近场地震下桥梁结构基于性能抗震设计的能量方法
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摘要
近断层区的严重震害给抗震界提出了新的课题,靠近活动断层区域的地震动以其长持时速度脉冲的巨大破坏能力而对现行抗震设计方法提出了新的考验,迫切需要在搞清近断层地震动主要特性的基础上改进现有的抗震设计方法。随着近年来仪器技术的进步,已经记录到相当数量高质量的近场强震记录,使这项研究具备了地震输入的必要基础。由于结构对地震作用的抵御在本质上是地震输入能量的消耗过程,本文以脉冲型近场地震动为对象,发展了桥梁结构基于能量的性能评估方法,建立了能够同时考虑累积耗能和最大变形需求的基于预期性能目标的桥梁结构抗震设计方法,主要工作如下:
1.挑选具有速度脉冲的典型近震记录为输入,以隔震连续梁桥为对象提取了决定速度脉冲破坏能力的控制参数I_p,建议了一种采用三角函数叠加高频分量的速度脉冲模拟模型,并利用所收集到的世界范围内的近断层强震记录对脉冲控制参数进行了回归分析。引入累积能量和瞬时能量概念,能量谱分析表明在近断层地震动诸参数中,脉冲周期和脉冲强度是影响结构峰值响应的决定性因素,累积输入能量受高频地震分量影响明显,而瞬时输入能量则主要取决于速度脉冲。等效单墩的算例分析表明,瞬时输入能量是表征地震破坏能力的有效指标,从累积耗能比和瞬时耗能比的分布特征可得出,LRB双线性隔震支座耗能效率在0.3～0.6的范围内,表明近场脉冲下被动隔震装置的耗能能力有待提高,需要发展合理可靠的减震、耗能方式。
2.在总结既有的输入能量简化计算方法不足之处的基础上,建议了一种基于谱速度的改进模型,用近场记录验证了本文方法的准确性。基于地震动记录分组,进行了输入能量均值谱、84%包络曲线的分布特征分析,采用半经验、半统计方法建议了适用于0～15km断层范围内的输入能量设计谱(EIDS),并用实际记录进行了验证。与日本建筑抗震规范(1985、2001)及Akiyama、Climent等模型的对比表明,本文建议的设计能量谱能较好的反映近断层区潜在的能量需求,而其他规范则存在取值偏低等明显不足。从所建议的输入能量简化计算模型出发,推导了与当前中、美主要抗震设计规范(GB50011-2001、UBC97)加速度谱相容的输入能量等效速度谱,和本文所建议设计谱对比表明我国GB50011-2001规范除在Ⅲ、Ⅳ类场地下的9度罕遇烈度设防地震下能一定程度上体现近场地震的能量放大效应外,在其他设计加速度和场地条件下均明显低于断层距在0～15km范围内的能量输入需求,近场地震中速度脉冲效应(Fling or Pulse Effect)对结构破坏的影响在GB50011-2001规范的反应谱曲线中未能反映出来,其谱参数需要进行调整;而与美国UBC97规范相容的能量谱对比表明除了在基岩场地(S_A)上UBC97规范参数取值偏低外,在其他场地条件和断层距范围内均和本文所建议的0～15km断层距的输入能量谱较好地吻合,表明该规范采用近场因子N_A、N_v考虑近场效应是必要的,也从另一角度印证了本文建议谱的合理性。
3.在对记录分组进行大量工况分析的基础上得出影响输入能量分配的决定性因素为结构阻尼和变形延性,提出了引入长周期下降段的全面考虑结构阻尼和延性需求的滞回耗能与输入能量比,对比表明本文模型取值更符合近场地震动的能量分配特征。采用考虑刚度退化的滞回模型,讨论了地震动输入能量和SDOF体系非弹性最大变形之间关系,采用分段线性化方法建议了考虑场地分类的函数表达式,并用多自由度实体桥墩为算例进行了验证。在给出多自由度结构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分配计算方法的基础上,提出了基于能量的桥梁结构损伤评估方法,并以3座加拿大的实际桥墩为对象进行了验证。
4.采用改进的Park-Ang双参数损伤评估模型,对三类不同场地下基于等延性的强度折减因子设计的刚度退化单自由度体系的地震损伤分析表明,考虑单一变形延性的设计方法不能有效考虑地震动累积损伤效应,由于刚度退化导致的累积损伤会使得传统的设计方法偏于不安全。定义了基于确定性能目标的强度折减因子,自编程序计算了三类场地下刚度退化体系等性能目标强度折减因子的分布特征,构造了5%阻尼条件下的回归模型。以此为基础,推导了与UBC97抗震设计规范相容的等性能目标非弹性位移谱,发展了基于性能的桥梁墩柱抗震设计方法,并用算例验证了本文方法的可行性。最后,讨论了长细比取值较大的高柔桥墩和不等高MDOF全桥结构的多阶模态效应,引入多自由度振型分解反应谱理论提出了全桥结构基于性能的简化设计方法。
Serious earthquake disaster close to the active fault brings forward bran-new challenge. Records with velocity pulse of long duration near fault region result in a new test for modern structure seismic design theory. There is an urgent need to understand the major characteristics of near-fault earthquake and improve existing seismic design methods. Along with technological advances in digital equipment, a number of near-fault earthquake records have been obtained. Necessary scientific foundation of this study is accessed. Based on the understanding that the mechanism of structure resisting earthquake impact is essentially a process of seismic energy consumption, energy-based performance evaluation method for bridge structure under near-fault earthquake was proposed, and seismic design method with exact performance goal to consider both cumulative energy and maximum deformation demand was developed in this paper. The main contents are as follows:
1. Relied on selection of typical earthquake records with velocity pulse of long duration, the control parameter I_p was extracted as index of velocity pulse destructive capacity from dynamical computation results of an isolated continuous bridge, and a pulse simulation model using trigonometric function was introduced and regressed based on the collection of horizontal earthquake records all around the world. By introduction the concept of cumulative energy and instantaneous energy, energy spectrum analysis shows that pulse period and intensity are key factors for structure peak response during various parameters of near-fault earthquake. Cumulative input energy is affected significantly by high-frequency component, and instantaneous energy depends mainly on pulse velocity. Example analysis of isolated piers indicates that instantaneous input energy is an effective indicator to characterize the earthquake damage capacity. From the distribution characteristic of cumulative energy dissipation ratio and ratio of instantaneous dissipation energy, it can be drawn that energy dissipation efficiency of dual-linear isolation bearings can not exceed 0.6, and is about 0.4 under normal conditions, which means the energy dissipation capacity of LRB isolated structure excited by near-fault pulse needs to be strengthened, and reliable energy absorbing approach is requisite.
2. In summing up simplified models for evaluation of input energy, a computation method based on response spectrum velocity was advised according to the demerit of each existing model, and the accuracy of this method was verified by near-field records. Based on record division, mean-value spectrum and 84% envelope curve of input energy was calculated, as a result the energy input design spectrum (EIDS) was recommended applicable to 0-15km fault zone, and was verified by actual records. Compared to Japan Seismic Codes(1985、2001) and Akiyama、Climent models, it can be concluded that the proposed design energy spectrum can reflect betterly the potential energy demand of near-fault earthquake. From the proposed simplified calculation model of input energy, input energy spectrum compatible to major China and USA seismic codes (GB50011-2001、UBC97) was derived. Contrast results shows that GB50011-2001 Code can reflect the amplification effect of near-fault only for HK IV soil types. On the contrary, UBC97 Code can match the recommended input energy spectra in most conditions except for soil S_A , which means the necessity of N_A、N_V and the rationality of the proposed EIDS in this paper from another aspect.
3. The decisive factors for distribution of input energy among damping and deformation dissipation energy was discussed, on the basis the energy ratio taking into account structural damping and displacement ductility was introduced considering a decline in long period region. Based on hysteretic model considering stiffness degradation, the relationship between seismic input energy and inelastic seismic deformation of structure was studied. A function expression considering soil classification was proposed by piecewise linear method and was verified by example of MDOF bridge structure. In making certain the total input energy and hysteretic energy demand of earthquake, as well as energy dissipation and distribution ability of MDOF structure, an energy-based damage assessment method for bridge was developed and a validation computation was conducted by 3 piers of Canada.
4. An improved dual-parameter Park-Ang damage model was developed to assess the exact damage of stiffness degradation SDOF system designed by constant ductile strength reduction factor, and it can be drawn that such method can not effectively consider the effect of cumulative damage from stiffness degradation, maybe being somewhat on the unsafe side. Based on the definition of strength reduction factor of constant performance goal, large numbers of cases of stiffness degradation SDOF system were accounted by self-writing computation program and a regression model under 5% damping was extracted. On the basis, constant performance goal non-elastic displacement spectrum compatible with UBC97 Seismic Design Code was educed, a performance-based seismic design method for bridge pier was proposed and its feasibility was checked by example. Finally, multi-phase modes effect of flexible bridge pier with high slenderness and MDOF full-bridge structure was discussed, and decomposition theory of multi-degree of freedom response spectrum was introduced to develop a performance-based seismic design method for full-bridge structure.
1.挑选具有速度脉冲的典型近震记录为输入,以隔震连续梁桥为对象提取了决定速度脉冲破坏能力的控制参数I_p,建议了一种采用三角函数叠加高频分量的速度脉冲模拟模型,并利用所收集到的世界范围内的近断层强震记录对脉冲控制参数进行了回归分析。引入累积能量和瞬时能量概念,能量谱分析表明在近断层地震动诸参数中,脉冲周期和脉冲强度是影响结构峰值响应的决定性因素,累积输入能量受高频地震分量影响明显,而瞬时输入能量则主要取决于速度脉冲。等效单墩的算例分析表明,瞬时输入能量是表征地震破坏能力的有效指标,从累积耗能比和瞬时耗能比的分布特征可得出,LRB双线性隔震支座耗能效率在0.3～0.6的范围内,表明近场脉冲下被动隔震装置的耗能能力有待提高,需要发展合理可靠的减震、耗能方式。
2.在总结既有的输入能量简化计算方法不足之处的基础上,建议了一种基于谱速度的改进模型,用近场记录验证了本文方法的准确性。基于地震动记录分组,进行了输入能量均值谱、84%包络曲线的分布特征分析,采用半经验、半统计方法建议了适用于0～15km断层范围内的输入能量设计谱(EIDS),并用实际记录进行了验证。与日本建筑抗震规范(1985、2001)及Akiyama、Climent等模型的对比表明,本文建议的设计能量谱能较好的反映近断层区潜在的能量需求,而其他规范则存在取值偏低等明显不足。从所建议的输入能量简化计算模型出发,推导了与当前中、美主要抗震设计规范(GB50011-2001、UBC97)加速度谱相容的输入能量等效速度谱,和本文所建议设计谱对比表明我国GB50011-2001规范除在Ⅲ、Ⅳ类场地下的9度罕遇烈度设防地震下能一定程度上体现近场地震的能量放大效应外,在其他设计加速度和场地条件下均明显低于断层距在0～15km范围内的能量输入需求,近场地震中速度脉冲效应(Fling or Pulse Effect)对结构破坏的影响在GB50011-2001规范的反应谱曲线中未能反映出来,其谱参数需要进行调整;而与美国UBC97规范相容的能量谱对比表明除了在基岩场地(S_A)上UBC97规范参数取值偏低外,在其他场地条件和断层距范围内均和本文所建议的0～15km断层距的输入能量谱较好地吻合,表明该规范采用近场因子N_A、N_v考虑近场效应是必要的,也从另一角度印证了本文建议谱的合理性。
3.在对记录分组进行大量工况分析的基础上得出影响输入能量分配的决定性因素为结构阻尼和变形延性,提出了引入长周期下降段的全面考虑结构阻尼和延性需求的滞回耗能与输入能量比,对比表明本文模型取值更符合近场地震动的能量分配特征。采用考虑刚度退化的滞回模型,讨论了地震动输入能量和SDOF体系非弹性最大变形之间关系,采用分段线性化方法建议了考虑场地分类的函数表达式,并用多自由度实体桥墩为算例进行了验证。在给出多自由度结构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分配计算方法的基础上,提出了基于能量的桥梁结构损伤评估方法,并以3座加拿大的实际桥墩为对象进行了验证。
4.采用改进的Park-Ang双参数损伤评估模型,对三类不同场地下基于等延性的强度折减因子设计的刚度退化单自由度体系的地震损伤分析表明,考虑单一变形延性的设计方法不能有效考虑地震动累积损伤效应,由于刚度退化导致的累积损伤会使得传统的设计方法偏于不安全。定义了基于确定性能目标的强度折减因子,自编程序计算了三类场地下刚度退化体系等性能目标强度折减因子的分布特征,构造了5%阻尼条件下的回归模型。以此为基础,推导了与UBC97抗震设计规范相容的等性能目标非弹性位移谱,发展了基于性能的桥梁墩柱抗震设计方法,并用算例验证了本文方法的可行性。最后,讨论了长细比取值较大的高柔桥墩和不等高MDOF全桥结构的多阶模态效应,引入多自由度振型分解反应谱理论提出了全桥结构基于性能的简化设计方法。
Serious earthquake disaster close to the active fault brings forward bran-new challenge. Records with velocity pulse of long duration near fault region result in a new test for modern structure seismic design theory. There is an urgent need to understand the major characteristics of near-fault earthquake and improve existing seismic design methods. Along with technological advances in digital equipment, a number of near-fault earthquake records have been obtained. Necessary scientific foundation of this study is accessed. Based on the understanding that the mechanism of structure resisting earthquake impact is essentially a process of seismic energy consumption, energy-based performance evaluation method for bridge structure under near-fault earthquake was proposed, and seismic design method with exact performance goal to consider both cumulative energy and maximum deformation demand was developed in this paper. The main contents are as follows:
1. Relied on selection of typical earthquake records with velocity pulse of long duration, the control parameter I_p was extracted as index of velocity pulse destructive capacity from dynamical computation results of an isolated continuous bridge, and a pulse simulation model using trigonometric function was introduced and regressed based on the collection of horizontal earthquake records all around the world. By introduction the concept of cumulative energy and instantaneous energy, energy spectrum analysis shows that pulse period and intensity are key factors for structure peak response during various parameters of near-fault earthquake. Cumulative input energy is affected significantly by high-frequency component, and instantaneous energy depends mainly on pulse velocity. Example analysis of isolated piers indicates that instantaneous input energy is an effective indicator to characterize the earthquake damage capacity. From the distribution characteristic of cumulative energy dissipation ratio and ratio of instantaneous dissipation energy, it can be drawn that energy dissipation efficiency of dual-linear isolation bearings can not exceed 0.6, and is about 0.4 under normal conditions, which means the energy dissipation capacity of LRB isolated structure excited by near-fault pulse needs to be strengthened, and reliable energy absorbing approach is requisite.
2. In summing up simplified models for evaluation of input energy, a computation method based on response spectrum velocity was advised according to the demerit of each existing model, and the accuracy of this method was verified by near-field records. Based on record division, mean-value spectrum and 84% envelope curve of input energy was calculated, as a result the energy input design spectrum (EIDS) was recommended applicable to 0-15km fault zone, and was verified by actual records. Compared to Japan Seismic Codes(1985、2001) and Akiyama、Climent models, it can be concluded that the proposed design energy spectrum can reflect betterly the potential energy demand of near-fault earthquake. From the proposed simplified calculation model of input energy, input energy spectrum compatible to major China and USA seismic codes (GB50011-2001、UBC97) was derived. Contrast results shows that GB50011-2001 Code can reflect the amplification effect of near-fault only for HK IV soil types. On the contrary, UBC97 Code can match the recommended input energy spectra in most conditions except for soil S_A , which means the necessity of N_A、N_V and the rationality of the proposed EIDS in this paper from another aspect.
3. The decisive factors for distribution of input energy among damping and deformation dissipation energy was discussed, on the basis the energy ratio taking into account structural damping and displacement ductility was introduced considering a decline in long period region. Based on hysteretic model considering stiffness degradation, the relationship between seismic input energy and inelastic seismic deformation of structure was studied. A function expression considering soil classification was proposed by piecewise linear method and was verified by example of MDOF bridge structure. In making certain the total input energy and hysteretic energy demand of earthquake, as well as energy dissipation and distribution ability of MDOF structure, an energy-based damage assessment method for bridge was developed and a validation computation was conducted by 3 piers of Canada.
4. An improved dual-parameter Park-Ang damage model was developed to assess the exact damage of stiffness degradation SDOF system designed by constant ductile strength reduction factor, and it can be drawn that such method can not effectively consider the effect of cumulative damage from stiffness degradation, maybe being somewhat on the unsafe side. Based on the definition of strength reduction factor of constant performance goal, large numbers of cases of stiffness degradation SDOF system were accounted by self-writing computation program and a regression model under 5% damping was extracted. On the basis, constant performance goal non-elastic displacement spectrum compatible with UBC97 Seismic Design Code was educed, a performance-based seismic design method for bridge pier was proposed and its feasibility was checked by example. Finally, multi-phase modes effect of flexible bridge pier with high slenderness and MDOF full-bridge structure was discussed, and decomposition theory of multi-degree of freedom response spectrum was introduced to develop a performance-based seismic design method for full-bridge structure.
