汶川地震中SDOF体系地震输入能量需求的研究
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摘要
基于汶川地震断层距150km内112条水平分量加速度记录,分析断层距、场地类型、地震动持时、上盘和下盘效应、方向性效应对SDOF(single degree of freedom)体系弹性地震输入能的影响。结果表明:近断层断层距30km范围应考虑加速度峰值增大对输入能显著提高的影响;场地越软输入能越大,输入能谱的特征周期并不随着场地越软而向右移动;地震动持时对输入能谱峰值相应周期的结构影响显著,持时越长,输入能谱峰值越大。近断层下盘效应和方向性效应对地震输入能有显著影响,断层距大于30km范围内,下盘效应使中、长周期结构的地震输入能显著提高。
112 recordings within 150km to causative fault surface during the Wenchuan earthquake are used to establish a database.The influences of rupture distance,site conditions,duration of ground motion,effects of hanging wall and footwall,and directivity effect on elastic input energy are investigated based on the energy responses of SDOF(single degree of freedom) structure.Within rupture distance 30km,the structural input energy should be approved due to the amplified peak of acceleration.A softer the site condition leads to a higher input energy.The characteristic period corresponding to the peak of input energy spectra is not moved to the right due to site effects.The peak of input energy spectra is affected by the duration of ground motion,and it increases as the duration of ground motion increasing.In the near-fault regions,footwall effect and directivity effect have strongly impact upon the input energy of structure for a given period.When rupture distance is larger than 30km,higher input energy on footwall are demanded in the range of medium and long periods.
112 recordings within 150km to causative fault surface during the Wenchuan earthquake are used to establish a database.The influences of rupture distance,site conditions,duration of ground motion,effects of hanging wall and footwall,and directivity effect on elastic input energy are investigated based on the energy responses of SDOF(single degree of freedom) structure.Within rupture distance 30km,the structural input energy should be approved due to the amplified peak of acceleration.A softer the site condition leads to a higher input energy.The characteristic period corresponding to the peak of input energy spectra is not moved to the right due to site effects.The peak of input energy spectra is affected by the duration of ground motion,and it increases as the duration of ground motion increasing.In the near-fault regions,footwall effect and directivity effect have strongly impact upon the input energy of structure for a given period.When rupture distance is larger than 30km,higher input energy on footwall are demanded in the range of medium and long periods.
引文
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[23]Benavant-Climent A,López-Almansa F,Bravo-GonzalezD A.Design energy input spectra for moderate-to-highseismicity regions based on Colombian earthquakes[J].Soil Dynamics and Earthquake Engineering,2010,30(11):1129―1148.
[24]Tso W K,Zhu T J,Heidebrecht A C.Engineeringimplication of ground motion A/V ratio[J].SoilDynamics of Earthquake Engineering,1992,11(3):133―144.
[2]Akiyama H.Earthquake-resistant design method forbuildings based on energy balance[M].Tokyo:GihodoShuppan,1999:10―20.
[3]Benavent-Climen A,Pujades L G,López-Almansa F.Design energy input spectra for moderate-seismicityregions[J].Earthquake Engineering and StructuralDynamics,2002,31:1151―1172.
[4]Amiri G G,Darzi G A,Amiri J V.Design elastic inputenergy spectra based on Iranian earthquakes[J].Canadian Journal of Civil Engineering,2008,35:635―646.
[5]刘哲峰,沈蒲生.地震动输入能量谱的研究[J].工程抗震与加固改造,2006,28(4):1―5.Liu Zhefeng,Shen Pusheng.Study on input energyspectra of earthquake strong motion[J].EarthquakeResistant Engineering and Retrofitting,2006,28(4):1―5.(in Chinese)
[6]程光煜,叶列平.弹性SDOF系统的地震输入能量谱[J].工程抗震与加固改造,2006,28(5):1―8.Cheng Guangyu,Ye Lieping.Earthquake input energyspectra of elastic SDOF systems[J].EarthquakeResistant Engineering and Retrofitting,2006,28(5):1―8.(in Chinese)
[7]周云,乐登,邓雪松.设计用地震动总输入能量谱研究[J].工程抗震与加固改造,2008,30(5):1―7.Zhou Yun,Yue Deng,Deng Xuesong.Research on inputenergy spectra for design of earthquake strong motion[J].Earthquake Resistant Engineering and Retrofitting,2008,30(5):1―7.(in Chinese)
[8]Teng Jun,Dong Zhijun.Research on energy spectrum ofelastic SDOF[C].Proceedings of the 14th WorldConference on Earthquake Engineering.Beijing,China:IAEE,2008:1―6.
