《土建外文翻譯》外語(yǔ)學(xué)習(xí)翻譯基礎(chǔ)知識(shí)

ingtheproposedplasticdesignmetynamicanalyseswerecarriedoutoncedureandtheguidelinesstipulatsuchaframebypseudo-dynamicmethingtheproposedplasticdesignmetynamicanalyseswerecarriedoutoncedureandtheguidelinesstipulatsuchaframebypseudo-dynamicmeth基于性能的抗震設(shè)計(jì)方法和復(fù)合屈曲約束支撐框架的性能屈曲約束支撐框架的概念相對(duì)較為新穎，近年來(lái)它的應(yīng)用在美國(guó)、日本和XX得到增強(qiáng)。然而，對(duì)于一般實(shí)踐的詳細(xì)設(shè)計(jì)規(guī)那么當(dāng)前還處于發(fā)展階段。從2002年夏開始，密歇根大學(xué)的研究者已經(jīng)開始和XX地震工程研究中心的隊(duì)伍展開合作，在設(shè)計(jì)、分析和應(yīng)用模擬動(dòng)力測(cè)試方法對(duì)這種框架進(jìn)行全方位測(cè)試選定的結(jié)構(gòu)是由混凝土灌注的鋼管圓柱、鋼梁和復(fù)合屈曲約束支撐組成的三層三跨的框架。這種框架是應(yīng)用密歇根大學(xué)最近發(fā)展的基于能量的塑性設(shè)計(jì)程序設(shè)計(jì)而成的。這種方法利用了選定的目標(biāo)作業(yè)份額（對(duì)這個(gè)框架在50年中部連接和支撐的鋼殼之間設(shè)計(jì)空隙的更多精確控制的需要，屈曲約束支撐框架是對(duì)這種最新成熟設(shè)計(jì)方法的最好候選者。這篇文章簡(jiǎn)要介紹了由密歇根大學(xué)研究的基于能力原理的設(shè)計(jì)方法和由XX地震工程研究中心的科研小組為計(jì)算框架底部剪力的設(shè)計(jì)計(jì)算結(jié)果而采用的基于位移的設(shè)計(jì)程序模式，并對(duì)兩種方法對(duì)于一次XX地震而設(shè)計(jì)的框架無(wú)彈性響面運(yùn)動(dòng)下進(jìn)行了分析。由密歇根大學(xué)設(shè)計(jì)的框架對(duì)XX和美國(guó)的地面運(yùn)動(dòng)都基本屈曲約束支撐極好的地震反應(yīng)激勵(lì)了XX地震工程研究中心的實(shí)驗(yàn)計(jì)劃，也鼓勵(lì)了密歇根大學(xué)的研究者們對(duì)分析和設(shè)計(jì)之間結(jié)合的進(jìn)一步研究。在這個(gè)計(jì)劃中，屈曲約束支撐為2003年10月在XX地震工程研究中心進(jìn)行模擬動(dòng)力荷entionedearlier,thebaseshearcaismicevent.UsingaspectralaccelearchworkontheU.S.sidehasbeensstudyonapplicabilityoftheenergentionedearlier,thebaseshearcaismicevent.UsingaspectralaccelearchworkontheU.S.sidehasbeensstudyonapplicabilityoftheenerg圖一:（a）圓形建筑的平面布置圖（b）測(cè)試框架圖用在周圍材料上。在XX的地震工程研究中心，各種不同配置的屈曲約束支撐在noftheinteriorbeam.VerticalponmeUMFrame1UMFrame2012340200400ssumingabi-linearloaddisplacemVd)0100200300400500600700%Roofnoftheinteriorbeam.VerticalponmeUMFrame1UMFrame2012340200400ssumingabi-linearloaddisplacemVd)0100200300400500600700%Roof圖二a）采用的屈曲約束支撐結(jié)構(gòu)（b）屈曲約束支撐的典型荷載位移響應(yīng)對(duì)比。第一個(gè)框架由XX的地震工程研究中心的科研小組設(shè)計(jì)，這個(gè)框架的底部XX地震工程研究中心的結(jié)果，但他們采用了最近形成的塑性設(shè)計(jì)方法。第三個(gè)基本設(shè)計(jì)參數(shù)由XX地震工程研究中心的科研小組依據(jù)2002年起草的XX抗sbyresearchersintheU.S.attheUnonandactsasaxialloadontheinterthemaximumbaseshearwasreached,etworesultingtimehistorieshavesbyresearchersintheU.S.attheUnonandactsasaxialloadontheinterthemaximumbaseshearwasreached,etworesultingtimehistorieshave），秒的SDOF系統(tǒng)中考慮5%的衰減模擬加速度譜線進(jìn)行的。這些測(cè)量因素同樣由XX設(shè)計(jì)方案第一步，將框架理想化為有三個(gè)自由度的MDOF體系。三種模式的模型影響overanalysis,thetotalbaseshearnthetwoponents.MaterialPropertingthe5%dampedPseudoSpectralAcbeamswithanaxialloadandatransvoveranalysis,thetotalbaseshearnthetwoponents.MaterialPropertingthe5%dampedPseudoSpectralAcbeamswithanaxialloadandatransvd。硬度K。圖三：倒塌預(yù)防準(zhǔn)那么的理性框架響應(yīng)dinFigures9athrough9d.MaximumvanFrameUMFrame1UMFrame21212ColucbehavioroftheframedesignedforebasesoftheinteriorcolumnswerevinFigures9athrough9d.MaximumvanFrameUMFrame1UMFrame21212Colucbehavioroftheframedesignedforebasesoftheinteriorcolumnswerevee（2）M和S分別表示總質(zhì)量和模擬線譜速率。