引文
铩颷1]范立础,王志强.桥梁延性抗震设计[M].人民交通出版社.2001
[2]M.Erdik,E.Durukal and C.Ozbey.Strong Ground Motion in 1999 Kocaeli and Duzce(Turkey)Earthquakes[C].Seventh U.S.National Conference on Earthquake Engineering.CD-ROM,2002.No.00413
[3]Nicos Makris,Shih-Po Chang.Effect of viscous,viscoplastic and friction damping on theresponse of seismic isolated structures.Earthquake Engineering and Structural Dynamics.2000
[4]M.Sasani and V.V.Bertero.Importance of Severe Pulse-Type Ground Motions inPerformance-Based Engineering:Historical and Critical Review[C],12~(th)World Conference onEarthquake Engineering,2000.CD-ROM,No.1302
[5]Bertero V.V.Mahin S.A.,Herrera R.A..Problems in Prescribing reliable designearthquakes[C].Proceedings 6~(th)World Conference on Earthquake Engineering.New Delhi,India,1977,Vol.2:1471-1476
[6]Liao W.I.,Loh C.H.,Wan S.Jean.Dynamic response of bridges subjected to near-fault groundmotions[J].Journal of Chinese Institute of Engineering.2000.23(4):455-464
[7]廖文义.隔震桥梁承受近断层地震之反应分析[J].地震工程与工程振动.2001,21(4): 102-108
铩颷8]王东生,冯启民,翟桐.近断层地震动作用下钢筋混凝土桥墩的抗震性能[J].地震工程与工程振动.2003.Vol23(1):95-102
[9]杨迪雄,李刚,程耿东.近断层脉冲型地震动作用下隔震结构地震反应分析[J].地震工程与工程振动.2005,25(2):120-124
[10]Hall JF,Heaton TH,Hailing MW,Wald DJ.Near source ground motion and its effects onflexible buildings[J].Earthquake Spectra 1995.11:569-606
[11]John F.Hall,Keri L.Ryan.Isolated buildings and the 1997 UBC near-source factors.Earthquakespectra.2000.16(2)
[12]Somerville PG.Development of an improved ground motion representation for near-faultground motions.SMIP 98,Seminar on Utilization of Strong Motion Data:Oakland,CA.1998
[13]Krawinkler H,Alavi B.Development of improved design procedures for near-fault groundmotions.SMIP 98,Seminar on Utilization of Strong Motion Data:Oakland,CA.1998
[14]L.Y.Lu,M.-H.Shih,C.-S.Chang Chien and W.-N.Chang.Seismic Performance of SlidingIsolated Structures in Near-Fault Areas[C].7~(th)National Conference on Earthquake.2002.No.00356
[15]Kuo-Chun Chang,Meng-HaoTsai,Jerry Shen and George C.Lee.Performance of a SeismicallyIsolated Bridge Under Near-Fault Earthquake Ground Motions.7~(th)National Conference onEarthquake.2002.No.00263
[16]George P.Mavroeidis and Apostolos S.Papageorgiou.Near-Source Strong Ground Motion:Characteristics and Design Issues[C].7th National Conference on Earthquake Engineering.2002No.00240
[17]Mavroeidis GP,Papageorgiou AS.A mathematical representation of near-fault ground motions.Bull Seismol Soc Am.2003.93(3):1099-1131
[18]邬鑫.近场地震速度脉冲特性及其模拟模型的研究[D].北方交通大学硕士学位论文(朱晞教授指导).2003
[19]李新乐.近断层区桥梁结构的设计地震与抗震性能研究[D].北京交通大学博士学位论文(朱晞教授指导).2005
[20]倪永军.近断层地区的设计地震研究[D].北京交通大学博士后研究报告(朱晞教授指导),2003
[21]Uniform Building Code(UBC),International Conference of Building O.cials,Whittier,CA,1997
[22]王海波.日本铁路结构抗震设计标准的主要特征.现代地震工程进展,第六界全国地震工程会议论文集,2002.10,937-941
[23]孙利民,范立础.阪神地震后日本桥梁抗震设计规范的修订.同济大学学报,2001,29(1):60-64
[24]GB50011-2001.建筑抗震设计规范[S].北京:中国建筑工业出版社.2001
[25]GBJ11-89.建筑工程抗震设计规范[S].北京:中国建筑工业出版社.1989
[26]JTJ004-89.公路工程抗震设计规范[S].北京:人民交通出版社.1990
[27]GBJ111-87.铁路工程抗震设计规范[S].北京:铁道出版社.1987
[28]范立础.桥梁抗震[M].同济大学出版社,1997
[29]朱东生,桥梁抗震设计中几个问题的研究(输入地震动·曲线桥地震响应·梁桥隔震)[D], 西南交通大学博士学位论文,1999
铩颷30]J.J.Bommer,A.S.Elnashai and A.G.Weir.Compatible Acceleration and Displacement Spectrafor Seismic Design Codes[C].Proceedings of 12th World Conference on EarthquakeEngineering.2000.CD-ROM,No.0207
[31]S.V.Tolis and E.Faccioli.Displacement Design Spectra[J],.Journal of Earthquake Engineering.1999.Vol.3,No.1:107-125
[32]M.J.N.Priestley.Performance Based Design[C].Proceedings of 12th World Conference onEarthquake Engineering.2000.CD-ROM,No.2831
[33]E.Miranda.Inelastic Displacement Ratios for Displacement-Based Earthquake ResistantDesign[C],Proceedings of 12th World Conference on Earthquake Engineering.2000.CD-ROM,No.1096
[34]A.K.Tiwari and V.K.Gupta.Scaling of Ductility and Damaged-Based Strength ReductionFactors for Horizontal Motions[J],Earthquake Engineering and Structural Dynamics.2000.Vol.29:969-987[35]倪永军,朱唏,弹塑性结构基于位移的抗震设计[J],地震工程与工程振动.2000.Vol.20,No.1:180-184
[36]Applied Technology Council.ATC-34,A Critical Review of Current Approaches toEarthquake-Resistant Design.ATC:Redwood City,CA.1995
[37]Structural Engineers Association of California.Vision 2000,Conceptual Framework forPerformance Based Seismic Engineering of Buildings.SEAOC:Sacramento,CA,USA.1995
[38]Applied Technology Council.ATC-40,Seismic evaluation and retrofit of concrete buildings,Vols.1&2,Report No.SSC 96-01,ATC:Redwood City,CA,U.S.A.,1996
[39]Building Seismic Safety Council.FEMA 273,Second Ballot Version NEHRP Guidelines forSeismic Rehabilitation of Buildings.BSSC:Washington DC,U.S.A.,1997
[40]小谷俊介.日本基于性能结构抗震设计方法的发展[J].建筑结构,2000,30(6):15-18.
[41]Kamel Abdelkader Tayebi.Evaluation of Ground Motion Intensity-Response Relations forPerformance-Based Design of Frame Buildings[D].Canada:Cornell University,2002
[42]王光远等.工程结构与系统抗震优化设计的实用方法.北京:中国建筑工业出版社.1999
[43]吕西林,周定松.考虑场地类别与设计分组的延性需求谱和弹塑性位移反应谱.地震工程与工程振动.2004.24(1)
[44]周定松,吕西林等.钢筋混凝土框架梁的变形能力及基于性能的抗震设计方法.地震工程与工程振动.2005.25(4)
[45]王亚勇.建筑抗震设计中地震作用取值.建筑科学.1999,15(5):32-39
[46]NEHRP recommended provisions for the development of seismic regulations for newbuildings-Commentary.Fed.Emergency Mgmt.Agency,Washington,D.C.1991
[47]Eurocode8:Design Provisions for Earthquake Resistance of Structures,Part 1.1:GeneralRules-Seismic Actions and General Requirements for Structures[S].DD ENV 1998-1-1:1996
[48]郭子雄,基于变形的抗震设计理论及应用研究.同济大学博士学位论文.2000
[49]郝敏,谢礼立,李伟.从集集地震看建筑物震害与地震动参数的关系.地震工程与工程振动.2005年06期
[50]王亚勇,皮声援.台湾9.21大地震特点及震害经验.工程抗震.2000,vol.2(83):42-46
[51]Nakamura Y.,Hidaka K.,Saita J.,et al.Strong acceleration and damage of the 1995 Hyogo-ken-Nanbu earthquake.JR Earthquake Information Rep.No.236.Japan Railway Tech.,
Res.Inst..1995
铩颷52]王亚勇.关于设计反应谱,时程分析法和能量法的探讨.建筑结构学报.2000.vol.21(1):21-28
[53]Kennedy,R.P.Peak acceleration as a measure of damage.Pro.4~(th)International Seismic onExtreme-load Design of Nuclear Power Facilities,France,Aug.1981:367-378
[54]Luis D.Decanini,Fabrizio Mollaioli.An energy-based methodology for the assessment ofseismic demand.[J]Soil Dynamics and Earthquake Engineering.2001,21:113-137
[55]Gaetano Manfredi,Maria Polese,Edoardo Cosenza.Cumulative Demand of the EarthquakeGround Motions in the Near Source[J]Earthquake Engineering and Structural Dynamic,2003,32,1853-1865
[56]Kevin.K.F.Wong.Inelastic Seismic Response Analysis Based on Energy Density Spectra.[J]Journal of Earthquake Engineering,2004.8:315-334
[57]Houser G W.Limit Design of Structures to Resist Earthquake.[C]Proc.1~(st)World conf.Earthquake Eng.Berkeley,California.1956.5-1:5-13
[58]G.V.Berg and S.S.Thomaides.Energy consumption by structures in strong-motion earthquake.Pro.Of second WCEE,Tokyo,Japan,1960:681-697
[59]W.E.Mckevitt,D.L Anderson,N.D.Nathan,et al.Hysteretic energy spectra in seismic design.Pro.Of 7th WCEE,Istanbul,Turkey,1980:3.26-3.28
[60]Kamamnra,H.and Galambos,T.V.Earthquake loads for structural reliability.J.Struct.Eng.,ASCE,1989,vol.115(6):1446-1462
[61]Zahrah T,Hall J.Earthquake energy absorption in SDOF structures.Journal of the StructuralDivision,ASCE 1984:8
[62]Akiyama H.Earthquake-resistant limit-state design for buildings.Tokyo,Japan:University ofTokyo Press,1985
[63]Uang CM,Bertero VV.Implicatioas of recorded earthquake ground motions on seismic designof buildings structures.Report no.UCB/EERC-88/13,Earthquake Engineering Research Center,University of California at Berkeley,1988
[64]Uang CM,Bertero VV.Use of energy as a design criterion in earthquake resistant design.Reportno.UCB/EERC-88/18,Earthquake Engineering Research Center,University of California atBerkeley,1988
[65]Fajfar P,Vidic T,Fishinger M.Seismic demand in medium and longperiod structures.Earthquake Engineering and Structural Dynamics.1989.18:1133-44
[66]Fajfar P,Fishinger M.A seismic design procedure including energy concept.Proceedings of the9th European Conference on Earthquake Engineering,Moscow.1990.2:312-21
[67]Uang CM,Bertero VV.Evaluation of seismic energy in structures.Earthquake Engineering andStructural Dynamics.1990.19:77-90
[68]Fajfar P,Vidic T,Fishinger M.On energy demand and supply in SDOF systems.In:Fajfar P,Krawinkler H,editors.Nonlinear seismic analysis of reinforced concrete buildings.London:Elsevier.1992.p.41-61
[69]Fajfar P,Vidic T.Consistent inelastic design spectra:hysteretic and input energy.EarthquakeEngineering and Structural Dynamics.1994.23:523-32
[70]Lawson RS, Krawinkler H. Cumulative damage potential of seismic ground motion. In: Duma G, editor. Proceedings of the 10th European Conference on Earthquake Engineering. Wien: Balkema. 1995. p. 1079-86
[71]Bertero VV. State-of-the-art report on: design criteria. Proceedings of the 11th World Conference on Earthquake Engineering. Elsevier Science Ltd. 1996. Paper no. 2005
[72]Mander JB, Dutta A. How can energy based seismic design be accommodated in seismic mapping. In: Friedland, Power, Mayes, editors. Proceedings of the FHWA/NCEER Workshop On The National Representation Of Seismic Ground Motion For New And Existing Highway Facilities. Technical Report NCEER-97-0010. 1997. p.115-23
[73]Y.H.Chai, P. Fajfar A Procedure for Estimation Input Energy Spectra for Seismic Design Journal of Earthquake Engineering. 2000:Vol.4:539-561
[74]Y.H.Chai. Incorporating Low-Cycle Fatigue Model into Duration-Dependent Inelastic Design Spectra. Engineering and Structural Dynamics, published online in Wiley Inter Science (www.interscience.wiley.com). DOI:10.1002/eqe.422. 2005
[75]Bertero VV. Performance-based seismic engineering: a critical review of proposed guidelines. In: Fajfar P, Krawinkler H, editors. Proceedings of the International Workshop on Seismic Design Methodologies for the Next Generation of Codes. Rotterdam: Balkema. 1997. p. 1-31
[76]Hall WL, Nau JM, Zahrah TF. Scaling of response spectra and energy dissipation in SDOF systems. Proceedings of the Eighth World Conference on Earthquake Engineering, 1960, vol. IV. Englewood Cli_s, NJ: Prentice-Hall, Inc., 1984; 7-14
[77]Bruneau M, Wang N. Normalized energy-based methods to predict the seismic ductile response of SDOF structures. Engineering Structures 1996. 18:13-28
[78]Bertero RD, Bertero W, Teran-Gilmore A. Performance-based earthquake-resistant design based on comprehensive design philosophy and energy concepts. Proceedings of the Eleventh World Conference on Earthquake Engineering. 1996. Disc 2, Paper No. 611
[79]Chou, Chung-Che, Uang Chia-Ming. Establishing absorbed energy spectra: an attenuation approach. Earthquake Engineering and Structural Dynamics. 2000.1441-1445
[80]Kuwamura H, Kirino Y, Akiyama H. Prediction of earthquake energy input from smoothed Fourier amplitude spectrum. Earthquake Engineering and Structural Dynamics. 1994. 23:1125-1137
[81]Berg, GV., and Thomaides, S.S. Energy Consumption by Structures in Strong-Motion Earthquakes. Proceedings of the 2~(nd) World Conference on Earthquake Engineering, Tokyo, Japan. 1960. pp. 681-696
[82]Zahrah, T.F., and Hall, W.J. Seismic Energy Absorption in Simple Structures, Structural Research Series No. 501, University of Illinois, Urbana, Illinois. 1982
[83]Nakashima, M., Saburi, K., and Tsuji, B."Energy Input and Dissipation Behavior of Structures with Hysteretic Dampers," Earthquake Engineering and Structural Dynamics. 1996. Vol.19, No.1, pp. 77-90
[84]Gaetano Manfredi. Evaluation of seismic energy demand[J] Earthquake Engineering and Structural Dynamics. 2001.30,485-499
[85]Mario Ordaz, Benjamin Huerta. Exact computation of input-energy spectra from fourier amplitude spectra[J] Earthquake Engineering and Structural Dynamics. 2003. 32: 597-605
铩颷86]公茂盛,谢礼立,章文波.地震动输入能量衰减规律的研究.地震工程与工程振动.2006.Vol.23(3)
[87]公茂盛,翟长海,谢礼立,章文波.地震动滞回能量谱衰减规律研究.地震工程与工程振动.2004.Vol.24(2)
[88]熊仲明,史庆轩,王社良.结构能量分析非线性地震反应的理论研究.西安建筑科技大学学报.2005.Vol.37,No.2
[89]Japanese Building Code.Ministry of Construction:Japan,1985
[90]Japanese Building Code.Ministry of Construction:Japan,2001
[91]W.E.Mckevitt,D.L Anderson,N.D.Nathan,et al.Towards a simple energy method for seismicdesign of structures.Pro.2~(nd)U.S.nat.conf.earthquake eng.,Stanford,CA,1979:383-392
[92]Minami T.,Osawa Y.Elastic-plastic response spectra for different hysteretic rules.Earthquakeeng.Struct.dyn.1988.vol.16(5):555-568
[93]G.R.Mckay,H.E.Chapman and D.K.Kirkcaldie.Seismic isolation:New Zealand applications.Earthquake spectra.1990.vol.6(2):203-222
[94]T.Vidic,P.Fajfar and M.Fischinger.On the hysteretic to input energy ratio.Pro.6~(th)Canadaconf.earthquake eng.,Toronto.1991:262-276
[95]Helen M.G and L.K.Stevens.Energy dissipation in determinated steel beams.J.struct.eng,ASCE.1992.vol.118(1):1-18
[96]Goel,R.K."Energy Based Approach to Earthquake Response of Asymmetric System,"Proceedings of Structural Congress.1997.Vol.2
[97]周云,周福霖.耗能减震体系的能量设计方法.世界地震工程.1997.Vol.13(4)
[98]周云,徐彤,贺明玄.基础隔震结构的能量设计方法.地震工程与工程振动.2000.Vol.20(3)
[99]肖明葵,刘纲.结构的滞回耗能特性及其影响因素分析.《工程力学》(增刊).2000
