MDOF桥墩结构基于能量的抗震性能分析方法
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摘要
针对脉冲型近场地震动的高能量输入,有必要发展以能量为指标的结构抗震性能分析方法.基于能量平衡原理,在给出多自由度体系的地震输入总能量和滞回耗能需求、结构耗能能力以及总能量沿各节点分布等计算方法的基础上,建立了一种基于能量概念的桥梁结构抗震性能评估方法.以3座加拿大的实际桥墩为算例,以近震记录和模拟脉冲为输入,验证了所建议方法的有效性和必要性.最后,以MDOF实体桥墩的时程分析结果为基础,对采用Akbas模型近似确定能量在以弯剪变形为主的中、低高度RC桥墩各截面分布的适用性进行了检验.
Since great energy input demand exists for structures close to active fault regions,it is necessary to develop energy-based seismic analysis method.By considering the total energy input and hysteretic energy consumption demand of earthquake,as well as energy dissipation ability and energy distribution among each node of MDOF bridge pier,and based on energy-balance principle,an energy-based performance assessment method was introduced for bridge structure.A validation computation was conducted on 3 actual Canadian piers,which was excited by near-fault records and analog impulse.Finally,by inelastic time history analysis,the applicability of Akbas Rule to determine approximately energy distribution in medium-low height RC pier is discussed.
Since great energy input demand exists for structures close to active fault regions,it is necessary to develop energy-based seismic analysis method.By considering the total energy input and hysteretic energy consumption demand of earthquake,as well as energy dissipation ability and energy distribution among each node of MDOF bridge pier,and based on energy-balance principle,an energy-based performance assessment method was introduced for bridge structure.A validation computation was conducted on 3 actual Canadian piers,which was excited by near-fault records and analog impulse.Finally,by inelastic time history analysis,the applicability of Akbas Rule to determine approximately energy distribution in medium-low height RC pier is discussed.
引文
[1]Somerville P G,Smith N F.Modification of EmpiricalStrong Ground Motion Attenuation Relations to Includethe Amplitude and Duration Effects of Rupture Directivity[J].Seismological Research Letter,1997,68(1):199-222.
[2]Housner G W.Limit Design of Structures to Resist Earthquake[C]∥Berkeley,California:Proceedings of 1st World Conferenceon Earthquake Engineering,1956.5-1-5-13.
[3]Akiyama H.Earthquake-Resistant Limit-State Designfor Buildings[M].Tokyo,Japan:University of TokyoPress,1985.
[4]Uang,Bertero.Use of Energy as a Design Criterion inEarthquake-Resistant Design[R].EERC Report No.UCB/EERC-88/18,November,1988.
[5]江辉,朱.近断层区的输入能量设计谱及其在基于能量抗震设计中的应用[J].地震工程与工程振动,2006,26(5):102-108.JIANG Hui,ZHU Xi.Energy Input Design Spectra forNear-Fault Regions and Application in Energy-BasedSeismic Design[J].Earthquake Engineering and Engineer-ing Vibration,2006,26(5):102-108.(in Chinese)
[6]Decanini L D,Mollaioli F.An Energy-Based Methodolo-gy for the Assessment of Seismic Demand[J].Soil Dynam-ics and Earthquake Engineering,2001,21(2):113-137.
[7]肖明葵,刘波,白绍良.抗震结构总输入能量及影响分析[J].重庆建筑大学学报,1996,18(2):20-33.XIAO Mingkui,LIU Bo,BAI Shaoliang.Analysis of theTotal Energy and Its Influencing Factors for Seismic Struc-tures[J].Journal of Chongqing Jianzhu University,1996,18(2):20-33.(in Chinese)
[8]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)
[9]Mckevitt W E,Anderson D L,Nathan N D,et al.Hys-teretic Energy Spectra in Seismic Design[C]∥Istanbul,Turkey:Pro.of 7th WCEE,1980,3.26-3.28.
[10]史庆轩,熊仲明,李菊芳.框架结构滞回耗能在结构层间分配的计算分析[J].西安建筑科技大学学报:自然科学版,2005,37(2):174-178.SHI Qingxuan,XIONG Zhongming,LI Jufang.Calcula-tion Analysis of the Storey Distribution of Hysteretic En-ergy for Frame Structures[J].Journal of Xi’an Universityof Architecture&Technology:Natural Science,2005,37(2):174-178.(in Chinese)
[11]Akbas B.Energy-Based Earthquake Resistant Design ofSteel Moment Resisting Frames[D].Chicago,Illinois:Illinois Institute of Technology,1997.
[12]Kunnath S K,Chai Y H,Cumulative Damage-BasedInelastic Cyclic Demand Spectrum[J].Earthquake Engi-neering and Structural Dynamics,2004,33:499-520.
