地震作用下超大跨斜拉桥地震损伤与破坏模式研究
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摘要
本文以一座试设计的主跨1 400 m斜拉桥为例,采用弹塑性分析方法并以Park损伤指数作为评价指标,研究了斜拉桥典型结构体系顺桥向和横桥向的地震损伤与破坏模式;在此基础上,进一步研究了不同频率成分地震动对其地震损伤与破坏模式的影响。结果表明:地震作用下主塔和桥墩属于易损构件,需重点关注;主塔顺桥向、桥墩顺桥向和横桥向发生典型的单塑性铰破坏模式,而主塔横桥向则发生双塑性铰破坏模式;主塔和桥墩的地震损伤受输入地震频率成分的影响非常显著,且低频成分越丰富,其地震损伤越严重,但不会改变其破坏模式。
Elasto-plastic analyses were carried out to investigate seismic damage and failure patterns by employing Park damage indices for a trial designed cable-stayed bridge,which has a central span of 1400 m and is excited by ground motions with various intensities. In addition,the influences of earthquake input including different frequency components on structural seismic damage and failure patterns were further investigated. The results show that the pylon and piers are subjected to damage under earthquake input; the top and bottom regions of the pylon are simultaneously subjected to severe damage under extreme earthquake input,indicating that the pylon experiences an unexpected failure patterns with double plastic hinges,whereas the piers experience a typical flexural failure pattern,with only one plastic hinge concentrated at the bottom region to the pier in the transverse direction; the piers and pylon experience a typical flexural failure pattern,with only one plastic hinge concentrated at the bottom region of them in the longitudinal direction; the influences of earthquake input including different frequency components on the seismic damage to the cable-stayed bridge are very noticeable,and the structure suffers from more severe damage when earthquake input includes more lower frequency components. However,different earthquake inputs cannot change the failure patterns of the cable-stayed bridge.
Elasto-plastic analyses were carried out to investigate seismic damage and failure patterns by employing Park damage indices for a trial designed cable-stayed bridge,which has a central span of 1400 m and is excited by ground motions with various intensities. In addition,the influences of earthquake input including different frequency components on structural seismic damage and failure patterns were further investigated. The results show that the pylon and piers are subjected to damage under earthquake input; the top and bottom regions of the pylon are simultaneously subjected to severe damage under extreme earthquake input,indicating that the pylon experiences an unexpected failure patterns with double plastic hinges,whereas the piers experience a typical flexural failure pattern,with only one plastic hinge concentrated at the bottom region to the pier in the transverse direction; the piers and pylon experience a typical flexural failure pattern,with only one plastic hinge concentrated at the bottom region of them in the longitudinal direction; the influences of earthquake input including different frequency components on the seismic damage to the cable-stayed bridge are very noticeable,and the structure suffers from more severe damage when earthquake input includes more lower frequency components. However,different earthquake inputs cannot change the failure patterns of the cable-stayed bridge.
引文
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[17]孙斌.超千米级斜拉桥结构体系研究[D].上海:同济大学,2008.SUN Bin.Study of structural systems for cable-stayed bridge with ultra kilometer span[D].Shanghai:Tongji University,2008.(in Chinese)
[18]JTG/T B02-01-2008公路桥梁抗震设计规范[S].北京:人民交通出版社,2008.JTG/T B02-01-2008 Guideline for Seismic Design of Highway Bridges[S].Beijing:China Commumications Press,2008.(in Chinese)
[2]Zayati F,Mahin S A,Moehle J P,Experimental and analytical evaluation of a retrofit double-deck viaduct structure[J].Department of Civil Engineering of University of California Berkeley:California,1996.
[3]孙利民,秦东,范立础,扩展散体单元法在钢筋混凝土桥梁倒塌分析中的应用[J].土木工程学报,2002(6):53-58.SUN Limin,QIN Dong,FAN Lichu.A New model for collapse analysis of reinforced concrete bridge[J].China Civil Engineering Journal,2002(6):53-58.(in Chinese)
[4]Kunnath S K and Gross J L,Inelastic response of the cypress viaduct to the loma prieta earthquake[J].Engineering Structures,1995,17(7):485-493.
[5]周智杰.集鹿大橋震害評估與修復之研究[D].台湾大学:台湾,2004.ZHOU Zhijie.Study of evaluation and retrofitted for seismic damage of Chi-Lu cable-stayed bridge[D].Taiwan:National Taiwan Univ.,2004.(in Chinese)
[6]Shoji G,Kitahara J,Kojima A,et al.Mechanism of seismic response of a PC cable-stayed bridge subjected to a long-period seismic excitation[J].Structural Engineering/Earthquake Engineering,2008,25(2):982-1001.
[7]Shoji G,Kogi T,Umesaka Y.Seismic response of a PC cable-stayed bridge subjected to a long-period ground motion[C]∥in The 14th World Conference on Earthquake Engineering,Beijing,2008.
[8]Chadwell C B,Seismic response of single tower cable-stayed bridges[J].Berkeley:University of California,2003.
[9]胡庆安,文锋,刘健新.斜拉桥在大震作用下桥塔的失稳破坏仿真分析[J].西安建筑科技大学学报:自然科学版,2006(3):349-352.HU Qingan,WEN Feng,LIU Jianxin,Emulation analysis of cable-stayed bridge tower from losing steadiness to destruction under heavy earthquake[J].Journal Xi'an University of Arch.&Tech.(Natural Science Edition),2006(3):349-352(in Chinese)
[10]刘金龙.地震作用下多塔斜拉桥失效模式控制研究[D].哈尔滨:哈尔滨工业大学,2009.LIU Jinlong.Study of control for seismic damage modes of cable-stayed bridge with multi-tower[D].Harbin:Harbin Institute of Technology,2009.(in Chinese)
[11]聂利英,张雷,李硕娇.地震作用下大跨度悬索桥纵向破坏模式研究[J].土木工程学报,2011(4):91-97.NIE Liying,ZHANG Lei,LI Shuojiao.Study of the longitudinal failure pattern of long span suspension bridges under earthquake[J].China Civil Engineering Journal,2011(4):91-97.(in Chinese)
[12]Park Y J,Ang A H S.Mechanistic seismic damage model for reinforced concrete[J].Journal of Structural Engineering,1985.111(4):722-739.
[13]Park Y J,Ang A H S,Wen Y K,Seismic Damage Analysis of Reinforced Concrete Buildings[J].Journal of Structural Engineering,1985.111(4):740-757.
[14]Kunnath S K,Reinhorn A M,Lobo R F,IDARC version 3.0:A Program for the inelastic damage analysis of RC structures[R].Technical Report NCEER-92-0022.National Center for Earthquake Engineering Research,State University of New York,Buffalo NY.,1992.
[15]谢文.考虑地震损伤控制的超大跨斜拉桥结构体系研究[D].上海:同济大学,2013.XIE Wen.Study on structural system with seismic damage control for super long-span cable-stayed bridge[D].Shanghai:Tongji University,2008.(in Chinese)
[16]Park Y J,Ang A H S,Wen Y K.Damage-limiting aseismic design of buildings[J].Earthquake Spectra,1987.3:1-26.
[17]孙斌.超千米级斜拉桥结构体系研究[D].上海:同济大学,2008.SUN Bin.Study of structural systems for cable-stayed bridge with ultra kilometer span[D].Shanghai:Tongji University,2008.(in Chinese)
[18]JTG/T B02-01-2008公路桥梁抗震设计规范[S].北京:人民交通出版社,2008.JTG/T B02-01-2008 Guideline for Seismic Design of Highway Bridges[S].Beijing:China Commumications Press,2008.(in Chinese)
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