100]Decanini LD,Mollaioli F,Toward The Definition Of The Relation Between Hysteretic AndInput Energy.6~(th)V.S.National Conference on Earthquake Engineering,Seattle,5.30-6.4 1998
[101]Leger,P.,and Dussault,S."Seismic-Energy Dissipation in MDOF Structures," Journal ofStructural Engineering,ASCE.1992.Vol.118,pp.1251-1269
[102]Khashaee,P.,Mohraz,B.,Sadek,F.,Lew,H.S.,and Gross,J.L.Energy-based approach forseismic design:Energy spectra,report NISTIR 6599,National Institute of Standards andTechnology.2001.44 pp
[103]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.西安建筑科技大学学报(自然科学版).2005.Vol.37(2)
[104]白绍良,黄宗明,肖明葵.结构抗震设计的能量分析方法研究述评.建筑结构.1997(4)
[105]Bertero V V.Structural Engineering Aspects of Seismic Zonation.Proc.4~(th)Int.Conf.OnSeismic Zonation,Stanford University,Stanford,CA.1991:261-321
[106]经杰,叶列平,钱稼茹.不均匀剪切型层模型结构基于能量概念的弹塑性地震位移反应分析.土木工程学报,2003年第12期
[107]朱建华,沈蒲生.基于能量原理的钢筋混凝土框架结构层间弹塑性位移求解.工程抗震与加固改造.2005.Vol.27(5)
[108]Veletsos,A.S.,and Newmark,N.M."Effect of Inelastic Behavior on the Response of SimpleSystems to Earthquake Motions," Proceedings of the 2~(nd)World Conference on EarthquakeEngineering.1960.Ⅱ,pp.895-912
铩颷109]Housner,G.W."Measures of severity of earthquake ground shaking," Proceedings of the 1~(st)U.S.National Conference on Earthquake Engineering,EERI,Oakland,California.1975.pp.25-33
[110]Park,Y.J.,and Ang,A.H.-S."Mechanistic Seismic Damage Model for Reinforced Concrete,"Journal of Structural Engineering,ASCE.1985.Vol.111,No.4:7 22-739
[111]Miyakoshi,J.and Hayashi,Y."Correlation of Building Damage with Indices of SeismicGround Motion Intensity During the 1999 Chi-Chi,Taiwan Earthquake," Proceedings ofInternational Workshop on Annual Commemoration of Chi-Chi Earthquake,NCREE,Taipei,Taiwan.2000.Vol.Ⅱ:337-348
[112]EERI.The 1999 Chi-Chi,Taiwan,Earthquake Reconnaissance Report,Earthquake Spectra.2001.Vol.17,Supplement A,183 pp
[113]Lybas,J.and Sozen,M.A.Efect of Beam Strength Ratio on Dynamic Behavior of ReinforcedConcrete Coupled Walls,report SRS No.444.,University of Illinois,Urbana-Champaign.1977
[114]Krawinkler H,Zohrei M.Cumulative damage in steel structures subjected to earthquakeground motions.Journal on Computers and Structures.1983.(16):531-541
[115]Chung Y S,Meyer C,Shinozuka M.Seismic damage assessment of reinforced concretmembers.Report NCEER-87-0022,National Center for Earthquake Engineering Research,State University of New York at Buffalo.1987
[116]刘伯权.钢筋混凝土抗震结构的破坏准则及可靠度分析.重庆建筑大学博士论文.1994
[117]Bretero VV,Uang CM.Issues and Future Directions in the Use of an Energy Approach forSeismic resistant Design of Structures[A].Nonlinear Seismic Analysis and Design ofReinforced Concrete Buildings[C].Amsterdam:Elsevier Applied Science.1992.3-22
[118]Dawn E.Lehman,Jack P.Moehle.Seismic Performance of Well-Confined Concrete BridgeColumns[R].University of California,Berkeley.PEER Report:98-01
[119]R.D Bertero,V.V.Bertero.Performance-Based Seismic Engineering:the Need for ReliableConceptual Comprehensive Approach[J].Earthquake Eng.Stru Dyn.2002.31:627-652
[120]Park,Y.J.,Ang,A.H.-S.,and Wen,Y.K."Damage-Limiting Aseismic Design of Buildings,"Earthquake Spectra.1987.Vol.3,No 1,pp.1-26
[121]Carr,A.J.,and Tabuchi,M."The Structural Ductility and the Damage Index for ReinforcedConcrete Structure under Seismic Excitations," Proceedings of 2~(nd)European Conference onStructural Dynamics.1993.pp.169-176
[122]Basu,B.and Gupta,V.K "A Note on Damage-Based Inelastic Spectra," EarthquakeEngineering and Structural Dynamics.1996.Vol.25,pp.421-433
[123]牛荻涛.改进的钢筋混凝土结构双参数地震破坏模型.地震工程与工程振动.1996.16(4):p44-54
[124]Rafael Riddell,Jaime E.Garcia.Hysteretic energy spectrum and damage control[J]EarthquakeEngineering and Structural Dynamics.2001.30:1791-1816
[125]Khashaee,P.,Mohraz,B.,Sadek,F.,Lew,H.S.,and Gross,J.L.Distribution of EarthquakeInput Energy in Structures,report NISTIR 6903.National Institute of Standards and Technology,2003.75 pp
[126]王东升,冯启民.考虑低周疲劳寿命的改进Park-Ang地震损伤模型.土木工程学报.2004.Vol.37(11)
[127]傅剑平,王敏,白绍良.对用于钢筋混凝土结构的Park-Ang双参数破坏准则的识别和修 正,地震工程与工程振动.2005.Vol.25(5)
铩颷128]Y.H.Chai,P.Fajfar.Formulation of Duration-Dependent Inelastic Seismic Design Spectrum.[J]Journal of Structural Engineering.1998.124:913-921
[129]Arroyo-Espinoza,A.,Teran-Gilmore,A.Use of Strength Reduction Factor to Account For LowCycle Fatigue.2002.7NCEE
[130]L.P.,Ye and S.Otani,Maximum seismic displacement of inelastic systems based on energyconcept,Earthquake Engng.Struct.Dyn.1999.28:pp1483-1499
[131]T.B.Panagiotakos and M.N.Fardis.A displacement-based seismic design procedure for RCbuildings and comparison with WC8.Earthquake eng.Struct.Dyn.2001.vol.30(9):1439-1462
[132]Norio H.,Tomaya T.and Norio I.Damaging properties of ground motions and responsebehavior of structures based on momentary energy response.Pro.Of 12~(th)WCEE,New Zealand,2000:CD-ROM
[133]Nakamura Y.and Kabeyasawa T.Estimation of maximum displacement response of reinforcedconcrete structures base on energy input spectrum.Transactions of the Japan Concrete Institute.1996.vol.18(2):205-212
[134]Yutaka H.Momentary energy absorption and effective loading cycles of structures duringearthquakes.Pro.Of 12~(th)WCEE,New Zealand,2000:CD-ROM
[135]Norio Hori,Norio Inoue.Damaging properties of ground motions and prediction of maximumresponse of structures based on momentary energy response[J]Earthquake Engineering andStructural Dynamics.2002.31:1657-1679
[136]胡兀冗,王亚勇.地震动瞬时能量与结构最大位移反应关系研究[J].建筑结构学报.2000.21(1)
[137]胡冗冗,王亚勇.基于瞬时输入能量的SDOF弹塑性结构最大位移反应分析[J].世界地震工程.2002.18(4)
[138]肖明葵,白绍良,赖明,刘纲.基于滞回耗能的抗震结构最大位移反应[J].重庆大学学报.2003.26(3)
铩颷1]Loh C H,Wan S,Liao W I.Effects of hysteretic model on seismic demands:consideration ofnear-fault ground motions[J].The Structural Design of Tall Buildings.2002.11:155-169
[2]Malhotra PK.Response of buildings to near-field pulse-like ground motions[J].EarthquakeEngineering and Structural Dynamics.1999.28:1309-1326
[3]杨迪雄,李刚,程耿东.隔震结构的研究概况和主要问题[J].力学进展.2003.3:325-335
[4]Nicos Makris,Shih-Po Chang.Effect of viscous,viscoplastic and friction damping on theresponse of seismic isolated structures.Earthquake Engineering and Structural Dynamics.2000
[5]Liao W I,Loh C H,Wan S.Earthquake response of RC moment frames subjected to near-faultground motions[J].The Structural Design of Tall Buildings.2001.10:219-229
[6]Mavroeidis G P,Dong G,Papageorgiou A S.Near-fault ground motions,and the response ofelastic and inelastic single-degree-of-freedom system[J].Earthquake Engineering and StructuralDynamics.2004.33:1023-1049
[7]Seismic Design of Buildings and Bridges.[美]艾伦.威廉斯.建筑与桥梁抗震设计.北京:中国水利水电出版社.2002
[8]JTJ004-89.公路工程抗震设计规范[S].北京:人民交通出版社.1990
[9]GB50011-2001.建筑抗震设计规范[S].北京:中国建筑工业出版社.2001
[10]GBJ111-87.铁路工程抗震设计规范[S].北京:铁道出版社.1987
[11]Heaton T H,Hall JF,Wald D J,et al.Response of high-rise and base isolated buildings to ahypothetical Mw 7.0 blind thrust earthquake[J].Science.1995.267(13):206-211
[12]Kelly J M.The role Of damping in seismic isolation[J].Earthquake Engineering and StructuralDynamics.1999.28:3-20
[13]Jangid R S,Kelly J M.Base isolation for near-fault motions[J].Earthquake Engineering and Structural Dynamics.2001.30(5):691-707
铩颷14]廖文义,罗俊雄,万绚.隔震桥梁承受近断层地震之反应分析[J].地震工程与工程振动.2001.21(4):102-108
[15]范立础,王君杰.桥梁抗震设计规范的现状与发展趋势.地震工程与工程振动.2001.Vol.21,No.2
[16]范立础,王志强.桥梁减隔震设计.人民交通出版社.2001
[17]J.S Hwang,C.Y.Lin.Analysis accuracy Implied by Equivalent Linear Models of BridgeIsolation,Eleventh World Conference on Earthquake Engineering.1996
[18]杨迪雄,李刚,程耿东.近断层地震动作用下隔震结构的优化设计.世界地震工程.2006.Vol.22,No.1
[19]王东生,冯启民,翟桐.近断层地震动作用下钢筋混凝土桥墩的抗震性能,地震工程与工程振动.2003.Vol23(1):95-102
[20]Anderson JC,Bertero VV.Uncertainties in establishing design earthquakes.J Struct Eng,ASCE1987.113:1709-24
[21]Hall JF,Heaton TH,Halling MW,Wald DJ.Near source ground motion and its effects onflexible buildings.Earthquake Spectra.1995.11:569-606
[22]Makris N.Rigidity-plasticity-viscosity:can electrorheological dampers protect base-isolatedstructures from near-source ground motions Earthquake Eng Struct Dyn.1997.26:571-91
[23]Krawinkler H,Alavi B.Development of improved design procedures for near-fault groundmotions.SMIP 98,Seminar on Utilization of Strong Motion Data:Oakland,CA.1998
[24]Sasani M,Bertero VV.Importance of severe pulse-type ground motions in performance-basedengineering:Historical and critical review.Proceedings of the 12th World Conference onEarthquake Engineering(12WCEE),Auckland,New Zealand.2000
[25]Mylonakis G,Reinhorn AM.Yielding oscillator under triangular ground acceleration pulse.Journal of Earthquake Engineering 2001.5:225-51
[26]Zhang Y,Iwan WD.Active interaction control of tall buildings subjected to near-field groundmotions.Journal of Structural Engineering,ASCE 2002.128:69-79
[27]Somerville PG,Smith NF,Graves RW,Abrahamson NA.Modification of empirical strongground motion attenuation relations to include the amplitude and duration effects of rupturedirectivity.Seismol Res Lett.1997.68(1):199-222
[28]Somerville PG.Development of an improved ground motion representation for near-faultground motions.SMIP 98,Seminar on Utilization of Strong Motion Data:Oakland,CA.1998
[29]Alavi B,Krawinkler H.Consideration of near-fault ground motion effects in seismic design.Proceedings 12th World Conference on Earthquake Engineering,New Zealand.2000
[30]Somerville PG.New developments in seismic hazard estimation.Proceedings of the 6thInternational Conference on Seismic Zonation(6ICSZ),Palm Springs,CA,November 12-15.2000
[31]Mavroeidis GP,Papageorgiou AS.A mathematical representation of near-fault ground motions.Bull Seismol Soc Am 2003.93(3):1099-1131
[32]B.Alavi and H.Krawinkler,Consideration of Near-Fault Ground Motion Effects in SeismicDesign[C],12th World Conference on Earthquake Engineering,2000.No.2665
[33]L.Y.Lu,M.-H.Shih,C.-S.Chang Chien and W.-N.Chang.Seismic Performance of Sliding Isolated Structures in Near-Fault Areas[C],7~(th)National Conference on Earthquake Engineering,
2002.No.00356
铩颷34]Kuo-Chun Chang,Meng-HaoTsai,Jerry Shen and George C.Lee.Performance of a SeismicallyIsolated Bridge Under Near-Fault Earthquake Ground Motions,7~(th)National Conference onEarthquake,.2002.No.00263
[35]Makris N,Roussos Y.Rocking response and overturning of equipment under horizontal pulsetype motion[R].PEER Report 1998-05.Berkeley:College of Engineering University ofCalifornia,1998.1-81
[36]C.Menun and Q.Fu,An Analytical Model for Near-Fault Ground Motions and the Response ofSDOF Systems[C],Seventh U.S.National Conference on Earthquake Engineering,Boston,Massachusetts.2002.No.00011
[37]George P.Mavroeidis and Apostolos S.Papageorgiou.Near-Source Strong Ground Motion:Characteristics and Design Issues[C],7~(th)National Conference on Earthquake Engineering.2002.No.00240
[38]李新乐,朱晞.近断层地震动等效速度脉冲研究.地震学报.2004.Vol.26,No.26
[39]Jonathan D.Braya,Adrian Rodriguez-Marekb.Characterization of forward-directivity groundmotions in the near-fault region,Soil Dynamics and Earthquake Engineering.2004.24:815-828
[40]Rodriguez-Marek A,Bray JD,Abrahamson NA.An empirical geotechnical seismic site responseprocedure[J].Earthquake Spectra.2001.17(1):65-87
[41]李新乐.近断层区桥梁结构的设计地震与抗震性能研究[D].北京交通大学博士学位论文(朱晞教授指导).2005
[42]徐龙军,谢礼立.近断层地区抗震设计谱研究.东南大学学报(自然科学版).2005.第35卷增刊
[43]邬鑫.近场地震速度脉冲特性及其模拟模型的研究[D].北方交通大学硕士学位论文(朱晞教授指导).2003
[44]胡聿贤.地震工程学[M].北京:地震出版社.1988.194-202
[45]Housner G W.Limit Design of Structures to Resist Earthquake.Proc.1~(st)World conf.EarthquakeEng.Berkeley,California,.1956.5-1:5-13
[46]Uang CM,Bertero VV.Use of energy as a design criterion in earthquake-resistant design.Report No.UBC/EERC-88/18.Berkeley:Earthquake Engineering Research Center,University ofCalifornia.1988
[47]周云,周福霖.耗能减震体系的能量设计方法.世界地震工程.1997.Vol.13(4)
[48]Bruneau,M.,and Wang,N."Some Aspects of Energy Methods for the Inelastic SeismicResponse of Ductile SDOF Structures,Engineering Structures.1996.Vol.18 No.1,pp.1-12
[49]Akiyama H.Earthquake-resistant design method for buildings based on energy balance.GihodoShuppan:Tokyo.1999.25-26
[50]Uang CM,Bertero VV.Evaluation of seismic energy in structures.Earthquake Engineering andStructural Dynamics.1990.19:77-90
[51]公茂盛,谢礼立,章文波.地震动输入能量衰减规律的研究.地震工程与工程振动.2006.Vol.23(3)
[52]Berg,G.V.,and Thomaides,S.S."Energy Consumption by Structures in Strong-Motion Earthquakes," Proceedings of the 2~(nd)World Conference on Earthquake Engineering,Tokyo,
Japan.1960.pp.681-696
铩颷53]胡冗冗,王亚勇.地震动瞬时能量与结构最大位移反应关系研究.建筑结构学报.2000.Vol.21(1)
[54]Babak Alavi-Shushtari,Effects of Near-Fault Ground Motions on Frame Structures[D]U.S.A:the Department of Civil and Environmental Engineering,Stanford University,1996
[55]Heaton TH,Hall JF,Wald DJ,Hailing MW.Response of high-rise and base-isolated buildings ina hypothetical MW 7.0 blind thrust earthquake[J].Science.1995.267:206-211
[56]Loh,C.H.,Liao,W.I.,and Chai,J.F.Effect of near-fault earthquake on bridges:Lessonslearned from Chi-Chi earthquake.Proc.,3rd National Seismic Conf and Workshop on Bridgesand Highways,FHWA Western Resource Center and MCEER,Portland,Ore..2002.211-222