[13]NZS 4203-Part 2.Standards Association of NewZealand(SANZ)[S].Wellington:Commentary on theCode of Practice for General Structural Design and De-sign Loading for Buildings,1992.
[14]周云,周福霖.耗能减震体系的能量设计方法[J].世界地震工程,1997,13(4):7-13.ZHOU Yun,ZHOU Fulin.Energy Design Method forStructural System with Energy Dissipative Devices[J].World Information on Earthquake Engineering,1997,13(4):7-13.(in Chinese)
[15]Davey B E,Park R.Seismic Design Guidelines for High-way Bridges[R].Rep.ATC-6,Applied TechnologyCouncil,Arlington,Va,1981.
[16]Riyadh A Hindi,Robert G Sexsmith.Inelastic DamageAnalysis of Reinforced Concrete Bridge Columns Based onDegraded Monotonic Energy[J].Journal of Bridge Engi-neering,2004,4:326-332.
[17]Shen J,Akbas B.Seismic Energy Demand in Steel Mo-ment Frames[J].Journal of Earthquake Engineering,1999,3(4):519-559.
[2]Housner G W.Limit Design of Structures to Resist Earthquake[C]∥Berkeley,California:Proceedings of 1st World Conferenceon Earthquake Engineering,1956.5-1-5-13.
[3]Akiyama H.Earthquake-Resistant Limit-State Designfor Buildings[M].Tokyo,Japan:University of TokyoPress,1985.
[4]Uang,Bertero.Use of Energy as a Design Criterion inEarthquake-Resistant Design[R].EERC Report No.UCB/EERC-88/18,November,1988.
[5]江辉,朱.近断层区的输入能量设计谱及其在基于能量抗震设计中的应用[J].地震工程与工程振动,2006,26(5):102-108.JIANG Hui,ZHU Xi.Energy Input Design Spectra forNear-Fault Regions and Application in Energy-BasedSeismic Design[J].Earthquake Engineering and Engineer-ing Vibration,2006,26(5):102-108.(in Chinese)
[6]Decanini L D,Mollaioli F.An Energy-Based Methodolo-gy for the Assessment of Seismic Demand[J].Soil Dynam-ics and Earthquake Engineering,2001,21(2):113-137.
[7]肖明葵,刘波,白绍良.抗震结构总输入能量及影响分析[J].重庆建筑大学学报,1996,18(2):20-33.XIAO Mingkui,LIU Bo,BAI Shaoliang.Analysis of theTotal Energy and Its Influencing Factors for Seismic Struc-tures[J].Journal of Chongqing Jianzhu University,1996,18(2):20-33.(in Chinese)
[8]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)
[9]Mckevitt W E,Anderson D L,Nathan N D,et al.Hys-teretic Energy Spectra in Seismic Design[C]∥Istanbul,Turkey:Pro.of 7th WCEE,1980,3.26-3.28.
[10]史庆轩,熊仲明,李菊芳.框架结构滞回耗能在结构层间分配的计算分析[J].西安建筑科技大学学报:自然科学版,2005,37(2):174-178.SHI Qingxuan,XIONG Zhongming,LI Jufang.Calcula-tion Analysis of the Storey Distribution of Hysteretic En-ergy for Frame Structures[J].Journal of Xi’an Universityof Architecture&Technology:Natural Science,2005,37(2):174-178.(in Chinese)
[11]Akbas B.Energy-Based Earthquake Resistant Design ofSteel Moment Resisting Frames[D].Chicago,Illinois:Illinois Institute of Technology,1997.
[12]Kunnath S K,Chai Y H,Cumulative Damage-BasedInelastic Cyclic Demand Spectrum[J].Earthquake Engi-neering and Structural Dynamics,2004,33:499-520.
[13]NZS 4203-Part 2.Standards Association of NewZealand(SANZ)[S].Wellington:Commentary on theCode of Practice for General Structural Design and De-sign Loading for Buildings,1992.
[14]周云,周福霖.耗能减震体系的能量设计方法[J].世界地震工程,1997,13(4):7-13.ZHOU Yun,ZHOU Fulin.Energy Design Method forStructural System with Energy Dissipative Devices[J].World Information on Earthquake Engineering,1997,13(4):7-13.(in Chinese)
[15]Davey B E,Park R.Seismic Design Guidelines for High-way Bridges[R].Rep.ATC-6,Applied TechnologyCouncil,Arlington,Va,1981.
[16]Riyadh A Hindi,Robert G Sexsmith.Inelastic DamageAnalysis of Reinforced Concrete Bridge Columns Based onDegraded Monotonic Energy[J].Journal of Bridge Engi-neering,2004,4:326-332.
[17]Shen J,Akbas B.Seismic Energy Demand in Steel Mo-ment Frames[J].Journal of Earthquake Engineering,1999,3(4):519-559.
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