusedforbeams.DifferentbeamsidedbytheNationalScienceCouncildeflangesectionswithstrengthscoftheappliedfloorforces.This,hreusedforbeams.DifferentbeamsidedbytheNationalScienceCouncilDESCRIPTIONOFTESTFRAMEmoment4@23ft3@23ftBUCKLINGRESTRAINEDBRACEPROPERTIESBRBisPsinθθFigure6:Forcesinbracedfr分别有0.461g和PsinθθFigure6:Forcesinbracedfr分别有0.461g和0.622g的地震加速度。根据框架的设计fullscaleframewasabinationofbreframe.OfthetwoperformancecritBRBswere3@13ftBRBs4@23ftofaBRBDESIGNCONSIDERATIONSiformstorydriftsasthefirsttwofthemtoscaledrealgroundmotionsugslightlyhigherforce.Also,push(c)(d)Figure9:Dynamicresponsepiformstorydriftsasthefirsttwofthemtoscaledrealgroundmotionsugslightlyhigherforce.Also,push(c)(d)Figure9:DynamicresponsepNdiVisminthefirststory,i.e.,thecoluuctilitydemand(11.4)asmentioneniversityofMichigan(UM)bythecoaSeattlesite(UM-US)whensubjectsminthefirststory,i.e.,thecoluuctilitydemand(11.4)asmentioneniversityofMichigan(UM)bythecoaSeattlesite(UM-US)whensubjectmmFΣ1DESIGNBASESHEARTaiwanDesign(MCF=(MCF=in2)offramesforTaiwansiteTaiwaassumedtobefixed,thesecolumnsaingthe5%dampedPseudoSpectralAcexteriorbeams.Thedesignofthefrin2)offramesforTaiwansiteTaiwaassumedtobefixed,thesecolumnsaingthe5%dampedPseudoSpectralAcexteriorbeams.ThedesignofthefrKUMDesignforceontheexteriorbeamsistranslosesttotherequiredstrengthsweembercross-sectionareas(in2)ofdbrace-to-columnconnectionsmadforceontheexteriorbeamsistranslosesttotherequiredstrengthsweembercross-sectionareas(in2)ofdbrace-to-columnconnectionsmad0122121接头作为瞬间连接。所有柱子都由混凝土灌注钢管组成。内外侧柱子odalstorydrifts,werethenputed.%的地震作用，所以有效系统的屈曲位移根据支撑点的屈曲位移计算接头作为瞬间连接。所有柱子都由混凝土灌注钢管组成。内外侧柱子odalstorydrifts,werethenputed.%的地震作用，所以有效系统的屈曲位移根据支撑点的屈曲位移计算%sharingoftotalbaseshearbetweeCmeTEWgMomentframe0d1s=2s=6alysisforallthreeframes.Thismaasconsideredfortheexpectedyieles.Theseismicweightsappliedonesimpleenergy-basedproceduredevalysisforallthreeframes.Thismaasconsideredfortheexpectedyieles.Theseismicweightsappliedonesimpleenergy-basedproceduredevs=5s=4s=3UMPLASTICDESIGNMETHODOLOGYDesignofMomentFrameeonEarthquakeEngineering,Earth780.611301949Olympia6.534.84.3forcesobtainedareasfollows:1stgthismodificationfactorandconvyeonEarthquakeEngineering,Earth780.611301949Olympia6.534.84.3forcesobtainedareasfollows:1stgthismodificationfactorandconvyCWyeumayeuma2E1MSCWeEEEpγ目标位移中，如图四a中所示。通过采用这个修正因子，并将S目标位移中，如图四a中所示。通过采用这个修正因子，并将S转化)0100200300400500600700UM1TaiwTaiwanFrameUMFrame1UMFrame2(a)ofthebaseshear.Thisratiowasmai~~~~~~hryframewasestimatedas0.37sec.Uure4a).Thus,amodificationfactoDriftBaseShear(kips)%RoofDriftre1a,whileaviewofthetestframeiryframewasestimatedas0.37sec.Uure4a).Thus,amodificationfactoDriftBaseShear(kips)%RoofDriftre1a,whileaviewofthetestframeiMCMCMCMCMCMbbbhMCMbbdDesignofBracedFrameia,2000.6.AISC.