[9]Akiyama H.Earthquake resistant limit-state design forbuildings[M].Tokyo:University of Tokyo Press,1985:10―20.
[10]Uang C M,Bertero V V.Use of energy as a designcriterion in earthquake resistant design[R].Berkeley:Earthquake Engineering Research Center,University ofCalifornia,1988.
[11]Chai Y H,Fajfar P,Romstad K M.Formulation ofduration-dependent inelastic seismic design spectrum[J].Journal of Structural Engineering,ASCE,1998,124(8):913―921.
[12]Chai Y H,Fajfar P.A procedure for estimation inputenergy spectra for seismic design[J].Journal ofEarthquake Engineering,2000,4(4):539―561.
[13]Decanini L D,Mollaioli F.Formulation of elasticearthquake input energy spectra[J].EarthquakeEngineering and Structural Dynamics,1998,27(12):1503―1522.
[14]程光煜,叶列平.弹塑性SDOF系统的地震输入能量谱[J].工程力学,2008,25(2):28―39.Cheng Guangyu,Ye Lieping.Earthquake input energyspectrum for inelastic SDOF systems[J].EngineeringMechanics,2008,25(2):28―39.(in Chinese)
[15]陈逵,刘哲锋,沈蒲生.结构瞬时输入能量反应持时谱的研究[J].工程力学,2011,28(1):19―25.Chen Kui,Liu Zhefeng,Shen Pusheng.Study on theduration spectra of structural momentary input energyresponse[J].Engineering Mechanics,2011,28(1):19―25.(in Chinese)
[16]江辉.近场地震下桥梁结构基于性能抗震设计的能量方法[D].北京:北京交通大学,2007.Jiang Hui.Performance-based seismic design of bridgestructure excited by near-fault earthquake using energyconcept[D].Beijing:Beijing Jiaotong University,2007.(in Chinese)
[17]Liu Qifang,Li Xiaojun.Preliminary analysis of thehanging wall effect and velocity pulse of the 5.12Wenchuan earthquake[J].Earthquake Engineering andEngineering Vibration,2009,8(2):165―177.
[18]Wen Zengping,Xie Junju,Gao Mengtan,Hu Yuxian,Chau K T.Near-source strong ground motioncharacteristics of the 2008 Wenchuan earthquake[J].Bulletin of the Seismological Society of America,2008,100(5B):2425―2439.
[19]Wang Dong,Xie Lili,Abrahamson N A,Li Shanyou.Comparison of strong ground motion from the Wenchuan,China,earthquake of 12 May 2008 with the NextGeneration Attenuation(NGA)ground-motion models[J].Bulletin of the Seismological Society of America,2008,100(5B):2381―2395.
[20]Somerville P G,Smith N F,Graves R W,Abrahamson NA.Modification of empirical strong ground motionattenuation relations to include the amplitude andduration effects of rupture directivity[J].SeismologicalResearch Letters,1997,68(1):199―222.
[21]Trifunac M D,Brady A G.A study on the duration ofstrong ground motion[J].Bulletin of the SeismologicalSociety of America,1975,65(3):581―626.
[22]尹宝江,黄宗明,白绍良.对地震地面运动持续时间定义的对比分析及改进建议[J].工程抗震,1999,2(6):43―46.Yin Baojiang,Huang Zongming,Bai Shaoliang.Comparison and improvement on the duration of groundmotion[J].Journal of Engineering Resistance,1999,2(6):43―46.(in Chinese)
[23]Benavant-Climent A,López-Almansa F,Bravo-GonzalezD A.Design energy input spectra for moderate-to-highseismicity regions based on Colombian earthquakes[J].Soil Dynamics and Earthquake Engineering,2010,30(11):1129―1148.
[24]Tso W K,Zhu T J,Heidebrecht A C.Engineeringimplication of ground motion A/V ratio[J].SoilDynamics of Earthquake Engineering,1992,11(3):133―144.
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