[57]Jeung-Geun Park,Hisanori Otsuka.Optimal Yield Level Of Bilinear Seismic IsolationDevices[J].Earthquake Engineering and Structural Dynamics.1999.28:941-955
铩颷1]Housner GW.Limit design of structures to resist earthquakes.Proceedings of the First WorldConference on Earthquake Engineering.1956.vol.5:1-12
[2]白绍良,黄宗明,肖明葵,结构抗震设计的能量分析方法研究述评.建筑结构.1997.第4期
[3]Hall WL,Nau JM,Zahrah TF.Scaling of response spectra and energy dissipation in SDOFsystems.Proceedings of the Eighth World Conference on Earthquake Engineering,1960,vol.Ⅳ.Englewood Cli_s,NJ:Prentice-Hall,Inc..1984.7-14
[4]Zahrah TF,Hall WJ.Earthquake energy absorption in SDOF systems.Journal of StructuralEngineering.1984.110:1757-1772
[5]Bruneau M,Wang N.Normalized energy-based methods to predict the seismic ductile responseof SDOF structures.Engineering Structures.1996.18:13-28
[6]Chou,Chung-Che,Uang Chia-Ming.Establishing absorbed energy spectra:an attenuationapproach.Earthquake Engineering and Structural Dynamics.2000.1441-1445
[7]Kuwamura H,Kirino Y,Akiyama H.Prediction of earthquake energy input from smoothedFourier amplitude spectrum.Earthquake Engineering and Structural Dynamics.1994.23:1125-1137
[8]Akiyama H.Earthquake Resistant Limit-State Design for Buildings[M].Tokyo:University ofTokyo Press.1985
铩颷9]Uang CM,Bertero VV.Use of energy as a design criterion in earthquake-resistant design.ReportNo.UBC/EERC-88/18.Berkeley:Earthquake Engineering Research Center,University ofCalifornia.1988
[10]Uang CM,Bertero VV.Evaluation of seismic energy in structures.Earthquake Engineering andStructural Dynamics.1990.19:77-90
[11]Kuwamura,H.,Kirino,Y.,and Akiyama,H.Prediction of Earthquake Energy Input fromSmoothed Fourier Amplitude Spectrum.Earthquake Engineering Structural Dynamics.1993 Vol.23,No.10,pp.1125-1137
[12]Fajfar,P.,Vidic,T.,and Fischinger,M.Seismic Design in Medium-and Long-Period Structures.Earthquake Engineering and Structural Dynamics.1989.Vol.18,pp.1133-1144
[13]P.Fajfar.Equivalent Ductility Factor,Taking into Account Low-Cycle Fatigue.[J]EarthquakeEngineering and Structural Dynamic.1992.21:837-848
[14]Y.H.Chai,P.Fajfar A Procedure for Estimation Input Energy Spectra for Seismic DesignJournal of Earthquake Engineering.2000.Vol.4:539-561
[15]Y.H.Chai,2005,Incorporating Low-Cycle Fatigue Model into Duration-Dependent InelasticDesign Spectra.Engineering and Structural Dynamics,published online in Wiley Inter Science(www.interscience.wiley.com).DOI:10.1002/eqe.422
[16]Japanese Building Code[S].Ministry of Construction,Japan,1985
[17]Japanese Building Code[S].Ministry of Construction,Japan,2001
[18]公茂盛,谢礼立,章文波.地震动输入能量衰减规律的研究.地震工程与工程振动.2006.Vol.23(3)
[19]Tanahashi R.Studies on the non-linear vibrations of structures subjected to destructiveearthquakes.Proceedings of the First World Conference on Earthquake Engineering.1956
[20]Berg,G.V.,and Thomaides,S.S.Energy Consumption by Structures in Strong-MotionEarthquakes.Proceedings of the 2~(nd)World Conference on Earthquake Engineering,Tokyo,Japan.1960.pp.681-696
[21]Kawamura H and Galambos T V,Earthquake Loads for Structural Reliability.Journal of theStructural Engineering,ASCE.1989.Vlo.115,No.6:1446-1462
[22]Trifunac,M.D.,and Brady,A.G.A Study on the Duration of Strong Earthquake Ground Motion.Bulletin of Seismological Society of America.1975.65,pp.581-626
[23]Manfredi,G.Evaluation of Seismic Energy Demand.Earthquake Engineering StructuralDynamics.2001.Vol.30,pp.485-499
[24]Vidic T,Fajfar P,Fischinger M.Consistent inelastic design spectra:Strength and displacement.Earthquake.Engineering and Structural Dynamics.1994.23:507-521
[25]Bertero VV.Performance-based seismic engineering:a critical review of proposed guidelines.In:Fajfar P,Krawinkler H,editors.Proceedings of the International Workshop on Seismic DesignMethodologies for the Next Generation of Codes.Rotterdam:Balkema.1997.p.1-31
[26]Nakashima,M.,Saburi,K.,and Tsuji,B.Energy Input and Dissipation Behavior of Structureswith Hysteretic Dampers.Earthquake Engineering and Structural Dynamics.1996.Vol.19,No.1,pp.77-90
[27]Chou C-C,Uang C-M.An evaluation of seismic energy demand:an attenuation approach.PEERReport:2000/04
铩颷28]A.Benavent-Climent,L.G.Pujades and F.Lopez-Almansa.Design energy input spectra formoderate-seismicity regions.Earthquake Engineering and Structural Dynamics 2002.31:1151-1172
[29]NCSE-94:Norma de Construction Sismorresistente:Parte General y Edificacion.Ministerio,Spain.1994
[30]N.M.Newmark and W.J.Hall,Seismic Design Criteria for Nuclear Reactor Facilities[C],Proceedings of4th World Conference on Earthquake Engineering,Sandiago de Chile,Vol.Ⅱ,B5,1969.1-12
[31]J.J.Bommer,A.S.Elnashai and A.G.Weir,Compatible Acceleration and Displacement Spectra for SeismicDesign Codes[C],Proceedings of 12th World Conference on Earthquake Engineering,CD-ROM.2000.No.0207
[32]Eurocode8:Design Provisions for Earthquake Resistance of Structures,Part 1.1:General Rules-Seismic Actions and General Requirements for Structures[S].DD ENV 1998-1-1:1996
[33]GB50011-2001.建筑抗震设计规范[S].北京:中国建筑工业出版社.2001
[34]GBJ111-87.铁路工程抗震设计规范[S].北京:铁道出版社.1987
[35]JTJ004-89.公路工程抗震设计规范[S].北京:人民交通出版社.1990
[36]Uniform Building Code(UBC),International Conference of Building O.cials,Whittier,CA,1997
[37]ATC-32:Improved Seismic Design Guidelines for Briges[S],Applied Technology Council,Redwood City,1996
[38]Clough RW,Penzien J.Dynamics of Structures(2~(nd)edn)[M].New York:McGraw Hill,1993
[39]杨迪雄,李刚,程耿东.近断层脉冲型地震动作用下隔震结构地震反应分析[J].地震工程与工程振动,2005,25(2):120-124
[40]东南大学主编,建筑结构抗震设计.中国建筑工业出版社.1999.p48-49
[41]范立础.桥梁抗震[M],同济大学出版社.1997
[42]Hudson DE.Response spectrum techniques in engineering seismology.Proceedings of the FirstWorld Conference on Earthquake Engineering,1956.
[43]Hudson DE.Some problems in the application of spectrum techniques to strong motionearthquake analysis.Bulletin of the Seismological Society of America 1962;52(2):180-199
[44]倪永军.桥梁结构抗震设计的设计地震与基于位移的抗震设计方法[D].北方交通大学博士学位论文.2001:26-27
[45]吕红山,赵凤新.适用于中国场地分类的地震动反应谱放大系数.地震学报.2007,Vol.29,No.1:65-76
[46]周锡元,王国权,杨润林,高晓安.1999年9月21日台湾集集地震中不同场地上峰值加速度的衰减特征.大型复杂结构的关键科学问题及设计理论研究论文集[M],2001,406-413
铩颷1]GB50011-2001.建筑抗震设计规范[S].北京:中国建筑工业出版社.2001
[2]Akbas B.Energy-based earthquake resistant design of steel moment resisting frames.PhD thesis,Department of Civil and Architectural Engineering,Illinois Institute of Technology.1997
[3]Lawson RS,Krawinkler H.Cumulative damage potential of seismic ground motion.In:Duma G,editor.Proceedings of the 10th European Conference on Earthquake Engineering.Wien:Balkema.1995.p.1079-86
[4]Manfredi G.,S time energetiche e potenziale di danno sismico.Ⅶ Convegno Nazionale:L'ingegneria sismica in Italia,Siena.1995.1,43-52
[5]Luis D.Decanini,Fabrizio Mollaioli,An energy-based methodology for the assessment ofseismic demand,Soil Dynamics and Earthquake Engineering.2001.113-137
[6]A.Benavent-Climentl,L.G.Pujades and F.Lopez-Almansa.Design energy input spectra formoderate-seismicity regions Earthquake Engng Struct.Dyn.2002.31:1151-1172(DOI:10.1002/eqe.153)
[7]Akiyama H.Earthquake-resistant limit-state design for buildings.Tokyo,Japan:University ofTokyo Press,1985
[8]Fajfar P,Vidic T,Fishinger M.On energy demand and supply in SDOF systems.In:Fajfar P,Krawinkler H,editors.Nonlinear seismic analysis of reinforced concrete buildings.London:Elsevier.1992.p.41-61
[9]Teran-Gilmore A.Performance-based earthquake-resistant design of framed buildings usingenergy concepts.Ph.D.dissertation.Department of Civil Engineering,University of California atBerkeley,1996
[10]Teran-Gilmore A.Energy concepts and damage indices.Proceedings of the EERC-CUReSymposium in honor of Vitelmo V.Bertero.California:Berkeley.1997
[11]Kuwamura H,Galambos TV.Earthquake load for structural reliability.Journal of StructuralEngineering ASCE 1989.115(6):1446-1462
[12]Hirao,K.,et al.The effect of duration and frequency content of earthquake motion on energyresponses of SDOF structures.Proceedings of the Ninth World Conference on EarthquakeEngineering.1988.Vol.Ⅴ,pp.141-146;Tokyo
[13]Fajfar,P.,"Equivalent ductility factor,taking into account low-cycle fatigue" EarthquakeEngineering and Structural Dynamics.1992.Vol.21,837-848
[14]Chin-Hsiung Loh and Shu-Hsien Chao,THE USE OF DAMAGE FUNCTION INPERFORMANCED-BASED SEISMIC DESIGN OF STRUCTURES,13th World Conference onEarthquake Engineering Vancouver,B.C.,Canada August 1-6.2004.Paper No.3257
[15]Lieping Ye and Shunsuke Otani.Maximum seismic displacement of inelastic systems based onenergy concept.[J]Earthquake Engineering and Structural Dynamics.1999.28:1483-1499
铩颷16]肖明葵,白绍良,赖明,刘纲.基于滞回耗能的抗震结构最大位移反应[J].重庆大学学报,2003.26(3)
[17]T.B.Panagiotakos and M.N.Fardis.A displacement-based seismic design procedure for RCbuildings and comparison with WC8.Earthquake eng.Struct.Dyn.2001.vol.30(9):1439-1462
[18]Norio H.,Tomaya T.and Norio I.Damaging properties of ground motions and responsebehavior of structures based on momentary energy response.Pro.Of 12~(th)WCEE,New Zealand,2000:CD-ROM
[19]Nakamura Y.and Kabeyasawa T.Estimation of maximum displacement response of reinforcedconcrete structures base on energy input spectrum.Transactions of the Japan Concrete Institute.1996.vol.18(2):205-212
[20]Yutaka H.Momentary energy absorption and effective loading cycles of structures duringearthquakes.Pro.Of 12~(th)WCEE,New Zealand,2000:CD-ROM
[21]Norio Hori,Norio Inoue.Damaging properties of ground motions and prediction of maximumresponse of structures based on momentary energy response[J]Earthquake Engineering andStructural Dynamics.2002.31:1657-1679
[22]胡冗兀,王亚勇.地震动瞬时能量与结构最大位移反应关系研究[J].建筑结构学报.2000,21(1)
[23]胡冗冗,王亚勇.基于瞬时输入能量的SDOF弹塑性结构最大位移反应分析[J].世界地震工程.2002,18(4)
[24]N.Hori,N.Inoue and A.Shibata,Inelastic Seismic Design Procedure Based on Energy ResponseBehavior of Rc Structures,11~(th)World Conference on Earthquake Engineering,Paper No.1107
[25]Utiinate Strength and Deformation Capacity of Buildings in Seismic Design,The ArchitecturalInstitute of Japan,1981
[26]Recommendation of the Design of Based-Isolated Buildings,The Architectural Institute of Japan,1981
[27]Housner G W.Limit Design of Structures to Resist Earthquake.Proceedings of 1~(st)WorldConference on Earthquake Engineering[C].Berkeley,California.1956.5-1-5-13
[28]Uang and Bertero."Use of Energy as a Design Criterion in Earthquake-resistant Design",EERCReport No.UCB/EERC-88/18,November.1988
[29]肖明葵,刘波.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
[30]W.E.Mckevitt,D.L Anderson,N.D.Nathan,et al.Hysteretic energy spectra in seismic design.Pro.Of 7th WCEE,Istanbul,Turkey.1980:3.26-3.28
[31]龚思礼,范学敏等.结构地震耗能特性及其在抗震设计中的应用,中国抗灾防灾论文集(1976-1986).1986.1.253-1.261
[32]刘波,肖明葵,赖明.结构地展输人总能量的分配.重庆建筑大学学报.1996.Vol.18,No.2:100-109
[33]顾渭建,钢筋混凝土杆系结构的耗能机理和延性设计.工业建筑.1997.Vol.27,No.11:34-38
[34]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.西安建筑科技大学学报(自然科学版).2005.Vol.37 No.2
[35]Bulent Akbas.Energy-Based Earthquake Resistant Design of Steel Moment Resisting FramesChicago[D],Illinois,Illinois Institute of Technology,1997
铩颷36]Yousef BOZORGNIA and Vitelmo V.BERTERO,Damage Spectrum and Its Applications toPerformance-Based Earthquake Engineering,13th World Conference on Earthquake EngineeringVancouver,B.C.,Canada August 1-6,2004.Paper No.1497
[37]朱建华,沈蒲生.基于能量原理的钢筋混凝土框架结构层间弹塑性位移求解.工程抗震与加固改造.2005.Vol.27(5)
[38]S.K.Kunnath,and Y.H.Chai,Cumulative damage-based inelastic cyclic demand spectrum,EARTHQUAKE ENGINEERING AND STRUCTURAL DYNAMICS Earthquake Engng Struct.Dyn.2004;33:499-520(DOI:10.1002/eqe.363)
[39]周云,周福霖.耗能减震体系的能量设计方法.世界地震工程.1997.Vol.13,No.4
[40]Applied Technology Council.Seismic guidelines for highway bridges.Rep.ATC-6,Arlington,Va.1981
[41]Riyadh A.Hindi,Robert G.Sexsmith.Inelastic Damage Analysis of Reinforced ConcreteBridge Columns Based on Degraded Monotonic Energy[J].Journal of Bridge Engineering,2004,4:326-332
[42]Seneviratna,G.D.P.K.,and Krawinkler,H.(1997).Evaluation of Inelastic MDOF Effects forSeicmic Design.Department of Civil Engineering,Standford University,Standford,CA
[43]Shen,J.and Akbas,B.Seismic Energy Demand in Steel Moment Frames.J.EatthquakeEngineering.1999.3(4)pp.519-559
铩颷1]Bertero.V.V.Tri-service manual methods.In Vision 2000 Part 2 App.J.Sacramento Califo.Structural Engineers Assn.Of California.1995
[2]Applied Technology Council.ATC-34.A Critical Review of Current Approaches toEarthquake-Resistant Design.ATC:Redwood City,CA,1995
[3]Structural Engineers Association of California.Vision 2000,Conceptual Framework forPerformance Based Seismic Engineering of Buildings.SEAOC:Sacramento,CA,USA,1995
[4]Applied Technology Council.ATC-40,Seismic evaluation and retroit of concrete buildings,Vols.1&2,Report No.SSC 96-01,ATC:Redwood City,CA,U.S.A.,1996
[5]Building Seismic Safety Council.FEMA 273,Second Ballot Version NEHRP Guidelines forSeismic Rehabilitation of Buildings.BSSC:Washington DC,U.S.A.,1997
