钢筋混凝土桥墩基于位移的抗震设计方法
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摘要
通过改进能力谱法,给出了一个可以实现“小震不坏、中震可修和大震不倒”多级性能目标的钢筋混凝土桥墩直接基于位移的抗震设计方法。首先以钢筋和混凝土的应变幅值建立了钢筋混凝土桥墩不同破损极限状态的量化准则,并基于曲率延性系数和位移延性系数关系转化为墩顶位移的表述形式。再以屈服位移和位移延性系数作为设计参考变量,采用屈服谱加速度和屈服位移(Ay-Dy)格式的地震需求谱求解系统在不同风险水平地震作用下的反应。最后以能力设计原理保证桥墩截面的抗剪强度需求。通过一个具体设计算例说明了建议方法的可行性。
A direct displacement-based seismic design procedure of RC bridge piers fulfilling multiple performance objectives,which usually require that the structure can sustain a minor earthquake without any damage,a moderate earthquake with repairable structural damage,and a strong earthquake without collapsing,is developed by means of the improved capacity spectrum method.The procedure uses the yield displacement and displacement ductility factor as the design parameters and uses the inelastic seismic demand spectrum with yield spectral accelerations and yield displacements format to calculate the seismic demands of the pier under different earthquake levels.Seismic capacities of the pier are determined by acceptable structural damages,which are estimated quantitatively by using both the strains of concrete and the longitudinal steels in plastic hinge zones,and expressed as displacements at top of the pier by transforming from the relationship between curvature ductility factor and displacement ductility factor.The shear strength of the pier is also checked using the concept of capacity design in order to avoid brittle shear failure.The feasibility of the proposed method is validated by using an example on the seismic design of a single bridge pier.
A direct displacement-based seismic design procedure of RC bridge piers fulfilling multiple performance objectives,which usually require that the structure can sustain a minor earthquake without any damage,a moderate earthquake with repairable structural damage,and a strong earthquake without collapsing,is developed by means of the improved capacity spectrum method.The procedure uses the yield displacement and displacement ductility factor as the design parameters and uses the inelastic seismic demand spectrum with yield spectral accelerations and yield displacements format to calculate the seismic demands of the pier under different earthquake levels.Seismic capacities of the pier are determined by acceptable structural damages,which are estimated quantitatively by using both the strains of concrete and the longitudinal steels in plastic hinge zones,and expressed as displacements at top of the pier by transforming from the relationship between curvature ductility factor and displacement ductility factor.The shear strength of the pier is also checked using the concept of capacity design in order to avoid brittle shear failure.The feasibility of the proposed method is validated by using an example on the seismic design of a single bridge pier.
引文
[1]Kowalsky M J,Priestley M J N,Macrae G A.Displacement-based design of RC bridge columns in seismic regions[J.]Earthquake Eng.Stru.Dyn.,1995,24:1623-1643
[2]Calvi G M,Kingsley G R.Displacement-based seismic designof multi-degree-of-freedom bridge structures[J.]EarthquakeEng.Stru.Dyn.,1995,24:1247-1266
[3]Kowalsky MJ.A displacement-based approach for the seismicdesign of continuous concrete bridges[J.]Earthquake Eng.Stru.Dyn.,2002,31:719-747
[4]Chopra A K,Goel R K.Direct displacement-based design:use of inelastic vs.elastic design spectra[J.]EarthquakeSpectra,2001,17(1):47-64
[5]Fajfar P.Capacity spectrum method based on inelastic dem-and spectra[J].Earthquake Eng.Stru.Dyn.,1999,28:979-993
[6]XueQiang,ChenCheng-Chung.Performancebasedseismicdes-ign of structures:a direct displacement based approach[J.]Engineering Structures,2003,25:1803-1813
[7]杨玉民,胡勃,袁万城.基于位移反应谱的连续梁桥抗震设计简化方法[J.]同济大学学报,1999,27(2):150-154
[8]朱晞,倪永军.桥梁结构基于位移的抗震设计方法研究进展[J.]国外桥梁,2000,(1):24-26
[9]倪永军,朱晞.以地震动衰减关系为基础的设计谱研究[J.]地震学报,2001,23(6):663-668
