强震作用下大跨度拱形立体桁架结构动力失效机理研究
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摘要
大跨度拱形立体桁架结构在强震下发生的失效模式有动力失稳破坏和动力强度破坏.依据已有的B-R动力失稳判定准则和评定网壳结构动力强度破坏行为的方法,研究结构在强震作用下进入塑性杆件数目及比例,以及结构最大位移变化规律.研究表明,如果超过某一荷载时,结构进入塑性的杆件比例显著增长,则该荷载即被认为是拱形立体桁架结构的动力强度破坏临界荷载.以某拱形立体桁架为背景,选取三向El-Centro波和三向天津波作为地震输入进行弹塑性时程分析,进一步验证本文的结论,通过分析可以得出该拱形桁架在强震作用下发生动力失稳破坏.
Failure mode of large-span steel arch truss under severe earthquakes includes dynamic strength failure and dynamic instability failure.According to the B-R criteria for assessing dynamic instability failure and the method of the dynamic strength for assessing the reticular dome,the number and the plastic element ratio of large-span steel arch truss,displacement of the key joint on large-span steel arch truss in pace with the increasing seismic input are investigated.When the load exceeds one value,the number and the plastic element ratio of large-span steel arch truss increase significantly.This load is the critical load of dynamic strength failure for large-span steel arch truss.Taking the real project as a case study,the performance of the structure under severe earthquakes with El-Centro Wave and Tianjin Wave as earthquake input was investigated by the elastic-plastic time-history analysis.Results validate the above conclusions and show that the dynamic instability is prone to take place in this large-span steel arch truss structure under the severe earthquake.
Failure mode of large-span steel arch truss under severe earthquakes includes dynamic strength failure and dynamic instability failure.According to the B-R criteria for assessing dynamic instability failure and the method of the dynamic strength for assessing the reticular dome,the number and the plastic element ratio of large-span steel arch truss,displacement of the key joint on large-span steel arch truss in pace with the increasing seismic input are investigated.When the load exceeds one value,the number and the plastic element ratio of large-span steel arch truss increase significantly.This load is the critical load of dynamic strength failure for large-span steel arch truss.Taking the real project as a case study,the performance of the structure under severe earthquakes with El-Centro Wave and Tianjin Wave as earthquake input was investigated by the elastic-plastic time-history analysis.Results validate the above conclusions and show that the dynamic instability is prone to take place in this large-span steel arch truss structure under the severe earthquake.
引文
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[2]李海旺,李建仙.钢管拱桁架在地震作用下的动力响应研究[J].科技情报开发与经济,2007,17(8):144-146.LI Hai-wang,LI Jian-xian.Study on the dynamic re-sponse of steel-pipe arch truss under the earthquakeeffect[J].Sci-tech Information Development&Econo-my,2007,17(8):144-146.
[3]郑宇淳.大跨度拱形立体桁架结构的推倒分析[D].天津:天津大学,2007.ZHENG Yu-chun.Pushover Analysis of Long Span Tri-dimensional Steel Truss Arch[D].Tianjin:Tianjin Uni-versity,2007.
[4]NAZMY A S.Stability and load-carrying capacity ofthree-dimensional long-span steel arch[J].Computers&Structures,1997,65(6):857-868.
[5]IWICKI Piotr.Stability of trusses with linear elasticside-supports[J].Thin-Walled Structures,2007,45:849-854.
[6]IWICKI Piotr.Sensitivity analysis of critical forces oftrusses with side bracing[J].Journal of ConstructionalSteel Research.2010,66:923-930.
[7]GIL Llu_s,ANDREU Antoni.Shape and cross-sectionoptimisation of a truss structure[J].Computers&Structures,2001,79:681-689.
[8]杜文风.强震时单层K8型网壳结构非线性动力稳定分析[J].河南大学学报(自然科学版),2008,38(6):648-652.DU Wen-feng.Nonlinear dynamic stability analysis ofK8single layer latticed shell structures subject to strongseismic[J].Journal of Henan University(Natural Sci-ence),2008,38(6):648-652.
[9]沈世钊,支旭东.球面网壳结构在强震下的失效机理[J].土木工程学报,2005,38(1):11-20.SHEN Shi-zhao,ZHI Xu-dong.Failure mechanism ofreticular shells subjected to dynamic actionsism[J].China Civil Engineering Journal,2005,38(1):11-20.
[10]支旭东,范峰,沈世钊.简谐荷载下单层球面网壳动力失效机理研究[J].地震工程与工程振动,2005,25(4):76-84.ZHI Xu-dong,FAN Feng,SHEN Shi-zhao.Failuremechanism of latticed shells subjected to harmonicactions[J].Earthquake Engineering and EngineeringVibration,2005,25(4):76-84.
[11]GB50011-2001.建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
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