新抗震规范中抗震性能设计参考方法探讨

43720134BuildingStructureVol．43No．7Apr．2013*1211710064271005520《》GB50011—2010“”。12、2。TU398+.7A1002-848X201307-0001-04Discussiononperformance-basedseismicdesignreferencemethodinnewseismiccodeMaKaize1LiangXingwen2LiuBoquan11SchoolofArchitectureEngineeringChang'anUniversityXi'an710064China2SchoolofCivilEngineeringXi'anUniversityofArchitectureandTechnologyXi'an710055ChinaAbstractThe20-storeyreinforcementconcreteshearwallbuildingwastakenasanexamplewhichwasdesignedbyperformance-basedseismicdesignmethodinCodeforseismicdesignofbuildingsGB50011—2010．Thebearingcapacityofbeamsandshearwallsaswellasthestoreydriftwerecalculatedaccordingtodifferentperformancerequirements．Whenthebearingcapacityrequirementsofthefirstandsecondperformancelevelsaresatisfiedthesectiondimensionsandreinforcingbarsquantityofthebeamsandshearwallsincreasesharplywhichcannotconformtotheeconomicandrationaldesignprinciples．Theperformancetargetandbearingcapacityislowforsecondperformancelevelundertherareearthquake．Keywordsperformance-basedseismicdesignperformanceindexshearwallstructurebearingcapacitystoreydrift*2012M5119585107830551078037。[e-mail]。0、1。《》GB50011—20102“”。。11.1“”。1。1.21.2.12。11234～2.5～212～35%4～10%20131.2.23。3122324～54～30.91.31.3.1、、1γGSGE+γESEKI2λζ≤R/γRE1I2λζγGγESGESEKRγRE。2γGSGE+γESEKIζ≤R/γRE2I。3SGE+SEKIζ≤RK3RK。4SGE+SEKIζ＜Ru4Ru。1.3.234。41/5501/2501/1201/60、1/10001/5001/2501/135-、-、-1/8001/4001/2001/1101/10001/5001/2501/1351/3001/2001/1001/55-、-1/8001/4001/2001/11022033.6m×15.6m。8ⅡTg=0.55s。4.5m3mC60bw1～2bw=250mm3～20bw=200mm600mm130mm。1。12.12.1.182。82437．αmax=0.16。11020XSW-7LL-356。As。XSW-75As/mm211～412066168@10012@2002101～412066168@10012@2002201～412066168@10012@2002LL-36As/mm211～462231810@1002101～470531810@1002201～468331810@10022.1.288αmax=0.45。21234。78。XSW-77As/mm21666514258@10012@200212666514258@10012@20023567712258@10012@20024442710258@10012@20021261712188@10012@2002102261712188@10012@2002317858188@10012@2002414288188@10012@200219246168@10012@20022029246168@10012@200239246168@10012@200249246168@10012@2002LL-38As/mm2196741810@10021296741810@10023779216+21810@1002465231810@100212079322+22512@10021022076322+22512@10023186142510@10024146842210@10021181852210@1002202181852210@100231630222+22510@100241290220+32210@10022.1.388αmax=0.9080.05s。21235%410%。910。XSW-79As/mm211545832258@10014@200212980620258@10012@20023911418258@10012@20024816016258@10012@20021961620258@10014@2002102512912258@10012@20023488410258@10012@20024451210258@10012@2002119486228@10014@20022029956168@10012@200239246168@10012@200249246168@10012@2002LL-310As/mm212212422+22512@1002121503418+22012@10023141161810@10024128551810@100214183628+22512@1002102305372512@10023289662510@10024275262510@10021370082512@10022022659422+22512@100232523422+22010@10024240042510@10022.2XSW-7LL-323。2。。1315%434%。1237%1320132。。12。2。12“～”“”。22“”“”。2。2XSW-73。1234。1。。3LL-32.311。1111/18651/7581/37421/18651/7421/26931/18651/5491/22841/18651/4121/19734111234。θmax312。1211～2bw=250mm3～20bw=200mmθmax=1/18651～2bw=800mm3～20bw=700mmθmax=1/10761～2bw=1100mm3～20bw=1000mmθmax=1/87521～2bw=250mm3～20bw=200mmθmax=1/18651～2bw=500mm3～20bw=450mmθmax=1/8981～2bw=700mm3～20bw=600mmθmax=1/54331～2bw=250mm3～20bw=200mmθmax=1/18651～2bw=300mm3～20bw=250mmθmax=1/5711～2bw=350mm3～20bw=300mmθmax=1/27941～2bw=250mm3～20bw=200mmθmax=1/18651～2bw=250mm3～20bw=200mmθmax=1/4121～2bw=250mm3～20bw=200mmθmax=1/1971212。412。43112、。22。12“～”“”22“”“”。312、。。472420132λ3SRRC-1～3SRRC-4～6SRRC-7～9。6。。。6λ3fcu2SRRC-10SRRC-12SRRC-7SRRC-11。7。。、。。7fcu。。。、。。41。。2。。3。1．J．2007937-41．2．J．200420654-59．3．M．2010．4．M．2001．5GALAMBOSTV．Recentresearchanddesigndevelopmentsinsteelandcompositesteel-concretestructuresinUSAJ．ConstructionalSteelResearch2000551289-303．6．J．200939556-59．7．J．2007392244-247．8．J．2005239-42．4。1．J．200636715-22．2GB50011—2010S．2010．27