[6]R.O.,Hamburger.Seismic Design Procedures for the International Building CODE-2000.Proc.6~(th)U.S.National Conf.Earthquake Engng.,Seattle,CD-ROM,EERI.,Oakland,1998
[7]H.Krawinkler.A Few Basic Concepts for Performance Based Seismic Design.Proc.Of 11thWCEE,Paper No.1633,1996
[8]C.Rojahn,A.Whittaker.A Proposed Framework for Performance-Based Design of New Buildings.Proc.6~(th)U.S.National Conf.Earthquake Engng.,Seattle,CD-ROM,EERI.,Oakland,1998
[9]V.V.,Bertero.The Need for Multi-level Seismic Design Criteria.Proc.Of 11th WCEE,PaperNo.2120,1996
[10]H.Krawinkler.New Trends In Seismic Design Methodology.10~(th)European Conference OnEarthquake Engineering,Duma(Ed.)1995,Balkema,Rotterdam,Pp.821-830
[11]中国工程建设标准化协会.CECS160-2004,建筑工程抗震性态设计通则(试用)[S].北京:中国计划出版社.2004
[12]川岛一彦“橘梁の耐震设计と今後の课题”,橘梁,1998.8.Pp.50-53
[13]大塜久哲,“耐震基准の性能设计化の现状と今后の课题”橘梁と基楚,1999,6,Pp39-43
[14]翟长海,谢礼立.近场脉冲效应对强度折减系数的影响分析.土木工程学报.Vol.39 No.7P.15-18.2006
[15]N.M.Newmark and W.J.Hall,Seismic Design Criteria for Nuclear Reactor Facilities[R],ReportNo.46,Building Practices for Disaster Mitigation,National Bureau of Standards,U.S.Department of Commerce,1973,209-236
[16]J.B.Berrill,M.J.N.Priestley and H.E.Chapman,Design Earthquake Loading and DuctilityDemand,Bulletin of the New Zealand National Society for Earthquake Engineering,Vol.13,No.3,1980,232-241
[17]R.Ridell,P.Hidalgo and E.Cruz,Response Modification Factors for Earthquake ResistantDesign of Short Period Structures[J],Earthquake Spectra,Vol.5,No.3,1989,571-590
[18]A.A.Nassar and H.Krawinkler,Seismic Demands for SDOF and MDOF Systems[R],ReportNo.95,The John A.Blume Earthquake Engineering Center,Stanford University,Stanford,California,1991
[19]T.vidic,P.Fajfar and M.Fischinger,Consistent Inelastic Design Spectra:Strength and Displacement,Earthquake Engineering and Structural Dynamics,Vol.23,1994,507-521
铩颷20]E.Miranda,Site-Dependent Strength Reduction Factors[J],Journal of Structural Engineering,ASCE,1993,Vol.119,No.12
[21]E.Miranda and V.V.Bertero,Evaluation of Strength Reduction Factors for Earthquake-ResistantDesign[J],Earthquake Spectra,1994,Vol.10,No.2,357-379
[22]卓卫东,范立础.结构抗震设计中的强度折减系数研究[J].地震工程与工程振动.2001,21(1):84-88
[23]吕西林,周定松.考虑场地类别与设计分组的延性需求谱和弹塑性位移反应谱[J].地震工程与工程振动.2004,24(1):39-48
[24]翟长海,公茂盛,张茂花等.工程结构等延性地震抗力谱研究[J].地震工程与工程振动.2004,24(1):22-29
[25]Standard Specifications for Highway Bridges,16th Edition,Division I-A:Seismic Design.Washington:American Association of State Highway and Transportation Officials(AASHTO),Inc.,1995
[26]Improved Seismic Design Criteria for California Bridges:Provisional Recommendations.ReportNo.ATC-32,Redwood City,California:Applied Technology Council(ATC),1996
[27]Bridge Manual.Wellington:Transit New Zealand(TNZ),1994
[28]CEN,Eurocode 8-Design Provisions for Earthquake Resistance of Structures,Part Ⅴ Bridges.Brussels:Comite European de Normalization(CEN),1994
[29]GBJ111-87.铁路工程抗震设计规范[S].北京:铁道出版社.1987
[30]JTJ004-89.公路工程抗震设计规范[S].北京:人民交通出版社.1990
[31]范立础,王志强.桥梁延性抗震设计[M1.人民交通出版社.2001
[32]Warnitchai P,Panyakapo P.Constant-damage design spectra.Journal of EarthquakeEngineering 1999;3(3):329-347
[33]Fajfar P.Equivalent ductility factors,taking into account low-cycle fatigue.EarthquakeEngineering and Structural Dynamics,1992;21:837-848
[34]Krawinkler H,Nassar AA.Seismic design based on ductility and cumulative damage demandand capacities.In Nonlinear Seismic Analysis and Design of Reinforced Concrete Buildings,Fajfar P,Krawinkler H(eds).Elsevier,1992;23-39
[35]Jean W-Y,Loh C-H.Seismic demand for SDOF system based on structural damage controlconcept.The Sixth East Asia-Pacific Conference on Structural Engineering and Construction,14-16 January,Taipei,Taiwan,1998,1633-1638
[36]倪永军.桥梁结构抗震设计的设计地震与基于位移的抗震设计方法[D].北方交通大学博士学位论文.2001:26-27
[37]Y.J.Park,A.H-S.Ang,Mechanistic Seismic Damage Model for Reinforced Concrete[J],Journalof Structural Engineering,1985,Vol.111,No.4,722-739
[38]Rajaram SK,Usami T.Inelastic seismic response analysis of thin-walled steel bridge piers,Report No.9602,Department of Civil Engineering,Nagoya University,Nagoya,1996;18-85
[39]Park YJ,Ang AH-S,Wen YK.Damage-limiting aseismic design of buildings.EarthquakeSpectra,1987;3(1):1-26
[40]Stone WC,Taylor AW.Seismic performance of circular bridge columns designed in accordancewith AASHTO/CALTRANS standards,NIST Building Science Series 170,U.S.Department of Commerce,National Institute of Standards and Technology,Gaithersburg,MD,1993
铩颷41]Chai YH,Romstad KM,Bird SM.Energy-based linear damage model for high-intensity seismicloading.Journal of Structural Engineering(ASCE),1995;121(5):857-864
[42]欧进萍,何政,吴斌,邱法维.混凝士结构基于地震损伤性能的设计[J].工程与工程振动.1999.Vol.19,No.1:21-30
[43]Cosenza E,Manfredi G,Ramasco R.The use of damage functionals in earthquake engineering:a comparison between different methods.Earthquake Engineering and Structural Dynamics,1993;22:855-868
[44]Hirao K,Sasada S,Nariyuki Y,Sawada T,Kawabata S.Required yield strength ratio spectrumand its application for verification of seismic safety of a structure excited by severeearthquake motions.Proceedings of JSCE,1995;525(I-33):213-225
[45]Rajaram SK,Usami T.Inelastic seismic response analysis of thin-walled steel bridge piers,Report No.9602,Department of Civil Engineering,Nagoya University,Nagoya,1996;18-85
[46]P.Fajfar,P.Gaspersic.A Simplified Nonlinear Method for Seismic Evaluation of RC Bridge.6~(th)U.S.National Conference on Earthquake Engineer
[47]H.Babon,etal,Seismic Damage in Reinforced Concrete Frames,ASCE,1981 Vol.107,No.ST9
[48]P.Fajfar,Equivalent Ducility Factors Taking into Account Low-cycle Fatigue,EarthquakeEngineering and Structural Dynamics,1992,Vol.21
[49]Djordje LADJINOVIC,Radomir FOLIC.Application of Improved Damage Index for Designingof Earthquake Resistant Structures.13WCEE.Vancouver,B.C,Canada 2004,No.2135
[50]欧进萍,牛荻涛,王光远.非线性抗震钢结构的模糊动力可靠性分析与设计,地震工程与工程振动.1990,Vol.10,No.4
[51]牛狄涛、任利杰.改进的钢筋混凝土结构双参数地震破坏模型.地震工程与工程振动.1996.16(4):p44-54[52]王东升,冯启民.低周疲劳寿命的改进Park-Ang地震损伤模型.土木工程学报.2004.Vol.37(11)
[53]傅剑平,王敏,白绍良.对用于钢筋混凝士结构的Park-Ang双参数破坏准则的识别和修正.地震工程与工程振动.2005.Vol.25,No.5
[54]Standards Association of New Zealand(SANZ).Commentary on the code of practice for generalstructural design and design loading for buildings(NZS 4203-Part 2),Wellington,1992
[55]Vision 2000 Committee,Performance-based engineering of building[c].Miranda E.SeismologyCommittee of the Structure Engineering Association of California,Oakland:Wileylnc,1995
[56]小谷俊介.日本基于性能结构抗震设计方法的发展[J].建筑结构.2000,(6):3-9
[57]S.K.Kunnath.Cumulative Seismic Damage of Reinforced Concrete Bridge Piers.University atBuffalo,State University of New York,NCEER Report:97-0006
[58]Y.J.Park,A.H-S.Ang,Seismic damage analysis of reinforced concrete buildings[J],Journal ofStructural Engineering,1985,112(2):102-109
[59]Hindi,R.A.,and Sexsmith,R.G.A proposed damage for RC bridge columns under cyclicloading.Earthquake Spectra,2001.17(2),261-289
[60]潘龙,基于推倒分析方法的桥梁结构地震损伤分析和性能设计[D].同济大学博士学位论文.2001
[61]朱伯龙,董振祥.钢筋混凝土结构非线性分析.同济大学出版社.1985
铩颷62]肖明葵,刘纲,白绍良.滞回恢复力模型中求折点的一种方法.重庆大学学报.2003,Vol.25(1):13-16
[63]Phaiboon Panyakapo.Evaluation of site-dependent constant-damage design spectra forreinforced concrete structures.EARTHQUAKE ENGINEERING AND STRUCTURALDYNAMICS Earthquake Engng Struct.Dyn.2004,33:1211-1231(DOI:10.1002/eqe.396)
[64]G.M.Calvi and G.R.Kingsley,Displacement-based Seismic Design of Multi-Degree-of-FreedomBridge Structures[J],Earthquake Engineering and Structural Dynamics,1995,Vol.24,1247-1266
[65]M.J.Kowalsky,M.J.N.Priestley and G.A.Macrae,Displacement-based Design of RC BridgeColumns in Seismic Regions[J],Earthquake Engineering and Structural Dynamics,1995,Vol.24,1623-1643
[66]铁路桥涵技术规范(合订本)[S],中国铁道出版社.1994
[67]范立础.桥梁抗震[M],同济大学出版社.1997
[68]王东升.钢筋混凝土梁式桥地震破损研究[D].中国地震局工程力学研究所博士学位论文.2002
[69]Eurocode 8[S]:Design Provisions for Earthquake Resistance of Structures,Part 1.1 GeneralRules-Seismic Actions and General Requirements for Structures;Part 2 Bridges.1996
[70]SHIBATA A,SOZEN M.Substitute structure method for seismic design in R/C[J].StructuralEngng.,ASCE,1988,114:1804-1826
[71]KOWALSKY M J.A Displacement-based Approach for the Seismic Design of ContinuousConcrete Bridges[J].Earthquake Engineering and Structural Dynamics,2002,31:719-747
[72]Sucuoglu,H.,Dicleli,M.,and Nurtug.An analytical assessment of elastic and inelastic responsespectra[J].Can.J.Civil Eng.,1994,Vol.21:383-395
[2]M.Erdik,E.Durukal and C.Ozbey.Strong Ground Motion in 1999 Kocaeli and Duzce(Turkey)Earthquakes[C].Seventh U.S.National Conference on Earthquake Engineering.CD-ROM,2002.No.00413
[3]Nicos Makris,Shih-Po Chang.Effect of viscous,viscoplastic and friction damping on theresponse of seismic isolated structures.Earthquake Engineering and Structural Dynamics.2000
[4]M.Sasani and V.V.Bertero.Importance of Severe Pulse-Type Ground Motions inPerformance-Based Engineering:Historical and Critical Review[C],12~(th)World Conference onEarthquake Engineering,2000.CD-ROM,No.1302
[5]Bertero V.V.Mahin S.A.,Herrera R.A..Problems in Prescribing reliable designearthquakes[C].Proceedings 6~(th)World Conference on Earthquake Engineering.New Delhi,India,1977,Vol.2:1471-1476
[6]Liao W.I.,Loh C.H.,Wan S.Jean.Dynamic response of bridges subjected to near-fault groundmotions[J].Journal of Chinese Institute of Engineering.2000.23(4):455-464
[7]廖文义.隔震桥梁承受近断层地震之反应分析[J].地震工程与工程振动.2001,21(4): 102-108
铩颷8]王东生,冯启民,翟桐.近断层地震动作用下钢筋混凝土桥墩的抗震性能[J].地震工程与工程振动.2003.Vol23(1):95-102
[9]杨迪雄,李刚,程耿东.近断层脉冲型地震动作用下隔震结构地震反应分析[J].地震工程与工程振动.2005,25(2):120-124
[10]Hall JF,Heaton TH,Hailing MW,Wald DJ.Near source ground motion and its effects onflexible buildings[J].Earthquake Spectra 1995.11:569-606
[11]John F.Hall,Keri L.Ryan.Isolated buildings and the 1997 UBC near-source factors.Earthquakespectra.2000.16(2)
[12]Somerville PG.Development of an improved ground motion representation for near-faultground motions.SMIP 98,Seminar on Utilization of Strong Motion Data:Oakland,CA.1998
[13]Krawinkler H,Alavi B.Development of improved design procedures for near-fault groundmotions.SMIP 98,Seminar on Utilization of Strong Motion Data:Oakland,CA.1998
[14]L.Y.Lu,M.-H.Shih,C.-S.Chang Chien and W.-N.Chang.Seismic Performance of SlidingIsolated Structures in Near-Fault Areas[C].7~(th)National Conference on Earthquake.2002.No.00356
[15]Kuo-Chun Chang,Meng-HaoTsai,Jerry Shen and George C.Lee.Performance of a SeismicallyIsolated Bridge Under Near-Fault Earthquake Ground Motions.7~(th)National Conference onEarthquake.2002.No.00263
[16]George P.Mavroeidis and Apostolos S.Papageorgiou.Near-Source Strong Ground Motion:Characteristics and Design Issues[C].7th National Conference on Earthquake Engineering.2002No.00240
[17]Mavroeidis GP,Papageorgiou AS.A mathematical representation of near-fault ground motions.Bull Seismol Soc Am.2003.93(3):1099-1131
[18]邬鑫.近场地震速度脉冲特性及其模拟模型的研究[D].北方交通大学硕士学位论文(朱晞教授指导).2003
[19]李新乐.近断层区桥梁结构的设计地震与抗震性能研究[D].北京交通大学博士学位论文(朱晞教授指导).2005
[20]倪永军.近断层地区的设计地震研究[D].北京交通大学博士后研究报告(朱晞教授指导),2003
[21]Uniform Building Code(UBC),International Conference of Building O.cials,Whittier,CA,1997
[22]王海波.日本铁路结构抗震设计标准的主要特征.现代地震工程进展,第六界全国地震工程会议论文集,2002.10,937-941
[23]孙利民,范立础.阪神地震后日本桥梁抗震设计规范的修订.同济大学学报,2001,29(1):60-64
[24]GB50011-2001.建筑抗震设计规范[S].北京:中国建筑工业出版社.2001
[25]GBJ11-89.建筑工程抗震设计规范[S].北京:中国建筑工业出版社.1989
[26]JTJ004-89.公路工程抗震设计规范[S].北京:人民交通出版社.1990
[27]GBJ111-87.铁路工程抗震设计规范[S].北京:铁道出版社.1987
[28]范立础.桥梁抗震[M].同济大学出版社,1997
[29]朱东生,桥梁抗震设计中几个问题的研究(输入地震动·曲线桥地震响应·梁桥隔震)[D], 西南交通大学博士学位论文,1999
铩颷30]J.J.Bommer,A.S.Elnashai and A.G.Weir.Compatible Acceleration and Displacement Spectrafor Seismic Design Codes[C].Proceedings of 12th World Conference on EarthquakeEngineering.2000.CD-ROM,No.0207
[31]S.V.Tolis and E.Faccioli.Displacement Design Spectra[J],.Journal of Earthquake Engineering.1999.Vol.3,No.1:107-125
[32]M.J.N.Priestley.Performance Based Design[C].Proceedings of 12th World Conference onEarthquake Engineering.2000.CD-ROM,No.2831
[33]E.Miranda.Inelastic Displacement Ratios for Displacement-Based Earthquake ResistantDesign[C],Proceedings of 12th World Conference on Earthquake Engineering.2000.CD-ROM,No.1096
[34]A.K.Tiwari and V.K.Gupta.Scaling of Ductility and Damaged-Based Strength ReductionFactors for Horizontal Motions[J],Earthquake Engineering and Structural Dynamics.2000.Vol.29:969-987[35]倪永军,朱唏,弹塑性结构基于位移的抗震设计[J],地震工程与工程振动.2000.Vol.20,No.1:180-184
[36]Applied Technology Council.ATC-34,A Critical Review of Current Approaches toEarthquake-Resistant Design.ATC:Redwood City,CA.1995
[37]Structural Engineers Association of California.Vision 2000,Conceptual Framework forPerformance Based Seismic Engineering of Buildings.SEAOC:Sacramento,CA,USA.1995
[38]Applied Technology Council.ATC-40,Seismic evaluation and retrofit of concrete buildings,Vols.1&2,Report No.SSC 96-01,ATC:Redwood City,CA,U.S.A.,1996
[39]Building Seismic Safety Council.FEMA 273,Second Ballot Version NEHRP Guidelines forSeismic Rehabilitation of Buildings.BSSC:Washington DC,U.S.A.,1997
[40]小谷俊介.日本基于性能结构抗震设计方法的发展[J].建筑结构,2000,30(6):15-18.
