地震研究

以某大跨斜拉桥为例,利用SAP2000建立有限元模型,基于结构性能目标,探讨桥梁构件损伤标定方法,并采用IDA的倒塌易损性分析方法,对该斜拉桥进行横向的地震易损性分析,最后采用能力需求比模型法拟合出主塔的易损性曲线。研究结果表明,在横向地震作用下,索塔墩顶截面、上塔柱底部成为易损截面的概率增大,连接主梁的中塔柱底部截面出现完全破坏的概率增大。

In this paper,based on a long-span cable-stayed bridge,a finite element model is established by using SAP2000.Based on structural objectives,we studied on calibration method for bridge structure damage.By using collapse vulnerability analysis method which is based on IDA,we analyze the lateral seismic fragility of cable-stayed bridge.Finally,the seismic fragility curves of the main tower can be fitted by using capacity requirement modeling method.The research indicate that under the transverse seismic waves,towers became more vulnerable at the section of top and the bottom of upper tower column.The bottom of mid tower connecting the girder tends to be completely destroyed.

引言
1 结构的地震易损性分析
2 混凝土梁斜拉桥横桥向地震易损性分析
3 结论

图1 易损性曲线建立流程图<br/>Fig.1 Flow chart of fragility curve

图1 易损性曲线建立流程图
Fig.1 Flow chart of fragility curve

表1 截面层次的损伤描述<br/>Tab.1 Description of section level damage

表1 截面层次的损伤描述
Tab.1 Description of section level damage

图2 马桑溪大桥整体布置图(单位:cm)<br/>Fig.2 Layout of the Ma-Sang-Xi Bridge(unit:cm)

图2 马桑溪大桥整体布置图(单位:cm)
Fig.2 Layout of the Ma-Sang-Xi Bridge(unit:cm)

表2 横向分析所采用的地震波详细列表<br/>Tab.2 Detailed list of lateral analysis of the seismic wave

表2 横向分析所采用的地震波详细列表
Tab.2 Detailed list of lateral analysis of the seismic wave

表3 横向分析所采用的强度等级<br/>Tab.3 Lateral analysis of the intensity level

表3 横向分析所采用的强度等级
Tab.3 Lateral analysis of the intensity level

图3 输入横向地震波作用后塔底截面的曲率损伤指标<br/>Fig.3 The damage index of curvature of the bottom section after entering the lateral weismlc ware

图3 输入横向地震波作用后塔底截面的曲率损伤指标
Fig.3 The damage index of curvature of the bottom section after entering the lateral weismlc ware

图4 主塔(a)、过渡墩(b)各截面的损伤曲率图<br/>Fig.4 Damage curvature of the primary(a) and cransition column(b)section

图4 主塔(a)、过渡墩(b)各截面的损伤曲率图
Fig.4 Damage curvature of the primary(a) and cransition column(b)section

图5 关键截面轻微损伤(a)、中等损伤(b)、严重损伤(c)、完全损伤(d)易损性曲线图图<br/>Fig.5 The fragility curve in slight damage(a),medium damgae(b),severe damage(c)and fully damage(d)

图5 关键截面轻微损伤(a)、中等损伤(b)、严重损伤(c)、完全损伤(d)易损性曲线图图
Fig.5 The fragility curve in slight damage(a),medium damgae(b),severe damage(c)and fully damage(d)

季正迪.2016基于性能的混凝土斜拉桥地震易损性分析[D].西安:长安大学.
姚霄雯.2013.基于性能的高拱坝地震易损性分析与抗震安全评估[D].杭州:浙江大学.
朱红武.2005.建筑结构损伤理论及地震损伤评估的研究[D].上海:同济大学.
朱健,谭平,周福霖.2011.土木工程动力易损性分析研究现状与展望[J].建筑科学,27(5):69,109-113.
BASOZ N,KIREMIDJINN A S.1997.RisRassessment of bridges and highway systems from the Northridge earthquake[C].Proceedings of the National Seismic Conferenceon Bridges and Highways:“Progress in Research and Practice”.Sacramento,California,65-79.
FUKUSHIMA.S,KDI Y,YASHIRO K.1996.Study on thefragility of system-part I:Structure withbrittle elements in its stories[C].Proceedings of 11th World Conference on Earthquake Engineering 1996.EI sever scienceltd.Oxford,United Kingdom,1:333-339.
KARIM K R,YAMAZAKI F A.2003.Simplified method ofconstructing fragility curves for bridges[J].Earthquake Engineering and Structural Dynamics,32:1603-1626.
KIREMIDJIAN A A,BASÖZ N I.1997.Evaluation of bridge damage data from recent earthquakes[R].NCEER Bulletin,11(2):1-7.
Riskassessment of bridges and highway systems fromthe Northridge earthquake[C].Proceedings of the National Seismic Conferenceon Bridges and Highways:“Progress in Research and Practice”.Sacramento,California,65-79.

备注

引言

1 结构的地震易损性分析

2 混凝土梁斜拉桥横桥向地震易损性分析

3 结论

期刊信息