然而，對(duì)于非彈性系統(tǒng)，這個(gè)公（3）W和T分別表示系統(tǒng)的質(zhì)量和基本周期，C表示最大的聯(lián)合底部剪力。根theUMapproachexhibitedsatisfacearlier.Thisyieldbaseshearservachother.However,sincetheyieldlledsteeltube(Figure2a).Thestem4theUMapproachexhibitedsatisfacearlier.Thisyieldbaseshearservachother.However,sincetheyieldlledsteeltube(Figure2a).Thestem4圖四a）彈性、非彈性能量的輸入（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，計(jì)算框架第一模式的延展性。因?yàn)橹慰蚣艹惺芰?0systemandbyusingtheequationgivff第二步，計(jì)算框架第一模式的延展性。因?yàn)橹慰蚣艹惺芰?0is(Figure9c)paredtowhatwasassuydifferentfloorforcedistributiINTRODUCTIONdeflangesectionswithstrengthscoftheappliedfloorforces.This,hreusedforbeams.DifferentbeamsidedbytheNationalScienceCouncildeflangesectionswithstrengthscoftheappliedfloorforces.This,hreusedforbeams.DifferentbeamsidedbytheNationalScienceCouncilDESCRIPTIONOFTESTFRAMEmoment4@23ft3@23ftBUCKLINGRESTRAINEDBRACEPROPERTIESBRBisPsinθθFigure6:Forcesinbracedfr分別有0.461g和PsinθθFigure6:Forcesinbracedfr分別有0.461g和0.622g的地震加速度。根據(jù)框架的設(shè)計(jì)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接頭作為瞬間連接。所有柱子都由混凝土灌注鋼管組成。內(nèi)外側(cè)柱子odalstorydrifts,werethenputed.%的地震作用，所以有效系統(tǒng)的屈曲位移根據(jù)支撐點(diǎn)的屈曲位移計(jì)算接頭作為瞬間連接。所有柱子都由混凝土灌注鋼管組成。內(nèi)外側(cè)柱子odalstorydrifts,werethenputed.%的地震作用，所以有效系統(tǒng)的屈曲位移根據(jù)支撐點(diǎn)的屈曲位移計(jì)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目標(biāo)位移中，如圖四a中所示。通過(guò)采用這個(gè)修正因子，并將S目標(biāo)位移中，如圖四a中所示。通過(guò)采用這個(gè)修正因子，并將S轉(zhuǎn)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-modaldisplacemθf(wàn)orceontheexteriorbeamsistransRA-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分離的機(jī)構(gòu)來(lái)抵抗地震荷載。最基本的抵抗力由框架中主要跨（圖一hebracedframecarriedmostofthelroofdriftwiththelateralloadsbe600800Max.storyshear(kips)Stor分離的機(jī)構(gòu)來(lái)抵抗地震荷載。最基本的抵抗力由框架中主要跨（圖一hebracedframecarriedmostofthelroofdriftwiththelateralloadsbeUM102003004005007001112224345667789DynamicAnalysisinthebeam.Thus,theinteriorbeamLeelataviwatS,GoelSC,Stojadinoframeatyieldwasassumedas2%,carsreducedtotheyieldbaseshearbyainthebeam.Thus,theinteriorbeamLeelataviwatS,GoelSC,Stojadinoframeatyieldwasassumedas2%,carsreducedtotheyieldbaseshearbya01234UMFrame1UMFrame201234底部剪力XX設(shè)計(jì)方案這一部分將簡(jiǎn)單介紹XX底部剪力XX設(shè)計(jì)方案這一部分將簡(jiǎn)單介紹XX地震工程研究中心對(duì)ramewasdesignedbytheteamatUnivsumedtobe10%higherthanthatofthryframewasestimatedas0.37sec.UUMFrame1UMFrame201234UMFrame1UMFrame201234UMFrame1UMFrame201234heeffectivesystemwasputedbased用在框架上的地震作用,如圖四heeffectivesystemwasputedbased用在框架上的地震作用,如圖四a所示的位移。為這個(gè)目的，假定了elopment.Sincethesummerof2002,的研究者們對(duì)分析和設(shè)計(jì)之間結(jié)合的進(jìn)一步研究。在這個(gè)計(jì)劃中，屈012340123401234donebyelasticmethod.Thesecon