[41]Kamel Abdelkader Tayebi.Evaluation of Ground Motion Intensity-Response Relations forPerformance-Based Design of Frame Buildings[D].Canada:Cornell University,2002
[42]王光远等.工程结构与系统抗震优化设计的实用方法.北京:中国建筑工业出版社.1999
[43]吕西林,周定松.考虑场地类别与设计分组的延性需求谱和弹塑性位移反应谱.地震工程与工程振动.2004.24(1)
[44]周定松,吕西林等.钢筋混凝土框架梁的变形能力及基于性能的抗震设计方法.地震工程与工程振动.2005.25(4)
[45]王亚勇.建筑抗震设计中地震作用取值.建筑科学.1999,15(5):32-39
[46]NEHRP recommended provisions for the development of seismic regulations for newbuildings-Commentary.Fed.Emergency Mgmt.Agency,Washington,D.C.1991
[47]Eurocode8:Design Provisions for Earthquake Resistance of Structures,Part 1.1:GeneralRules-Seismic Actions and General Requirements for Structures[S].DD ENV 1998-1-1:1996
[48]郭子雄,基于变形的抗震设计理论及应用研究.同济大学博士学位论文.2000
[49]郝敏,谢礼立,李伟.从集集地震看建筑物震害与地震动参数的关系.地震工程与工程振动.2005年06期
[50]王亚勇,皮声援.台湾9.21大地震特点及震害经验.工程抗震.2000,vol.2(83):42-46
[51]Nakamura Y.,Hidaka K.,Saita J.,et al.Strong acceleration and damage of the 1995 Hyogo-ken-Nanbu earthquake.JR Earthquake Information Rep.No.236.Japan Railway Tech.,
Res.Inst..1995
铩颷52]王亚勇.关于设计反应谱,时程分析法和能量法的探讨.建筑结构学报.2000.vol.21(1):21-28
[53]Kennedy,R.P.Peak acceleration as a measure of damage.Pro.4~(th)International Seismic onExtreme-load Design of Nuclear Power Facilities,France,Aug.1981:367-378
[54]Luis D.Decanini,Fabrizio Mollaioli.An energy-based methodology for the assessment ofseismic demand.[J]Soil Dynamics and Earthquake Engineering.2001,21:113-137
[55]Gaetano Manfredi,Maria Polese,Edoardo Cosenza.Cumulative Demand of the EarthquakeGround Motions in the Near Source[J]Earthquake Engineering and Structural Dynamic,2003,32,1853-1865
[56]Kevin.K.F.Wong.Inelastic Seismic Response Analysis Based on Energy Density Spectra.[J]Journal of Earthquake Engineering,2004.8:315-334
[57]Houser G W.Limit Design of Structures to Resist Earthquake.[C]Proc.1~(st)World conf.Earthquake Eng.Berkeley,California.1956.5-1:5-13
[58]G.V.Berg and S.S.Thomaides.Energy consumption by structures in strong-motion earthquake.Pro.Of second WCEE,Tokyo,Japan,1960:681-697
[59]W.E.Mckevitt,D.L Anderson,N.D.Nathan,et al.Hysteretic energy spectra in seismic design.Pro.Of 7th WCEE,Istanbul,Turkey,1980:3.26-3.28
[60]Kamamnra,H.and Galambos,T.V.Earthquake loads for structural reliability.J.Struct.Eng.,ASCE,1989,vol.115(6):1446-1462
[61]Zahrah T,Hall J.Earthquake energy absorption in SDOF structures.Journal of the StructuralDivision,ASCE 1984:8
[62]Akiyama H.Earthquake-resistant limit-state design for buildings.Tokyo,Japan:University ofTokyo Press,1985
[63]Uang CM,Bertero VV.Implicatioas of recorded earthquake ground motions on seismic designof buildings structures.Report no.UCB/EERC-88/13,Earthquake Engineering Research Center,University of California at Berkeley,1988
[64]Uang CM,Bertero VV.Use of energy as a design criterion in earthquake resistant design.Reportno.UCB/EERC-88/18,Earthquake Engineering Research Center,University of California atBerkeley,1988
[65]Fajfar P,Vidic T,Fishinger M.Seismic demand in medium and longperiod structures.Earthquake Engineering and Structural Dynamics.1989.18:1133-44
[66]Fajfar P,Fishinger M.A seismic design procedure including energy concept.Proceedings of the9th European Conference on Earthquake Engineering,Moscow.1990.2:312-21
[67]Uang CM,Bertero VV.Evaluation of seismic energy in structures.Earthquake Engineering andStructural Dynamics.1990.19:77-90
[68]Fajfar P,Vidic T,Fishinger M.On energy demand and supply in SDOF systems.In:Fajfar P,Krawinkler H,editors.Nonlinear seismic analysis of reinforced concrete buildings.London:Elsevier.1992.p.41-61
[69]Fajfar P,Vidic T.Consistent inelastic design spectra:hysteretic and input energy.EarthquakeEngineering and Structural Dynamics.1994.23:523-32
[70]Lawson RS, Krawinkler H. Cumulative damage potential of seismic ground motion. In: Duma G, editor. Proceedings of the 10th European Conference on Earthquake Engineering. Wien: Balkema. 1995. p. 1079-86
[71]Bertero VV. State-of-the-art report on: design criteria. Proceedings of the 11th World Conference on Earthquake Engineering. Elsevier Science Ltd. 1996. Paper no. 2005
[72]Mander JB, Dutta A. How can energy based seismic design be accommodated in seismic mapping. In: Friedland, Power, Mayes, editors. Proceedings of the FHWA/NCEER Workshop On The National Representation Of Seismic Ground Motion For New And Existing Highway Facilities. Technical Report NCEER-97-0010. 1997. p.115-23
[73]Y.H.Chai, P. Fajfar A Procedure for Estimation Input Energy Spectra for Seismic Design Journal of Earthquake Engineering. 2000:Vol.4:539-561
[74]Y.H.Chai. Incorporating Low-Cycle Fatigue Model into Duration-Dependent Inelastic Design Spectra. Engineering and Structural Dynamics, published online in Wiley Inter Science (www.interscience.wiley.com). DOI:10.1002/eqe.422. 2005
[75]Bertero VV. Performance-based seismic engineering: a critical review of proposed guidelines. In: Fajfar P, Krawinkler H, editors. Proceedings of the International Workshop on Seismic Design Methodologies for the Next Generation of Codes. Rotterdam: Balkema. 1997. p. 1-31
[76]Hall WL, Nau JM, Zahrah TF. Scaling of response spectra and energy dissipation in SDOF systems. Proceedings of the Eighth World Conference on Earthquake Engineering, 1960, vol. IV. Englewood Cli_s, NJ: Prentice-Hall, Inc., 1984; 7-14
[77]Bruneau M, Wang N. Normalized energy-based methods to predict the seismic ductile response of SDOF structures. Engineering Structures 1996. 18:13-28
[78]Bertero RD, Bertero W, Teran-Gilmore A. Performance-based earthquake-resistant design based on comprehensive design philosophy and energy concepts. Proceedings of the Eleventh World Conference on Earthquake Engineering. 1996. Disc 2, Paper No. 611
[79]Chou, Chung-Che, Uang Chia-Ming. Establishing absorbed energy spectra: an attenuation approach. Earthquake Engineering and Structural Dynamics. 2000.1441-1445
[80]Kuwamura H, Kirino Y, Akiyama H. Prediction of earthquake energy input from smoothed Fourier amplitude spectrum. Earthquake Engineering and Structural Dynamics. 1994. 23:1125-1137
[81]Berg, GV., and Thomaides, S.S. Energy Consumption by Structures in Strong-Motion Earthquakes. Proceedings of the 2~(nd) World Conference on Earthquake Engineering, Tokyo, Japan. 1960. pp. 681-696
[82]Zahrah, T.F., and Hall, W.J. Seismic Energy Absorption in Simple Structures, Structural Research Series No. 501, University of Illinois, Urbana, Illinois. 1982
[83]Nakashima, M., Saburi, K., and Tsuji, B."Energy Input and Dissipation Behavior of Structures with Hysteretic Dampers," Earthquake Engineering and Structural Dynamics. 1996. Vol.19, No.1, pp. 77-90
[84]Gaetano Manfredi. Evaluation of seismic energy demand[J] Earthquake Engineering and Structural Dynamics. 2001.30,485-499
[85]Mario Ordaz, Benjamin Huerta. Exact computation of input-energy spectra from fourier amplitude spectra[J] Earthquake Engineering and Structural Dynamics. 2003. 32: 597-605
铩颷86]公茂盛,谢礼立,章文波.地震动输入能量衰减规律的研究.地震工程与工程振动.2006.Vol.23(3)
[87]公茂盛,翟长海,谢礼立,章文波.地震动滞回能量谱衰减规律研究.地震工程与工程振动.2004.Vol.24(2)
[88]熊仲明,史庆轩,王社良.结构能量分析非线性地震反应的理论研究.西安建筑科技大学学报.2005.Vol.37,No.2
[89]Japanese Building Code.Ministry of Construction:Japan,1985
[90]Japanese Building Code.Ministry of Construction:Japan,2001
[91]W.E.Mckevitt,D.L Anderson,N.D.Nathan,et al.Towards a simple energy method for seismicdesign of structures.Pro.2~(nd)U.S.nat.conf.earthquake eng.,Stanford,CA,1979:383-392
[92]Minami T.,Osawa Y.Elastic-plastic response spectra for different hysteretic rules.Earthquakeeng.Struct.dyn.1988.vol.16(5):555-568
[93]G.R.Mckay,H.E.Chapman and D.K.Kirkcaldie.Seismic isolation:New Zealand applications.Earthquake spectra.1990.vol.6(2):203-222
[94]T.Vidic,P.Fajfar and M.Fischinger.On the hysteretic to input energy ratio.Pro.6~(th)Canadaconf.earthquake eng.,Toronto.1991:262-276
[95]Helen M.G and L.K.Stevens.Energy dissipation in determinated steel beams.J.struct.eng,ASCE.1992.vol.118(1):1-18
[96]Goel,R.K."Energy Based Approach to Earthquake Response of Asymmetric System,"Proceedings of Structural Congress.1997.Vol.2
[97]周云,周福霖.耗能减震体系的能量设计方法.世界地震工程.1997.Vol.13(4)
[98]周云,徐彤,贺明玄.基础隔震结构的能量设计方法.地震工程与工程振动.2000.Vol.20(3)
[99]肖明葵,刘纲.结构的滞回耗能特性及其影响因素分析.《工程力学》(增刊).2000
100]Decanini LD,Mollaioli F,Toward The Definition Of The Relation Between Hysteretic AndInput Energy.6~(th)V.S.National Conference on Earthquake Engineering,Seattle,5.30-6.4 1998
[101]Leger,P.,and Dussault,S."Seismic-Energy Dissipation in MDOF Structures," Journal ofStructural Engineering,ASCE.1992.Vol.118,pp.1251-1269
[102]Khashaee,P.,Mohraz,B.,Sadek,F.,Lew,H.S.,and Gross,J.L.Energy-based approach forseismic design:Energy spectra,report NISTIR 6599,National Institute of Standards andTechnology.2001.44 pp
[103]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.西安建筑科技大学学报(自然科学版).2005.Vol.37(2)
[104]白绍良,黄宗明,肖明葵.结构抗震设计的能量分析方法研究述评.建筑结构.1997(4)
[105]Bertero V V.Structural Engineering Aspects of Seismic Zonation.Proc.4~(th)Int.Conf.OnSeismic Zonation,Stanford University,Stanford,CA.1991:261-321
[106]经杰,叶列平,钱稼茹.不均匀剪切型层模型结构基于能量概念的弹塑性地震位移反应分析.土木工程学报,2003年第12期
[107]朱建华,沈蒲生.基于能量原理的钢筋混凝土框架结构层间弹塑性位移求解.工程抗震与加固改造.2005.Vol.27(5)
[108]Veletsos,A.S.,and Newmark,N.M."Effect of Inelastic Behavior on the Response of SimpleSystems to Earthquake Motions," Proceedings of the 2~(nd)World Conference on EarthquakeEngineering.1960.Ⅱ,pp.895-912
铩颷109]Housner,G.W."Measures of severity of earthquake ground shaking," Proceedings of the 1~(st)U.S.National Conference on Earthquake Engineering,EERI,Oakland,California.1975.pp.25-33
[110]Park,Y.J.,and Ang,A.H.-S."Mechanistic Seismic Damage Model for Reinforced Concrete,"Journal of Structural Engineering,ASCE.1985.Vol.111,No.4:7 22-739
[111]Miyakoshi,J.and Hayashi,Y."Correlation of Building Damage with Indices of SeismicGround Motion Intensity During the 1999 Chi-Chi,Taiwan Earthquake," Proceedings ofInternational Workshop on Annual Commemoration of Chi-Chi Earthquake,NCREE,Taipei,Taiwan.2000.Vol.Ⅱ:337-348
[112]EERI.The 1999 Chi-Chi,Taiwan,Earthquake Reconnaissance Report,Earthquake Spectra.2001.Vol.17,Supplement A,183 pp
[113]Lybas,J.and Sozen,M.A.Efect of Beam Strength Ratio on Dynamic Behavior of ReinforcedConcrete Coupled Walls,report SRS No.444.,University of Illinois,Urbana-Champaign.1977
[114]Krawinkler H,Zohrei M.Cumulative damage in steel structures subjected to earthquakeground motions.Journal on Computers and Structures.1983.(16):531-541
[115]Chung Y S,Meyer C,Shinozuka M.Seismic damage assessment of reinforced concretmembers.Report NCEER-87-0022,National Center for Earthquake Engineering Research,State University of New York at Buffalo.1987
[116]刘伯权.钢筋混凝土抗震结构的破坏准则及可靠度分析.重庆建筑大学博士论文.1994
[117]Bretero VV,Uang CM.Issues and Future Directions in the Use of an Energy Approach forSeismic resistant Design of Structures[A].Nonlinear Seismic Analysis and Design ofReinforced Concrete Buildings[C].Amsterdam:Elsevier Applied Science.1992.3-22
[118]Dawn E.Lehman,Jack P.Moehle.Seismic Performance of Well-Confined Concrete BridgeColumns[R].University of California,Berkeley.PEER Report:98-01
[119]R.D Bertero,V.V.Bertero.Performance-Based Seismic Engineering:the Need for ReliableConceptual Comprehensive Approach[J].Earthquake Eng.Stru Dyn.2002.31:627-652
[120]Park,Y.J.,Ang,A.H.-S.,and Wen,Y.K."Damage-Limiting Aseismic Design of Buildings,"Earthquake Spectra.1987.Vol.3,No 1,pp.1-26
[121]Carr,A.J.,and Tabuchi,M."The Structural Ductility and the Damage Index for ReinforcedConcrete Structure under Seismic Excitations," Proceedings of 2~(nd)European Conference onStructural Dynamics.1993.pp.169-176
[122]Basu,B.and Gupta,V.K "A Note on Damage-Based Inelastic Spectra," EarthquakeEngineering and Structural Dynamics.1996.Vol.25,pp.421-433
[123]牛荻涛.改进的钢筋混凝土结构双参数地震破坏模型.地震工程与工程振动.1996.16(4):p44-54
[124]Rafael Riddell,Jaime E.Garcia.Hysteretic energy spectrum and damage control[J]EarthquakeEngineering and Structural Dynamics.2001.30:1791-1816
[125]Khashaee,P.,Mohraz,B.,Sadek,F.,Lew,H.S.,and Gross,J.L.Distribution of EarthquakeInput Energy in Structures,report NISTIR 6903.National Institute of Standards and Technology,2003.75 pp
[126]王东升,冯启民.考虑低周疲劳寿命的改进Park-Ang地震损伤模型.土木工程学报.2004.Vol.37(11)
[127]傅剑平,王敏,白绍良.对用于钢筋混凝土结构的Park-Ang双参数破坏准则的识别和修 正,地震工程与工程振动.2005.Vol.25(5)
铩颷128]Y.H.Chai,P.Fajfar.Formulation of Duration-Dependent Inelastic Seismic Design Spectrum.[J]Journal of Structural Engineering.1998.124:913-921
[129]Arroyo-Espinoza,A.,Teran-Gilmore,A.Use of Strength Reduction Factor to Account For LowCycle Fatigue.2002.7NCEE
[130]L.P.,Ye and S.Otani,Maximum seismic displacement of inelastic systems based on energyconcept,Earthquake Engng.Struct.Dyn.1999.28:pp1483-1499
[131]T.B.Panagiotakos and M.N.Fardis.A displacement-based seismic design procedure for RCbuildings and comparison with WC8.Earthquake eng.Struct.Dyn.2001.vol.30(9):1439-1462
[132]Norio H.,Tomaya T.and Norio I.Damaging properties of ground motions and responsebehavior of structures based on momentary energy response.Pro.Of 12~(th)WCEE,New Zealand,2000:CD-ROM
[133]Nakamura Y.and Kabeyasawa T.Estimation of maximum displacement response of reinforcedconcrete structures base on energy input spectrum.Transactions of the Japan Concrete Institute.1996.vol.18(2):205-212
[134]Yutaka H.Momentary energy absorption and effective loading cycles of structures duringearthquakes.Pro.Of 12~(th)WCEE,New Zealand,2000:CD-ROM
