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1、1TestsonaHalfScaleTwoStySeismicResistingPrecastConcreteBuildingThispaperdescribesexperimentalstudiesontheseismicbehavidesignofprecastconcretebuildings.Ahalfscaletwostyprecastconcretebuildingincpatingadualsystemrepresenti

2、ngaparkingstructureinMexicoCitywasinvestigated.Thestructurewastesteduptofailureinalabatyundersimulatedseismicloading.Insomeofthebeamtocolumnjointsthebottomlongitudinalbarsofthebeamwerepurposelyundevelopedduetodimensional

3、constraints.Emphasisisgiveninthestudyontheevaluationoftheobservedglobalbehavioftheteststructure.Thisbehavishowedthatthewallsoftheteststructurecontrolledthefcepathmechanismsignificantlyreducedthelateraldefmationdemsinthep

4、recastframes.Seismicdesigncriteriacodeimplicationsfprecastconcretestructuresresultingfromthisresearcharediscussed.Theendresultofthisresearchisthatabetterunderstingofthestructuralbehaviofthistypeofbuildinghasbeengainedres

5、ultsofsimulatedseismicloadtestsofatwostyprecastconcretebuildingconstructedwithprecastconcreteelementsthatareusedinMexicoaredescribedherein.Thestructuralsystemchosenintheteststructureisthesocalleddualtypedefinedasthecombi

6、nationofstructuralwallsbeamtocolumnframes.Connectionsbetweenprecastbeamscolumnsintheteststructureareofthe“window“type.Thistypeofconstructionistypicallyusedinlowmediumrisebuildingsinwhichcolumnsareconnectedwith“windows“at

7、eachstylevel.These“windows“containthetopbottomreinfcement.Fig.1showsthistypeofconstructionfacommercialbuildinginMexicoCity.InmostprecastconcreteframessuchasthoseshowninFig1longitudinalbeambottombarsarenotfullydevelopeddu

8、etoconstraintsimposedbythedimensionsoffilecolumnsinbeamtocolumnjoints.InaneffttoovercomethisdeficiencyasdescribedlatersomepracticingengineersinMexicodesignthesejointsbyprovidinghoopsaroundthehooksofthatreinfcementinderto

9、achieveitsrequiredcontinuity.HoweverthispracticeisnotcoveredintheACIBuildingCode3Fig2showstheresultsofasimpleapproachtoanalyzethelateralloadresponseiiiadualsystem.Thelateralloadhasbeennmalizedinsuchamannerthatthecombinat

10、ionofmaximumlateralresistanceinbothsubsysterni.e.wallsframesleadstoalateralresistanceoftheglobalsystemequaltounitybisalsoassumedthatbothsubsystemshavethesamemaximumlateralresistance.Inthefirstcase(Fig2a)itisassumedthatth

11、ewallframesubsystemshaveglobaldisplacementductilitycapacitiesequalto42respectively.Inthesecondcase(Fig.2b)theframesubsystemresponseisassumedtobeelasticthelateralstiffnessofthewallsubsystemistakentobe4timesthatoftheframes

12、ubsystem.AsshowninFig2thelateraldefmationcompatibilityofthecombinedsystemiscontrolledbythelateraldefmationcapacityofthewallsubsystem.InthefirstcaseFig2akanelasticplasticenvelopefthelateralglobalresponseofthedualsystemisa

13、ssumedthecrespondingdisplacementductility(u)isequalto33.Fthesecondcase(Fig.2b)withanelasticbehavioftheframesubsystemthisductilityisequalto25.Thesesimpleexamplesillustratethatintheanalyzedcasesduetothehigherflexibilityint

14、heframesubsystemsascomparedtothoseofthewallsubsysterninadualsystemtheductilitydemsintheframesubsystemresultinsmallerductilityvaluesthanthoseofthewallsubsystem.Thisanalyticalfindingwasverifiedinthisstudyfromtheexperimenta

15、lstudiesconductedontheteststructure.ThisverificationislaterdiscussedinthepaperItisofinteresttonotethatresultsofthetypeshowninFig.2havebeenalsofoundbyBerteroinshaketabletestsofadualsystem.DEIONOFTESTSTRUCTURETheteststruct

16、ureusedinthisinvestigationisatwostyprecastconcretebuildingrepresentativeofalowriseparkingstructurelocatedinthehighestseismiczoneofMexicoCity.Theprototypewasconstructedatonehalfscale.Fthesakeofsimplicityrampsrequiredinapa

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