土木工程外文翻译Word格式.docx
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土木工程外文翻译Word格式.docx
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文献、资料题目:
Acomparativestudyofvarious
commerciallyavailableprograms
inslopestabilityanalysis
文献、资料来源:
ComputersandGeotechnics
文献、资料发表(出版)日期:
2008.8.9
院(部):
专业:
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姓名:
学号:
指导教师:
翻译日期:
附件一,外文翻译原文及译文
1,文献原文:
Responseofareinforcedconcreteinfilled-framestructuretoremovaloftwoadjacentcolumns
MehrdadSasani_
NortheasternUniversity,400SnellEngineeringCenter,Boston,MA02115,UnitedStates
Received27June2007;
receivedinrevisedform26December2007;
accepted24January2008
Availableonline19March2008
Abstract
TheresponseofHotelSanDiego,asix-storyreinforcedconcreteinfilled-framestructure,isevaluatedfollowingthesimultaneousremovaloftwoadjacentexteriorcolumns.AnalyticalmodelsofthestructureusingtheFiniteElementMethodaswellastheAppliedElementMethodareusedtocalculateglobalandlocaldeformations.Theanalyticalresultsshowgoodagreementwithexperimentaldata.Thestructureresistedprogressivecollapsewithameasuredmaximumverticaldisplacementofonlyonequarterofaninch(6.4mm).Deformationpropagationovertheheightofthestructureandthedynamicloadredistributionfollowingthecolumnremovalareexperimentallyandanalyticallyevaluatedanddescribed.Thedifferencebetweenaxialandflexuralwavepropagationsisdiscussed.Three-dimensionalVierendeel(frame)actionofthetransverseandlongitudinalframeswiththeparticipationofinfillwallsisidentifiedasthemajormechanismforredistributionofloadsinthestructure.Theeffectsoftwopotentialbrittlemodesoffailure(fractureofbeamsectionswithouttensilereinforcementandreinforcingbarpullout)aredescribed.Theresponseofthestructureduetoadditionalgravityloadsandintheabsenceofinfillwallsisanalyticallyevaluated.
c2008ElsevierLtd.Allrightsreserved.
Keywords:
Progressivecollapse;
Loadredistribution;
Loadresistance;
Dynamicresponse;
Nonlinearanalysis;
Brittlefailure
1.Introduction
Aspartofmitigationprogramstoreducethelikelihoodofmasscasualtiesfollowinglocaldamageinstructures,theGeneralServicesAdministration[1]andtheDepartmentofDefense[2]developedregulationstoevaluateprogressivecollapseresistanceofstructures.ASCE/SEI7[3]definesprogressivecollapseasthespreadofaninitiallocalfailurefromelementtoelementeventuallyresultingincollapseofanentirestructureoradisproportionatelylargepartofit.FollowingtheapproachesproposedbyEllingwoodandLeyendecker[4],ASCE/SEI7[3]definestwogeneralmethodsforstructuraldesignofbuildingstomitigatedamageduetoprogressivecollapse:
indirectanddirectdesignmethods.Generalbuildingcodesandstandards[3,5]useindirectdesignbyincreasingoverallintegrityofstructures.IndirectdesignisalsousedinDOD[2].Althoughtheindirectdesignmethodcanreducetheriskofprogressivecollapse[6,7]estimationofpost-failureperformanceofstructuresdesignedbasedonsuchamethodisnotreadilypossible.Oneapproachbasedondirectdesignmethodstoevaluateprogressivecollapseofstructuresistostudytheeffectsofinstantaneousremovalofload-bearingelements,suchascolumns.GSA[1]andDOD[2]regulationsrequireremovalofoneloadbearingelement.Theseregulationsaremeanttoevaluategeneralintegrityofstructuresandtheircapacityofredistributingtheloadsfollowingseveredamagetoonlyoneelement.Whilesuchanapproachprovidesinsightastotheextenttowhichthestructuresaresusceptibletoprogressivecollapse,inreality,theinitialdamagecanaffectmorethanjustonecolumn.Inthisstudy,usinganalyticalresultsthatareverifiedagainstexperimentaldata,theprogressivecollapseresistanceoftheHotelSanDiegoisevaluated,followingthesimultaneousexplosion(suddenremoval)oftwoadjacentcolumns,oneofwhichwasacornercolumn.Inordertoexplodethecolumns,explosiveswereinsertedintopredrilledholesinthecolumns.Thecolumnswerethenwellwrappedwithafewlayersofprotectivematerials.Therefore,neitherairblastnorflyingfragmentsaffectedthestructure.
2.Buildingcharacteristics
HotelSanDiegowasconstructedin1914withasouthannexaddedin1924.Theannexincludedtwoseparatebuildings.Fig.1showsasouthviewofthehotel.Notethatinthepicture,thefirstandthirdstoriesofthehotelarecoveredwithblackfabric.Thesixstoryhotelhadanon-ductilereinforcedconcrete(RC)framestructurewithhollowclaytileexteriorinfillwalls.Theinfillsintheannexconsistedoftwowythes(layers)ofclaytileswithatotalthicknessofabout8in(203mm).Theheightofthefirstfloorwasabout190–800(6.00m).Theheightofotherfloorsandthatofthetopfloorwere100–600(3.20m)and160–1000(5.13m),respectively.Fig.2showsthesecondfloorofoneoftheannex
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