[135]Norio Hori,Norio Inoue.Damaging properties of ground motions and prediction of maximumresponse of structures based on momentary energy response[J]Earthquake Engineering andStructural Dynamics.2002.31:1657-1679
[136]胡兀冗,王亚勇.地震动瞬时能量与结构最大位移反应关系研究[J].建筑结构学报.2000.21(1)
[137]胡冗冗,王亚勇.基于瞬时输入能量的SDOF弹塑性结构最大位移反应分析[J].世界地震工程.2002.18(4)
[138]肖明葵,白绍良,赖明,刘纲.基于滞回耗能的抗震结构最大位移反应[J].重庆大学学报.2003.26(3)
铩颷1]Loh C H,Wan S,Liao W I.Effects of hysteretic model on seismic demands:consideration ofnear-fault ground motions[J].The Structural Design of Tall Buildings.2002.11:155-169
[2]Malhotra PK.Response of buildings to near-field pulse-like ground motions[J].EarthquakeEngineering and Structural Dynamics.1999.28:1309-1326
[3]杨迪雄,李刚,程耿东.隔震结构的研究概况和主要问题[J].力学进展.2003.3:325-335
[4]Nicos Makris,Shih-Po Chang.Effect of viscous,viscoplastic and friction damping on theresponse of seismic isolated structures.Earthquake Engineering and Structural Dynamics.2000
[5]Liao W I,Loh C H,Wan S.Earthquake response of RC moment frames subjected to near-faultground motions[J].The Structural Design of Tall Buildings.2001.10:219-229
[6]Mavroeidis G P,Dong G,Papageorgiou A S.Near-fault ground motions,and the response ofelastic and inelastic single-degree-of-freedom system[J].Earthquake Engineering and StructuralDynamics.2004.33:1023-1049
[7]Seismic Design of Buildings and Bridges.[美]艾伦.威廉斯.建筑与桥梁抗震设计.北京:中国水利水电出版社.2002
[8]JTJ004-89.公路工程抗震设计规范[S].北京:人民交通出版社.1990
[9]GB50011-2001.建筑抗震设计规范[S].北京:中国建筑工业出版社.2001
[10]GBJ111-87.铁路工程抗震设计规范[S].北京:铁道出版社.1987
[11]Heaton T H,Hall JF,Wald D J,et al.Response of high-rise and base isolated buildings to ahypothetical Mw 7.0 blind thrust earthquake[J].Science.1995.267(13):206-211
[12]Kelly J M.The role Of damping in seismic isolation[J].Earthquake Engineering and StructuralDynamics.1999.28:3-20
[13]Jangid R S,Kelly J M.Base isolation for near-fault motions[J].Earthquake Engineering and Structural Dynamics.2001.30(5):691-707
铩颷14]廖文义,罗俊雄,万绚.隔震桥梁承受近断层地震之反应分析[J].地震工程与工程振动.2001.21(4):102-108
[15]范立础,王君杰.桥梁抗震设计规范的现状与发展趋势.地震工程与工程振动.2001.Vol.21,No.2
[16]范立础,王志强.桥梁减隔震设计.人民交通出版社.2001
[17]J.S Hwang,C.Y.Lin.Analysis accuracy Implied by Equivalent Linear Models of BridgeIsolation,Eleventh World Conference on Earthquake Engineering.1996
[18]杨迪雄,李刚,程耿东.近断层地震动作用下隔震结构的优化设计.世界地震工程.2006.Vol.22,No.1
[19]王东生,冯启民,翟桐.近断层地震动作用下钢筋混凝土桥墩的抗震性能,地震工程与工程振动.2003.Vol23(1):95-102
[20]Anderson JC,Bertero VV.Uncertainties in establishing design earthquakes.J Struct Eng,ASCE1987.113:1709-24
[21]Hall JF,Heaton TH,Halling MW,Wald DJ.Near source ground motion and its effects onflexible buildings.Earthquake Spectra.1995.11:569-606
[22]Makris N.Rigidity-plasticity-viscosity:can electrorheological dampers protect base-isolatedstructures from near-source ground motions Earthquake Eng Struct Dyn.1997.26:571-91
[23]Krawinkler H,Alavi B.Development of improved design procedures for near-fault groundmotions.SMIP 98,Seminar on Utilization of Strong Motion Data:Oakland,CA.1998
[24]Sasani M,Bertero VV.Importance of severe pulse-type ground motions in performance-basedengineering:Historical and critical review.Proceedings of the 12th World Conference onEarthquake Engineering(12WCEE),Auckland,New Zealand.2000
[25]Mylonakis G,Reinhorn AM.Yielding oscillator under triangular ground acceleration pulse.Journal of Earthquake Engineering 2001.5:225-51
[26]Zhang Y,Iwan WD.Active interaction control of tall buildings subjected to near-field groundmotions.Journal of Structural Engineering,ASCE 2002.128:69-79
[27]Somerville PG,Smith NF,Graves RW,Abrahamson NA.Modification of empirical strongground motion attenuation relations to include the amplitude and duration effects of rupturedirectivity.Seismol Res Lett.1997.68(1):199-222
[28]Somerville PG.Development of an improved ground motion representation for near-faultground motions.SMIP 98,Seminar on Utilization of Strong Motion Data:Oakland,CA.1998
[29]Alavi B,Krawinkler H.Consideration of near-fault ground motion effects in seismic design.Proceedings 12th World Conference on Earthquake Engineering,New Zealand.2000
[30]Somerville PG.New developments in seismic hazard estimation.Proceedings of the 6thInternational Conference on Seismic Zonation(6ICSZ),Palm Springs,CA,November 12-15.2000
[31]Mavroeidis GP,Papageorgiou AS.A mathematical representation of near-fault ground motions.Bull Seismol Soc Am 2003.93(3):1099-1131
[32]B.Alavi and H.Krawinkler,Consideration of Near-Fault Ground Motion Effects in SeismicDesign[C],12th World Conference on Earthquake Engineering,2000.No.2665
[33]L.Y.Lu,M.-H.Shih,C.-S.Chang Chien and W.-N.Chang.Seismic Performance of Sliding Isolated Structures in Near-Fault Areas[C],7~(th)National Conference on Earthquake Engineering,
2002.No.00356
铩颷34]Kuo-Chun Chang,Meng-HaoTsai,Jerry Shen and George C.Lee.Performance of a SeismicallyIsolated Bridge Under Near-Fault Earthquake Ground Motions,7~(th)National Conference onEarthquake,.2002.No.00263
[35]Makris N,Roussos Y.Rocking response and overturning of equipment under horizontal pulsetype motion[R].PEER Report 1998-05.Berkeley:College of Engineering University ofCalifornia,1998.1-81
[36]C.Menun and Q.Fu,An Analytical Model for Near-Fault Ground Motions and the Response ofSDOF Systems[C],Seventh U.S.National Conference on Earthquake Engineering,Boston,Massachusetts.2002.No.00011
[37]George P.Mavroeidis and Apostolos S.Papageorgiou.Near-Source Strong Ground Motion:Characteristics and Design Issues[C],7~(th)National Conference on Earthquake Engineering.2002.No.00240
[38]李新乐,朱晞.近断层地震动等效速度脉冲研究.地震学报.2004.Vol.26,No.26
[39]Jonathan D.Braya,Adrian Rodriguez-Marekb.Characterization of forward-directivity groundmotions in the near-fault region,Soil Dynamics and Earthquake Engineering.2004.24:815-828
[40]Rodriguez-Marek A,Bray JD,Abrahamson NA.An empirical geotechnical seismic site responseprocedure[J].Earthquake Spectra.2001.17(1):65-87
[41]李新乐.近断层区桥梁结构的设计地震与抗震性能研究[D].北京交通大学博士学位论文(朱晞教授指导).2005
[42]徐龙军,谢礼立.近断层地区抗震设计谱研究.东南大学学报(自然科学版).2005.第35卷增刊
[43]邬鑫.近场地震速度脉冲特性及其模拟模型的研究[D].北方交通大学硕士学位论文(朱晞教授指导).2003
[44]胡聿贤.地震工程学[M].北京:地震出版社.1988.194-202
[45]Housner G W.Limit Design of Structures to Resist Earthquake.Proc.1~(st)World conf.EarthquakeEng.Berkeley,California,.1956.5-1:5-13
[46]Uang CM,Bertero VV.Use of energy as a design criterion in earthquake-resistant design.Report No.UBC/EERC-88/18.Berkeley:Earthquake Engineering Research Center,University ofCalifornia.1988
[47]周云,周福霖.耗能减震体系的能量设计方法.世界地震工程.1997.Vol.13(4)
[48]Bruneau,M.,and Wang,N."Some Aspects of Energy Methods for the Inelastic SeismicResponse of Ductile SDOF Structures,Engineering Structures.1996.Vol.18 No.1,pp.1-12
[49]Akiyama H.Earthquake-resistant design method for buildings based on energy balance.GihodoShuppan:Tokyo.1999.25-26
[50]Uang CM,Bertero VV.Evaluation of seismic energy in structures.Earthquake Engineering andStructural Dynamics.1990.19:77-90
[51]公茂盛,谢礼立,章文波.地震动输入能量衰减规律的研究.地震工程与工程振动.2006.Vol.23(3)
[52]Berg,G.V.,and Thomaides,S.S."Energy Consumption by Structures in Strong-Motion Earthquakes," Proceedings of the 2~(nd)World Conference on Earthquake Engineering,Tokyo,
Japan.1960.pp.681-696
铩颷53]胡冗冗,王亚勇.地震动瞬时能量与结构最大位移反应关系研究.建筑结构学报.2000.Vol.21(1)
[54]Babak Alavi-Shushtari,Effects of Near-Fault Ground Motions on Frame Structures[D]U.S.A:the Department of Civil and Environmental Engineering,Stanford University,1996
[55]Heaton TH,Hall JF,Wald DJ,Hailing MW.Response of high-rise and base-isolated buildings ina hypothetical MW 7.0 blind thrust earthquake[J].Science.1995.267:206-211
[56]Loh,C.H.,Liao,W.I.,and Chai,J.F.Effect of near-fault earthquake on bridges:Lessonslearned from Chi-Chi earthquake.Proc.,3rd National Seismic Conf and Workshop on Bridgesand Highways,FHWA Western Resource Center and MCEER,Portland,Ore..2002.211-222
[57]Jeung-Geun Park,Hisanori Otsuka.Optimal Yield Level Of Bilinear Seismic IsolationDevices[J].Earthquake Engineering and Structural Dynamics.1999.28:941-955
铩颷1]Housner GW.Limit design of structures to resist earthquakes.Proceedings of the First WorldConference on Earthquake Engineering.1956.vol.5:1-12
[2]白绍良,黄宗明,肖明葵,结构抗震设计的能量分析方法研究述评.建筑结构.1997.第4期
[3]Hall WL,Nau JM,Zahrah TF.Scaling of response spectra and energy dissipation in SDOFsystems.Proceedings of the Eighth World Conference on Earthquake Engineering,1960,vol.Ⅳ.Englewood Cli_s,NJ:Prentice-Hall,Inc..1984.7-14
[4]Zahrah TF,Hall WJ.Earthquake energy absorption in SDOF systems.Journal of StructuralEngineering.1984.110:1757-1772
[5]Bruneau M,Wang N.Normalized energy-based methods to predict the seismic ductile responseof SDOF structures.Engineering Structures.1996.18:13-28
[6]Chou,Chung-Che,Uang Chia-Ming.Establishing absorbed energy spectra:an attenuationapproach.Earthquake Engineering and Structural Dynamics.2000.1441-1445
[7]Kuwamura H,Kirino Y,Akiyama H.Prediction of earthquake energy input from smoothedFourier amplitude spectrum.Earthquake Engineering and Structural Dynamics.1994.23:1125-1137
[8]Akiyama H.Earthquake Resistant Limit-State Design for Buildings[M].Tokyo:University ofTokyo Press.1985
铩颷9]Uang CM,Bertero VV.Use of energy as a design criterion in earthquake-resistant design.ReportNo.UBC/EERC-88/18.Berkeley:Earthquake Engineering Research Center,University ofCalifornia.1988
[10]Uang CM,Bertero VV.Evaluation of seismic energy in structures.Earthquake Engineering andStructural Dynamics.1990.19:77-90
[11]Kuwamura,H.,Kirino,Y.,and Akiyama,H.Prediction of Earthquake Energy Input fromSmoothed Fourier Amplitude Spectrum.Earthquake Engineering Structural Dynamics.1993 Vol.23,No.10,pp.1125-1137
[12]Fajfar,P.,Vidic,T.,and Fischinger,M.Seismic Design in Medium-and Long-Period Structures.Earthquake Engineering and Structural Dynamics.1989.Vol.18,pp.1133-1144
[13]P.Fajfar.Equivalent Ductility Factor,Taking into Account Low-Cycle Fatigue.[J]EarthquakeEngineering and Structural Dynamic.1992.21:837-848
[14]Y.H.Chai,P.Fajfar A Procedure for Estimation Input Energy Spectra for Seismic DesignJournal of Earthquake Engineering.2000.Vol.4:539-561
[15]Y.H.Chai,2005,Incorporating Low-Cycle Fatigue Model into Duration-Dependent InelasticDesign Spectra.Engineering and Structural Dynamics,published online in Wiley Inter Science(www.interscience.wiley.com).DOI:10.1002/eqe.422
[16]Japanese Building Code[S].Ministry of Construction,Japan,1985
[17]Japanese Building Code[S].Ministry of Construction,Japan,2001
[18]公茂盛,谢礼立,章文波.地震动输入能量衰减规律的研究.地震工程与工程振动.2006.Vol.23(3)
[19]Tanahashi R.Studies on the non-linear vibrations of structures subjected to destructiveearthquakes.Proceedings of the First World Conference on Earthquake Engineering.1956
[20]Berg,G.V.,and Thomaides,S.S.Energy Consumption by Structures in Strong-MotionEarthquakes.Proceedings of the 2~(nd)World Conference on Earthquake Engineering,Tokyo,Japan.1960.pp.681-696
[21]Kawamura H and Galambos T V,Earthquake Loads for Structural Reliability.Journal of theStructural Engineering,ASCE.1989.Vlo.115,No.6:1446-1462
[22]Trifunac,M.D.,and Brady,A.G.A Study on the Duration of Strong Earthquake Ground Motion.Bulletin of Seismological Society of America.1975.65,pp.581-626
[23]Manfredi,G.Evaluation of Seismic Energy Demand.Earthquake Engineering StructuralDynamics.2001.Vol.30,pp.485-499
[24]Vidic T,Fajfar P,Fischinger M.Consistent inelastic design spectra:Strength and displacement.Earthquake.Engineering and Structural Dynamics.1994.23:507-521
[25]Bertero VV.Performance-based seismic engineering:a critical review of proposed guidelines.In:Fajfar P,Krawinkler H,editors.Proceedings of the International Workshop on Seismic DesignMethodologies for the Next Generation of Codes.Rotterdam:Balkema.1997.p.1-31
[26]Nakashima,M.,Saburi,K.,and Tsuji,B.Energy Input and Dissipation Behavior of Structureswith Hysteretic Dampers.Earthquake Engineering and Structural Dynamics.1996.Vol.19,No.1,pp.77-90
[27]Chou C-C,Uang C-M.An evaluation of seismic energy demand:an attenuation approach.PEERReport:2000/04
铩颷28]A.Benavent-Climent,L.G.Pujades and F.Lopez-Almansa.Design energy input spectra formoderate-seismicity regions.Earthquake Engineering and Structural Dynamics 2002.31:1151-1172
[29]NCSE-94:Norma de Construction Sismorresistente:Parte General y Edificacion.Ministerio,Spain.1994
[30]N.M.Newmark and W.J.Hall,Seismic Design Criteria for Nuclear Reactor Facilities[C],Proceedings of4th World Conference on Earthquake Engineering,Sandiago de Chile,Vol.Ⅱ,B5,1969.1-12
[31]J.J.Bommer,A.S.Elnashai and A.G.Weir,Compatible Acceleration and Displacement Spectra for SeismicDesign Codes[C],Proceedings of 12th World Conference on Earthquake Engineering,CD-ROM.2000.No.0207
[32]Eurocode8:Design Provisions for Earthquake Resistance of Structures,Part 1.1:General Rules-Seismic Actions and General Requirements for Structures[S].DD ENV 1998-1-1:1996
[33]GB50011-2001.建筑抗震设计规范[S].北京:中国建筑工业出版社.2001
[34]GBJ111-87.铁路工程抗震设计规范[S].北京:铁道出版社.1987
[35]JTJ004-89.公路工程抗震设计规范[S].北京:人民交通出版社.1990
[36]Uniform Building Code(UBC),International Conference of Building O.cials,Whittier,CA,1997
[37]ATC-32:Improved Seismic Design Guidelines for Briges[S],Applied Technology Council,Redwood City,1996
[38]Clough RW,Penzien J.Dynamics of Structures(2~(nd)edn)[M].New York:McGraw Hill,1993
[39]杨迪雄,李刚,程耿东.近断层脉冲型地震动作用下隔震结构地震反应分析[J].地震工程与工程振动,2005,25(2):120-124
[40]东南大学主编,建筑结构抗震设计.中国建筑工业出版社.1999.p48-49
[41]范立础.桥梁抗震[M],同济大学出版社.1997
[42]Hudson DE.Response spectrum techniques in engineering seismology.Proceedings of the FirstWorld Conference on Earthquake Engineering,1956.