“ManualofSteelCforcesobtainedareasfollows:1standwasequalto340kips,whichissifollowingamulti-modaldisplacemia,2000.6.AISC.“ManualofSteelCforcesobtainedareasfollows:1standwasequalto340kips,whichissifollowingamulti-modaldisplacemθforceontheexteriorbeamsistransRA-MONTESINO,andK.C.TSAISUMMARAINEDBRACEDFRAMEPrabuddhaDASGUeresearchteamattheUniversityofforceontheexteriorbeamsistransRA-MONTESINO,andK.C.TSAISUMMARAINEDBRACEDFRAMEPrabuddhaDASGUeresearchteamattheUniversityofBracesθθPθPARISONOFUMFRAMESWITHTAIWANFRAMEwasmuchTaiwanFrameUMFrame1UMFrame212teriorandexteriorcolumns,whileprototypebuildingisshowninFiguframe.2.1Pcosθ0.1PsinθPsinθ1.1esignCode.Designofthatframewasteriorandexteriorcolumns,whileprototypebuildingisshowninFiguframe.2.1Pcosθ0.1PsinθPsinθ1.1esignCode.DesignofthatframewasBeams12Columns312Columns3123FRAMEDESIGNEDFORU.S.EARTHQUAKESPUSH-OVERANALYSISilekeepingthesamesizeinalltheblledsteeltube(Figure2a).ThesteanInstituteofSteelConstructionsobserved.UMFrame2wasdesignedfilekeepingthesamesizeinalltheblledsteeltube(Figure2a).ThesteanInstituteofSteelConstructionsobserved.UMFrame2wasdesignedfDYNAMICANALYSIS2%ectively.AsobservedintheprevioBEHAVIOROFAPOSITEBUCKLINGRESTRheeffectivetargetdisplacementestrengthgreaterthantherequiredectively.AsobservedintheprevioBEHAVIOROFAPOSITEBUCKLINGRESTRheeffectivetargetdisplacementestrengthgreaterthantherequiredPGADISCUSSIONOFRESULTSPushOverAnalysisevels.Thevalueofwasobtainedfroglected.PARISONOFUMFRAMESWITHTdFloor:714kips,and3rdFloor:564pared.Thesameframewasalsodesigevels.Thevalueofwasobtainedfroglected.PARISONOFUMFRAMESWITHTdFloor:714kips,and3rdFloor:564pared.ThesameframewasalsodesigUMFrame2111222436898107511122243678899750600800Max.storyshear(kips)Stor分离的机构来抵抗地震荷载。最基本的抵抗力由框架中主要跨（图一hebracedframecarriedmostofthelroofdriftwiththelateralloadsbe600800Max.storyshear(kips)Stor分离的机构来抵抗地震荷载。最基本的抵抗力由框架中主要跨（图一hebracedframecarriedmostofthelroofdriftwiththelateralloadsbeUM102003004005007001112224345667789DynamicAnalysisinthebeam.Thus,theinteriorbeamLeelataviwatS,GoelSC,Stojadinoframeatyieldwasassumedas2%,carsreducedtotheyieldbaseshearbyainthebeam.Thus,theinteriorbeamLeelataviwatS,GoelSC,Stojadinoframeatyieldwasassumedas2%,carsreducedtotheyieldbaseshearbya01234UMFrame1UMFrame201234底部剪力XX设计方案这一部分将简单介绍XX底部剪力XX设计方案这一部分将简单介绍XX地震工程研究中心对ramewasdesignedbytheteamatUnivsumedtobe10%higherthanthatofthryframewasestimatedas0.37sec.UUMFrame1UMFrame201234UMFrame1UMFrame201234UMFrame1UMFrame201234heeffectivesystemwasputedbased用在框架上的地震作用,如图四heeffectivesystemwasputedbased用在框架上的地震作用,如图四a所示的位移。为这个目的，假定了elopment.Sincethesummerof2002,的研究者们对分析和设计之间结合的进一步研究。在这个计划中，屈012340123401234donebyelasticmethod.Thesecon