大型悬索跨越结构地震易损性分析
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摘要
针对大跨超窄悬索跨越结构的地震响应,采用基于能力/需求比的方法对悬索结构进行了地震易损性分析,建立不考虑桩土共同作用、低桩承台桩基和高桩承台桩基三种ANSYS有限元模型,计算纵向+竖向和横向+竖向地震作用下跨越结构桥塔、桩基、缆索系统和鞍槽内主缆抗滑移的能力/需求比,确定跨越结构的抗震薄弱部位并进行易损性评价。计算结果表明,桩土共同作用及承台位置对跨越结构的地震响应有显著的影响,其易损性部位主要位于桥塔塔底截面、上塔柱底截面、上塔柱顶截面、桩基础以及塔顶鞍槽内主缆的抗滑移。
For the seismic response of the long span narrow suspension cable pipeline aerial crossing structure,the Capacity / Demand ratio( C / D ratio) analytical method is applied to assess the seismic vulnerability of the structure under the earthquake action. Three kinds of ANSYS finite element models are established by pylon bottom consolidation,pile-soil interaction with elevated pile cap and pile-soil interaction with low pile cap. C / D ratio of the pylon,pile,cable system and cable anti-slip in saddles are calculated with the longitudinal + vertical and lateral + vertical seismic input. The seismic weak parts are identified and the vulnerability assessment is conducted. The results show that the pile-soil interaction and the pile cap location have a significant impact on the seismic response of the structure. Vulnerability weak parts are mainly located in the bottom sections of the bridge pylon,bottom sections of the upper pylon,top sections of the upper pylon,pile foundation and main cable anti-slip in saddle.
For the seismic response of the long span narrow suspension cable pipeline aerial crossing structure,the Capacity / Demand ratio( C / D ratio) analytical method is applied to assess the seismic vulnerability of the structure under the earthquake action. Three kinds of ANSYS finite element models are established by pylon bottom consolidation,pile-soil interaction with elevated pile cap and pile-soil interaction with low pile cap. C / D ratio of the pylon,pile,cable system and cable anti-slip in saddles are calculated with the longitudinal + vertical and lateral + vertical seismic input. The seismic weak parts are identified and the vulnerability assessment is conducted. The results show that the pile-soil interaction and the pile cap location have a significant impact on the seismic response of the structure. Vulnerability weak parts are mainly located in the bottom sections of the bridge pylon,bottom sections of the upper pylon,top sections of the upper pylon,pile foundation and main cable anti-slip in saddle.
引文
[1]李德寅.悬索管道桥梁——兼第聂伯河上720m管道桥[J].国外桥梁,1995(4):241-255.
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[8]DB33/T 856—2012特大跨径钢箱梁悬索桥设计指南[S].
[9]JGJ 94—2008建筑桩基技术规范[S].
[10]GB 50011—2010建筑抗震设计规范[S].
[11]JTJ×××—2002公路悬索桥设计规范(申请稿)[S].
[12]吉林,陈策,冯兆祥.三塔悬索桥中塔主缆与鞍座间抗滑移试验研究[J].公路,2007,14(6):1-6.
[13]Forsberg T,Petersen A.The challenge of constructing a bridge over the Chacao channel[C]//Jon Krokeborg.Strait Crossings 2001:Proceedings of the Fourth Symposium on Strait Crossing,Norway,2001:345-351.
[2]王金国,丁阳,郭迅.长输管道悬索跨越结构抗震性能的试验研究[J].地震工程与工程振动,2009,29(2):124-130.
[3]Federal Highway Administration.Seismic Retrofitting Manual for Highway Structures:Part 1-Bridges[M].USA:Publication No.FHWA-HRT-06-032,2006.
[4]张菊辉,胡世德.桥梁地震易损性分析的研究现状[J].结构工程师,2005,21(5):76-80.
[5]Hwang H,刘晶波.地震作用下钢筋混凝土桥梁结构易损性分析[J].土木工程学报,2004,37(6):47-51.
[6]邓育林.大跨多塔悬索桥抗震理论中若干关键问题的研究[D].上海:同济大学,2008.
[7]Mander J B,Priestley M J N,Park R.Theoretical stress-strain model for confined concrete[J].Journal of The Structural Division,ASCE,1988,114(8):1804-1826.
[8]DB33/T 856—2012特大跨径钢箱梁悬索桥设计指南[S].
[9]JGJ 94—2008建筑桩基技术规范[S].
[10]GB 50011—2010建筑抗震设计规范[S].
[11]JTJ×××—2002公路悬索桥设计规范(申请稿)[S].
[12]吉林,陈策,冯兆祥.三塔悬索桥中塔主缆与鞍座间抗滑移试验研究[J].公路,2007,14(6):1-6.
[13]Forsberg T,Petersen A.The challenge of constructing a bridge over the Chacao channel[C]//Jon Krokeborg.Strait Crossings 2001:Proceedings of the Fourth Symposium on Strait Crossing,Norway,2001:345-351.
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