[43]Hudson DE.Some problems in the application of spectrum techniques to strong motionearthquake analysis.Bulletin of the Seismological Society of America 1962;52(2):180-199
[44]倪永军.桥梁结构抗震设计的设计地震与基于位移的抗震设计方法[D].北方交通大学博士学位论文.2001:26-27
[45]吕红山,赵凤新.适用于中国场地分类的地震动反应谱放大系数.地震学报.2007,Vol.29,No.1:65-76
[46]周锡元,王国权,杨润林,高晓安.1999年9月21日台湾集集地震中不同场地上峰值加速度的衰减特征.大型复杂结构的关键科学问题及设计理论研究论文集[M],2001,406-413
铩颷1]GB50011-2001.建筑抗震设计规范[S].北京:中国建筑工业出版社.2001
[2]Akbas B.Energy-based earthquake resistant design of steel moment resisting frames.PhD thesis,Department of Civil and Architectural Engineering,Illinois Institute of Technology.1997
[3]Lawson RS,Krawinkler H.Cumulative damage potential of seismic ground motion.In:Duma G,editor.Proceedings of the 10th European Conference on Earthquake Engineering.Wien:Balkema.1995.p.1079-86
[4]Manfredi G.,S time energetiche e potenziale di danno sismico.Ⅶ Convegno Nazionale:L'ingegneria sismica in Italia,Siena.1995.1,43-52
[5]Luis D.Decanini,Fabrizio Mollaioli,An energy-based methodology for the assessment ofseismic demand,Soil Dynamics and Earthquake Engineering.2001.113-137
[6]A.Benavent-Climentl,L.G.Pujades and F.Lopez-Almansa.Design energy input spectra formoderate-seismicity regions Earthquake Engng Struct.Dyn.2002.31:1151-1172(DOI:10.1002/eqe.153)
[7]Akiyama H.Earthquake-resistant limit-state design for buildings.Tokyo,Japan:University ofTokyo Press,1985
[8]Fajfar P,Vidic T,Fishinger M.On energy demand and supply in SDOF systems.In:Fajfar P,Krawinkler H,editors.Nonlinear seismic analysis of reinforced concrete buildings.London:Elsevier.1992.p.41-61
[9]Teran-Gilmore A.Performance-based earthquake-resistant design of framed buildings usingenergy concepts.Ph.D.dissertation.Department of Civil Engineering,University of California atBerkeley,1996
[10]Teran-Gilmore A.Energy concepts and damage indices.Proceedings of the EERC-CUReSymposium in honor of Vitelmo V.Bertero.California:Berkeley.1997
[11]Kuwamura H,Galambos TV.Earthquake load for structural reliability.Journal of StructuralEngineering ASCE 1989.115(6):1446-1462
[12]Hirao,K.,et al.The effect of duration and frequency content of earthquake motion on energyresponses of SDOF structures.Proceedings of the Ninth World Conference on EarthquakeEngineering.1988.Vol.Ⅴ,pp.141-146;Tokyo
[13]Fajfar,P.,"Equivalent ductility factor,taking into account low-cycle fatigue" EarthquakeEngineering and Structural Dynamics.1992.Vol.21,837-848
[14]Chin-Hsiung Loh and Shu-Hsien Chao,THE USE OF DAMAGE FUNCTION INPERFORMANCED-BASED SEISMIC DESIGN OF STRUCTURES,13th World Conference onEarthquake Engineering Vancouver,B.C.,Canada August 1-6.2004.Paper No.3257
[15]Lieping Ye and Shunsuke Otani.Maximum seismic displacement of inelastic systems based onenergy concept.[J]Earthquake Engineering and Structural Dynamics.1999.28:1483-1499
铩颷16]肖明葵,白绍良,赖明,刘纲.基于滞回耗能的抗震结构最大位移反应[J].重庆大学学报,2003.26(3)
[17]T.B.Panagiotakos and M.N.Fardis.A displacement-based seismic design procedure for RCbuildings and comparison with WC8.Earthquake eng.Struct.Dyn.2001.vol.30(9):1439-1462
[18]Norio H.,Tomaya T.and Norio I.Damaging properties of ground motions and responsebehavior of structures based on momentary energy response.Pro.Of 12~(th)WCEE,New Zealand,2000:CD-ROM
[19]Nakamura Y.and Kabeyasawa T.Estimation of maximum displacement response of reinforcedconcrete structures base on energy input spectrum.Transactions of the Japan Concrete Institute.1996.vol.18(2):205-212
[20]Yutaka H.Momentary energy absorption and effective loading cycles of structures duringearthquakes.Pro.Of 12~(th)WCEE,New Zealand,2000:CD-ROM
[21]Norio Hori,Norio Inoue.Damaging properties of ground motions and prediction of maximumresponse of structures based on momentary energy response[J]Earthquake Engineering andStructural Dynamics.2002.31:1657-1679
[22]胡冗兀,王亚勇.地震动瞬时能量与结构最大位移反应关系研究[J].建筑结构学报.2000,21(1)
[23]胡冗冗,王亚勇.基于瞬时输入能量的SDOF弹塑性结构最大位移反应分析[J].世界地震工程.2002,18(4)
[24]N.Hori,N.Inoue and A.Shibata,Inelastic Seismic Design Procedure Based on Energy ResponseBehavior of Rc Structures,11~(th)World Conference on Earthquake Engineering,Paper No.1107
[25]Utiinate Strength and Deformation Capacity of Buildings in Seismic Design,The ArchitecturalInstitute of Japan,1981
[26]Recommendation of the Design of Based-Isolated Buildings,The Architectural Institute of Japan,1981
[27]Housner G W.Limit Design of Structures to Resist Earthquake.Proceedings of 1~(st)WorldConference on Earthquake Engineering[C].Berkeley,California.1956.5-1-5-13
[28]Uang and Bertero."Use of Energy as a Design Criterion in Earthquake-resistant Design",EERCReport No.UCB/EERC-88/18,November.1988
[29]肖明葵,刘波.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
[30]W.E.Mckevitt,D.L Anderson,N.D.Nathan,et al.Hysteretic energy spectra in seismic design.Pro.Of 7th WCEE,Istanbul,Turkey.1980:3.26-3.28
[31]龚思礼,范学敏等.结构地震耗能特性及其在抗震设计中的应用,中国抗灾防灾论文集(1976-1986).1986.1.253-1.261
[32]刘波,肖明葵,赖明.结构地展输人总能量的分配.重庆建筑大学学报.1996.Vol.18,No.2:100-109
[33]顾渭建,钢筋混凝土杆系结构的耗能机理和延性设计.工业建筑.1997.Vol.27,No.11:34-38
[34]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.西安建筑科技大学学报(自然科学版).2005.Vol.37 No.2
[35]Bulent Akbas.Energy-Based Earthquake Resistant Design of Steel Moment Resisting FramesChicago[D],Illinois,Illinois Institute of Technology,1997
铩颷36]Yousef BOZORGNIA and Vitelmo V.BERTERO,Damage Spectrum and Its Applications toPerformance-Based Earthquake Engineering,13th World Conference on Earthquake EngineeringVancouver,B.C.,Canada August 1-6,2004.Paper No.1497
[37]朱建华,沈蒲生.基于能量原理的钢筋混凝土框架结构层间弹塑性位移求解.工程抗震与加固改造.2005.Vol.27(5)
[38]S.K.Kunnath,and Y.H.Chai,Cumulative damage-based inelastic cyclic demand spectrum,EARTHQUAKE ENGINEERING AND STRUCTURAL DYNAMICS Earthquake Engng Struct.Dyn.2004;33:499-520(DOI:10.1002/eqe.363)
[39]周云,周福霖.耗能减震体系的能量设计方法.世界地震工程.1997.Vol.13,No.4
[40]Applied Technology Council.Seismic guidelines for highway bridges.Rep.ATC-6,Arlington,Va.1981
[41]Riyadh A.Hindi,Robert G.Sexsmith.Inelastic Damage Analysis of Reinforced ConcreteBridge Columns Based on Degraded Monotonic Energy[J].Journal of Bridge Engineering,2004,4:326-332
[42]Seneviratna,G.D.P.K.,and Krawinkler,H.(1997).Evaluation of Inelastic MDOF Effects forSeicmic Design.Department of Civil Engineering,Standford University,Standford,CA
[43]Shen,J.and Akbas,B.Seismic Energy Demand in Steel Moment Frames.J.EatthquakeEngineering.1999.3(4)pp.519-559
铩颷1]Bertero.V.V.Tri-service manual methods.In Vision 2000 Part 2 App.J.Sacramento Califo.Structural Engineers Assn.Of California.1995
[2]Applied Technology Council.ATC-34.A Critical Review of Current Approaches toEarthquake-Resistant Design.ATC:Redwood City,CA,1995
[3]Structural Engineers Association of California.Vision 2000,Conceptual Framework forPerformance Based Seismic Engineering of Buildings.SEAOC:Sacramento,CA,USA,1995
[4]Applied Technology Council.ATC-40,Seismic evaluation and retroit of concrete buildings,Vols.1&2,Report No.SSC 96-01,ATC:Redwood City,CA,U.S.A.,1996
[5]Building Seismic Safety Council.FEMA 273,Second Ballot Version NEHRP Guidelines forSeismic Rehabilitation of Buildings.BSSC:Washington DC,U.S.A.,1997
[6]R.O.,Hamburger.Seismic Design Procedures for the International Building CODE-2000.Proc.6~(th)U.S.National Conf.Earthquake Engng.,Seattle,CD-ROM,EERI.,Oakland,1998
[7]H.Krawinkler.A Few Basic Concepts for Performance Based Seismic Design.Proc.Of 11thWCEE,Paper No.1633,1996
[8]C.Rojahn,A.Whittaker.A Proposed Framework for Performance-Based Design of New Buildings.Proc.6~(th)U.S.National Conf.Earthquake Engng.,Seattle,CD-ROM,EERI.,Oakland,1998
[9]V.V.,Bertero.The Need for Multi-level Seismic Design Criteria.Proc.Of 11th WCEE,PaperNo.2120,1996
[10]H.Krawinkler.New Trends In Seismic Design Methodology.10~(th)European Conference OnEarthquake Engineering,Duma(Ed.)1995,Balkema,Rotterdam,Pp.821-830
[11]中国工程建设标准化协会.CECS160-2004,建筑工程抗震性态设计通则(试用)[S].北京:中国计划出版社.2004
[12]川岛一彦“橘梁の耐震设计と今後の课题”,橘梁,1998.8.Pp.50-53
[13]大塜久哲,“耐震基准の性能设计化の现状と今后の课题”橘梁と基楚,1999,6,Pp39-43
[14]翟长海,谢礼立.近场脉冲效应对强度折减系数的影响分析.土木工程学报.Vol.39 No.7P.15-18.2006
[15]N.M.Newmark and W.J.Hall,Seismic Design Criteria for Nuclear Reactor Facilities[R],ReportNo.46,Building Practices for Disaster Mitigation,National Bureau of Standards,U.S.Department of Commerce,1973,209-236
[16]J.B.Berrill,M.J.N.Priestley and H.E.Chapman,Design Earthquake Loading and DuctilityDemand,Bulletin of the New Zealand National Society for Earthquake Engineering,Vol.13,No.3,1980,232-241
[17]R.Ridell,P.Hidalgo and E.Cruz,Response Modification Factors for Earthquake ResistantDesign of Short Period Structures[J],Earthquake Spectra,Vol.5,No.3,1989,571-590
[18]A.A.Nassar and H.Krawinkler,Seismic Demands for SDOF and MDOF Systems[R],ReportNo.95,The John A.Blume Earthquake Engineering Center,Stanford University,Stanford,California,1991
[19]T.vidic,P.Fajfar and M.Fischinger,Consistent Inelastic Design Spectra:Strength and Displacement,Earthquake Engineering and Structural Dynamics,Vol.23,1994,507-521
铩颷20]E.Miranda,Site-Dependent Strength Reduction Factors[J],Journal of Structural Engineering,ASCE,1993,Vol.119,No.12
[21]E.Miranda and V.V.Bertero,Evaluation of Strength Reduction Factors for Earthquake-ResistantDesign[J],Earthquake Spectra,1994,Vol.10,No.2,357-379
[22]卓卫东,范立础.结构抗震设计中的强度折减系数研究[J].地震工程与工程振动.2001,21(1):84-88
[23]吕西林,周定松.考虑场地类别与设计分组的延性需求谱和弹塑性位移反应谱[J].地震工程与工程振动.2004,24(1):39-48
[24]翟长海,公茂盛,张茂花等.工程结构等延性地震抗力谱研究[J].地震工程与工程振动.2004,24(1):22-29
[25]Standard Specifications for Highway Bridges,16th Edition,Division I-A:Seismic Design.Washington:American Association of State Highway and Transportation Officials(AASHTO),Inc.,1995
[26]Improved Seismic Design Criteria for California Bridges:Provisional Recommendations.ReportNo.ATC-32,Redwood City,California:Applied Technology Council(ATC),1996
[27]Bridge Manual.Wellington:Transit New Zealand(TNZ),1994
[28]CEN,Eurocode 8-Design Provisions for Earthquake Resistance of Structures,Part Ⅴ Bridges.Brussels:Comite European de Normalization(CEN),1994
[29]GBJ111-87.铁路工程抗震设计规范[S].北京:铁道出版社.1987
[30]JTJ004-89.公路工程抗震设计规范[S].北京:人民交通出版社.1990
[31]范立础,王志强.桥梁延性抗震设计[M1.人民交通出版社.2001
[32]Warnitchai P,Panyakapo P.Constant-damage design spectra.Journal of EarthquakeEngineering 1999;3(3):329-347
[33]Fajfar P.Equivalent ductility factors,taking into account low-cycle fatigue.EarthquakeEngineering and Structural Dynamics,1992;21:837-848
[34]Krawinkler H,Nassar AA.Seismic design based on ductility and cumulative damage demandand capacities.In Nonlinear Seismic Analysis and Design of Reinforced Concrete Buildings,Fajfar P,Krawinkler H(eds).Elsevier,1992;23-39
[35]Jean W-Y,Loh C-H.Seismic demand for SDOF system based on structural damage controlconcept.The Sixth East Asia-Pacific Conference on Structural Engineering and Construction,14-16 January,Taipei,Taiwan,1998,1633-1638
[36]倪永军.桥梁结构抗震设计的设计地震与基于位移的抗震设计方法[D].北方交通大学博士学位论文.2001:26-27
[37]Y.J.Park,A.H-S.Ang,Mechanistic Seismic Damage Model for Reinforced Concrete[J],Journalof Structural Engineering,1985,Vol.111,No.4,722-739
[38]Rajaram SK,Usami T.Inelastic seismic response analysis of thin-walled steel bridge piers,Report No.9602,Department of Civil Engineering,Nagoya University,Nagoya,1996;18-85
[39]Park YJ,Ang AH-S,Wen YK.Damage-limiting aseismic design of buildings.EarthquakeSpectra,1987;3(1):1-26
[40]Stone WC,Taylor AW.Seismic performance of circular bridge columns designed in accordancewith AASHTO/CALTRANS standards,NIST Building Science Series 170,U.S.Department of Commerce,National Institute of Standards and Technology,Gaithersburg,MD,1993
铩颷41]Chai YH,Romstad KM,Bird SM.Energy-based linear damage model for high-intensity seismicloading.Journal of Structural Engineering(ASCE),1995;121(5):857-864
[42]欧进萍,何政,吴斌,邱法维.混凝士结构基于地震损伤性能的设计[J].工程与工程振动.1999.Vol.19,No.1:21-30
[43]Cosenza E,Manfredi G,Ramasco R.The use of damage functionals in earthquake engineering:a comparison between different methods.Earthquake Engineering and Structural Dynamics,1993;22:855-868
[44]Hirao K,Sasada S,Nariyuki Y,Sawada T,Kawabata S.Required yield strength ratio spectrumand its application for verification of seismic safety of a structure excited by severeearthquake motions.Proceedings of JSCE,1995;525(I-33):213-225
[45]Rajaram SK,Usami T.Inelastic seismic response analysis of thin-walled steel bridge piers,Report No.9602,Department of Civil Engineering,Nagoya University,Nagoya,1996;18-85
[46]P.Fajfar,P.Gaspersic.A Simplified Nonlinear Method for Seismic Evaluation of RC Bridge.6~(th)U.S.National Conference on Earthquake Engineer
[47]H.Babon,etal,Seismic Damage in Reinforced Concrete Frames,ASCE,1981 Vol.107,No.ST9
[48]P.Fajfar,Equivalent Ducility Factors Taking into Account Low-cycle Fatigue,EarthquakeEngineering and Structural Dynamics,1992,Vol.21
[49]Djordje LADJINOVIC,Radomir FOLIC.Application of Improved Damage Index for Designingof Earthquake Resistant Structures.13WCEE.Vancouver,B.C,Canada 2004,No.2135
[50]欧进萍,牛荻涛,王光远.非线性抗震钢结构的模糊动力可靠性分析与设计,地震工程与工程振动.1990,Vol.10,No.4
[51]牛狄涛、任利杰.改进的钢筋混凝土结构双参数地震破坏模型.地震工程与工程振动.1996.16(4):p44-54[52]王东升,冯启民.低周疲劳寿命的改进Park-Ang地震损伤模型.土木工程学报.2004.Vol.37(11)
[53]傅剑平,王敏,白绍良.对用于钢筋混凝士结构的Park-Ang双参数破坏准则的识别和修正.地震工程与工程振动.2005.Vol.25,No.5
[54]Standards Association of New Zealand(SANZ).Commentary on the code of practice for generalstructural design and design loading for buildings(NZS 4203-Part 2),Wellington,1992
[55]Vision 2000 Committee,Performance-based engineering of building[c].Miranda E.SeismologyCommittee of the Structure Engineering Association of California,Oakland:Wileylnc,1995
[56]小谷俊介.日本基于性能结构抗震设计方法的发展[J].建筑结构.2000,(6):3-9
[57]S.K.Kunnath.Cumulative Seismic Damage of Reinforced Concrete Bridge Piers.University atBuffalo,State University of New York,NCEER Report:97-0006
[58]Y.J.Park,A.H-S.Ang,Seismic damage analysis of reinforced concrete buildings[J],Journal ofStructural Engineering,1985,112(2):102-109
[59]Hindi,R.A.,and Sexsmith,R.G.A proposed damage for RC bridge columns under cyclicloading.Earthquake Spectra,2001.17(2),261-289
[60]潘龙,基于推倒分析方法的桥梁结构地震损伤分析和性能设计[D].同济大学博士学位论文.2001
[61]朱伯龙,董振祥.钢筋混凝土结构非线性分析.同济大学出版社.1985
铩颷62]肖明葵,刘纲,白绍良.滞回恢复力模型中求折点的一种方法.重庆大学学报.2003,Vol.25(1):13-16
[63]Phaiboon Panyakapo.Evaluation of site-dependent constant-damage design spectra forreinforced concrete structures.EARTHQUAKE ENGINEERING AND STRUCTURALDYNAMICS Earthquake Engng Struct.Dyn.2004,33:1211-1231(DOI:10.1002/eqe.396)
[64]G.M.Calvi and G.R.Kingsley,Displacement-based Seismic Design of Multi-Degree-of-FreedomBridge Structures[J],Earthquake Engineering and Structural Dynamics,1995,Vol.24,1247-1266
[65]M.J.Kowalsky,M.J.N.Priestley and G.A.Macrae,Displacement-based Design of RC BridgeColumns in Seismic Regions[J],Earthquake Engineering and Structural Dynamics,1995,Vol.24,1623-1643
[66]铁路桥涵技术规范(合订本)[S],中国铁道出版社.1994
[67]范立础.桥梁抗震[M],同济大学出版社.1997
[68]王东升.钢筋混凝土梁式桥地震破损研究[D].中国地震局工程力学研究所博士学位论文.2002
[69]Eurocode 8[S]:Design Provisions for Earthquake Resistance of Structures,Part 1.1 GeneralRules-Seismic Actions and General Requirements for Structures;Part 2 Bridges.1996
[70]SHIBATA A,SOZEN M.Substitute structure method for seismic design in R/C[J].StructuralEngng.,ASCE,1988,114:1804-1826
[71]KOWALSKY M J.A Displacement-based Approach for the Seismic Design of ContinuousConcrete Bridges[J].Earthquake Engineering and Structural Dynamics,2002,31:719-747
[72]Sucuoglu,H.,Dicleli,M.,and Nurtug.An analytical assessment of elastic and inelastic responsespectra[J].Can.J.Civil Eng.,1994,Vol.21:383-395