《土建外文翻譯》外語學習翻譯基礎知識

ingtheproposedplasticdesignmetynamicanalyseswerecarriedoutoncedureandtheguidelinesstipulatsuchaframebypseudo-dynamicmethingtheproposedplasticdesignmetynamicanalyseswerecarriedoutoncedureandtheguidelinesstipulatsuchaframebypseudo-dynamicmeth基于性能的抗震設計方法和復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較為新穎，近年來它的應用在美國、日本和XX得到增強。然而，對于一般實踐的詳細設計規(guī)那么當前還處于發(fā)展階段。從2002年夏開始，密歇根大學的研究者已經(jīng)開始和XX地震工程研究中心的隊伍展開合作，在設計、分析和應用模擬動力測試方法對這種框架進行全方位測試選定的結構是由混凝土灌注的鋼管圓柱、鋼梁和復合屈曲約束支撐組成的三層三跨的框架。這種框架是應用密歇根大學最近發(fā)展的基于能量的塑性設計程序設計而成的。這種方法利用了選定的目標作業(yè)份額（對這個框架在50年中部連接和支撐的鋼殼之間設計空隙的更多精確控制的需要，屈曲約束支撐框架是對這種最新成熟設計方法的最好候選者。這篇文章簡要介紹了由密歇根大學研究的基于能力原理的設計方法和由XX地震工程研究中心的科研小組為計算框架底部剪力的設計計算結果而采用的基于位移的設計程序模式，并對兩種方法對于一次XX地震而設計的框架無彈性響面運動下進行了分析。由密歇根大學設計的框架對XX和美國的地面運動都基本屈曲約束支撐極好的地震反應激勵了XX地震工程研究中心的實驗計劃，也鼓勵了密歇根大學的研究者們對分析和設計之間結合的進一步研究。在這個計劃中，屈曲約束支撐為2003年10月在XX地震工程研究中心進行模擬動力荷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構（b）屈曲約束支撐的典型荷載位移響應對比。第一個框架由XX的地震工程研究中心的科研小組設計，這個框架的底部XX地震工程研究中心的結果，但他們采用了最近形成的塑性設計方法。第三個基本設計參數(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行的。這些測量因素同樣由XX設計方案第一步，將框架理想化為有三個自由度的MDOF體系。三種模式的模型影響overanalysis,thetotalbaseshearnthetwoponents.MaterialPropertingthe5%dampedPseudoSpectralAcbeamswithanaxialloadandatransvoveranalysis,thetotalbaseshearnthetwoponents.MaterialPropertingthe5%dampedPseudoSpectralAcbeamswithanaxialloadandatransvd。硬度K。圖三：倒塌預防準那么的理性框架響應dinFigures9athrough9d.MaximumvanFrameUMFrame1UMFrame21212ColucbehavioroftheframedesignedforebasesoftheinteriorcolumnswerevinFigures9athrough9d.MaximumvanFrameUMFrame1UMFrame21212Colucbehavioroftheframedesignedforebasesoftheinteriorcolumnswerevee（2）M和S分別表示總質量和模擬線譜速率。然而，對于非彈性系統(tǒng)，這個公（3）W和T分別表示系統(tǒng)的質量和基本周期，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，計算框架第一模式的延展性。因為支撐框架承受了80systemandbyusingtheequationgivff第二步，計算框架第一模式的延展性。因為支撐框架承受了80is(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)框架的設計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。內外側柱子odalstorydrifts,werethenputed.%的地震作用，所以有效系統(tǒng)的屈曲位移根據(jù)支撐點的屈曲位移計算接頭作為瞬間連接。所有柱子都由混凝土灌注鋼管組成。內外側柱子odalstorydrifts,werethenputed.%的地震作用，所以有效系統(tǒng)的屈曲位移根據(jù)支撐點的屈曲位移計算%sharingoftotalbaseshearbetweeCmeTEWgMomentframe0d1s=2s=6alysisforallthreeframes.Thismaasconsideredfortheexpectedyieles.Theseismicweightsappliedonesimpleenergy-basedproceduredevalysisforallthreeframes.Thismaasconsideredfortheexpectedyieles.Theseismicweightsappliedonesimpleenergy-basedproceduredevs=5s=4s=3UMPLASTICDESIGNMETHODOLOGYDesignofMomentFrameeonEarthquakeEngineering,Earth780.611301949Olympia6.534.84.3forcesobtainedareasfollows:1stgthismodificationfactorandconvyeonEarthquakeEngineering,Earth780.611301949Olympia6.534.84.3forcesobtainedareasfollows:1stgthismodificationfactorandconvyCWyeumayeuma2E1MSCWeEEEpγ目標位移中，如圖四a中所示。通過采用這個修正因子，并將S目標位移中，如圖四a中所示。通過采用這個修正因子，并將S轉化)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分離的機構來抵抗地震荷載。最基本的抵抗力由框架中主要跨（圖一hebracedframecarriedmostofthelroofdriftwiththelateralloadsbe600800Max.storyshear(kips)Stor分離的機構來抵抗地震荷載。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設計方案這一部分將簡單介紹XX底部剪力XX設計方案這一部分將簡單介紹XX地震工程研究中心對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。為這個目的，假定了elopment.Sincethesummerof2002,的研究者們對分析和設計之間結合的進一步研究。在這個計劃中，屈012340123401234donebyelasticmethod.Thesecon