[10]弓俊青,朱晞.以位移为基础的钢筋混凝土桥梁墩柱抗震设计[J.]中国公路学报,2001,14(4):42-46
[11]黄建文,朱晞.以位移为基础的钢筋混凝土连续梁桥抗震设计方法[J.]中国公路学报,2005,18(2):28-33
[12]黄建文,朱晞.近场地震作用下钢筋混凝土桥墩基于位移的抗震设计[J.]土木工程学报,2005,38(4):84-90
[13]普瑞斯特雷M J N,塞勃勒F,等.桥梁抗震设计与加固[M.]袁万城等,译.北京:人民交通出版社,1997
[14]Aschheim M.Seismic design based on the yield displac-ement[J.]Earthquake Spectra,2002,18(4):581-600
[15]戴君武,张敏政,黄玉龙.偏心结构扭转振动研究中几个基本参量的讨论[J.]地震工程与工程振动,2002,22(6):38-43
[16]Calvi G M.Recent experience and innotative approaches indesign and assessment of bridges[C]//13WCEE.Canada:2004,Reference NO.5009
[17]王东升,翟桐,郭明珠.利用Pushover方法评价桥梁的抗震安全性[J.]世界地震工程,2000,16(2):47-51
[18]Rojahn C,Mayes R,Anderson D G,et al.Impact assess-ment of selected MCEER highway project research on theseismic design ofhighwaystructures[R.]Universityat Buffalo,State University of New York,MCEER Report:99-0009
[19]范立础.桥梁抗震[M.]上海:同济大学出版社,1997
[20]王东升,李宏男,王国新.统计意义一致的弹塑性设计位移谱[J.]大连理工大学学报,2006,46(1):87-92
[21]王东升,李宏男,赵颖华,等.Ay-Dy格式地震需求谱及其在结构基于性能抗震设计中的应用[J.]建筑结构学报,2006,27(1):60-65
[22]范立础.城市桥梁抗震设计规范中若干问题[J.]工程力学,2000,1(增刊):74-85
[23]Fajfar P.Equivalent ductility factors taking into account low-cycle fatigue[J.]Earthquake Eng.Stru.Dyn.,1992,21:537-848
[24]卓卫东,范立础.延性桥墩塑性铰区最低约束箍筋用量[J.]土木工程学报,2002,35(5):47-51
[25]Tada-aki Tanabe.Comparative performance of seismic designcodes for concrete structures[M.]Boulevard(UK):ELSEVIERSCIENCE Ltd.,2000
[26]秦权,王飞.关于改进我国大跨缆索支承桥抗震设计的建议(含更正)[J.]中国铁道科学,2002,23(5):73-81
[27]JTJ004-89公路工程抗震设计规范[S.]北京:人民交通出版社,1990
[2]Calvi G M,Kingsley G R.Displacement-based seismic designof multi-degree-of-freedom bridge structures[J.]EarthquakeEng.Stru.Dyn.,1995,24:1247-1266
[3]Kowalsky MJ.A displacement-based approach for the seismicdesign of continuous concrete bridges[J.]Earthquake Eng.Stru.Dyn.,2002,31:719-747
[4]Chopra A K,Goel R K.Direct displacement-based design:use of inelastic vs.elastic design spectra[J.]EarthquakeSpectra,2001,17(1):47-64
[5]Fajfar P.Capacity spectrum method based on inelastic dem-and spectra[J].Earthquake Eng.Stru.Dyn.,1999,28:979-993
[6]XueQiang,ChenCheng-Chung.Performancebasedseismicdes-ign of structures:a direct displacement based approach[J.]Engineering Structures,2003,25:1803-1813
[7]杨玉民,胡勃,袁万城.基于位移反应谱的连续梁桥抗震设计简化方法[J.]同济大学学报,1999,27(2):150-154
[8]朱晞,倪永军.桥梁结构基于位移的抗震设计方法研究进展[J.]国外桥梁,2000,(1):24-26
[9]倪永军,朱晞.以地震动衰减关系为基础的设计谱研究[J.]地震学报,2001,23(6):663-668
[10]弓俊青,朱晞.以位移为基础的钢筋混凝土桥梁墩柱抗震设计[J.]中国公路学报,2001,14(4):42-46
[11]黄建文,朱晞.以位移为基础的钢筋混凝土连续梁桥抗震设计方法[J.]中国公路学报,2005,18(2):28-33
[12]黄建文,朱晞.近场地震作用下钢筋混凝土桥墩基于位移的抗震设计[J.]土木工程学报,2005,38(4):84-90
[13]普瑞斯特雷M J N,塞勃勒F,等.桥梁抗震设计与加固[M.]袁万城等,译.北京:人民交通出版社,1997
[14]Aschheim M.Seismic design based on the yield displac-ement[J.]Earthquake Spectra,2002,18(4):581-600
[15]戴君武,张敏政,黄玉龙.偏心结构扭转振动研究中几个基本参量的讨论[J.]地震工程与工程振动,2002,22(6):38-43
[16]Calvi G M.Recent experience and innotative approaches indesign and assessment of bridges[C]//13WCEE.Canada:2004,Reference NO.5009
[17]王东升,翟桐,郭明珠.利用Pushover方法评价桥梁的抗震安全性[J.]世界地震工程,2000,16(2):47-51
[18]Rojahn C,Mayes R,Anderson D G,et al.Impact assess-ment of selected MCEER highway project research on theseismic design ofhighwaystructures[R.]Universityat Buffalo,State University of New York,MCEER Report:99-0009
[19]范立础.桥梁抗震[M.]上海:同济大学出版社,1997
[20]王东升,李宏男,王国新.统计意义一致的弹塑性设计位移谱[J.]大连理工大学学报,2006,46(1):87-92
[21]王东升,李宏男,赵颖华,等.Ay-Dy格式地震需求谱及其在结构基于性能抗震设计中的应用[J.]建筑结构学报,2006,27(1):60-65
[22]范立础.城市桥梁抗震设计规范中若干问题[J.]工程力学,2000,1(增刊):74-85
[23]Fajfar P.Equivalent ductility factors taking into account low-cycle fatigue[J.]Earthquake Eng.Stru.Dyn.,1992,21:537-848
[24]卓卫东,范立础.延性桥墩塑性铰区最低约束箍筋用量[J.]土木工程学报,2002,35(5):47-51
[25]Tada-aki Tanabe.Comparative performance of seismic designcodes for concrete structures[M.]Boulevard(UK):ELSEVIERSCIENCE Ltd.,2000
[26]秦权,王飞.关于改进我国大跨缆索支承桥抗震设计的建议(含更正)[J.]中国铁道科学,2002,23(5):73-81
[27]JTJ004-89公路工程抗震设计规范[S.]北京:人民交通出版社,1990
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