集中塑性铰在网壳弹塑性地震响应中的应用
|
摘要
运用SAP2000分析设计软件和集中塑性铰理论,对现有振动台试验模型进行弹塑性时程模拟分析,通过试验与模拟分析对比,验证集中塑性铰理论在空间网格结构弹塑性地震响应分析中的适用性。分析中考虑几何和材料双重非线性影响,获得了节点位移响应、杆件塑性铰的分布特征、结构的整体变形及失效形态。振动台试验与模拟分析均表明:单层网壳试验模型在地震作用下的破坏始于支座附近及靠近肋杆的斜杆杆件端部,最终破坏是由网壳模型底部第一圈、第二圈结构杆件动力失稳破坏引起的,模型底部第一圈、第二圈大部分杆件经历了失稳或较大塑性变形,部分杆件达到极限强度与节点拉脱,使结构整体向下凹陷;采用集中塑性铰方法模拟杆系结构的动力弹塑性性能与振动台试验结果基本吻合,较适用于空间杆系结构地震下的弹塑性性能评定,且易被工程师掌握。
With SAP2000 software and concentrated plastic hinge theory,elastic-plastic time history analysis is carried out for the existing test model on shaking table. By comparison with test and simulation analysis,the applicability of concentrated plastic hinge theory in the elastic-plastic seismic response analysis of spacial grid structure is verified. The node displacement responses,its plastic hinge distributions,the deformation mode and failure patterns and structural ductility coefficient are obtained. Shaking table test and simulation analysis have shown that,under the action of earthquake,the first damage occurs in the bearing and diagonal bars near the ribbed bar ends and the final damage caused by bar instability is at the bottom of the first lap and the second ring structure in net shell. Most of the bar at the bottom of the first lap and the second ring structure experience instability or larger plastic deformation. Part of the bars reachs ultimate strength and the node is pulled off,and the structure is overall collapsed down. With concentrated plastic hinge method to simulate dynamic elastic-plastic performance of the truss structure is basically consistent with the seismic test results and suitable for the elastic-plastic performance evaluation of the large-span spacial truss structure under earthquake and is easy to master by engineers.
With SAP2000 software and concentrated plastic hinge theory,elastic-plastic time history analysis is carried out for the existing test model on shaking table. By comparison with test and simulation analysis,the applicability of concentrated plastic hinge theory in the elastic-plastic seismic response analysis of spacial grid structure is verified. The node displacement responses,its plastic hinge distributions,the deformation mode and failure patterns and structural ductility coefficient are obtained. Shaking table test and simulation analysis have shown that,under the action of earthquake,the first damage occurs in the bearing and diagonal bars near the ribbed bar ends and the final damage caused by bar instability is at the bottom of the first lap and the second ring structure in net shell. Most of the bar at the bottom of the first lap and the second ring structure experience instability or larger plastic deformation. Part of the bars reachs ultimate strength and the node is pulled off,and the structure is overall collapsed down. With concentrated plastic hinge method to simulate dynamic elastic-plastic performance of the truss structure is basically consistent with the seismic test results and suitable for the elastic-plastic performance evaluation of the large-span spacial truss structure under earthquake and is easy to master by engineers.
引文
[1]Li H W,Zhao H S,Zhao Y J.Study on planting for the Indoor-earthquake-shelter in City-and town[J].Advance Science Letters,2011,4:2654-2665.
[2]郭海山,钱宏亮,沈世钊.地震作用下单层球面网壳结构的动力稳定性[J].地震工程与工程振动,2003,23(1):31-37GUO Haishan,QIAN Hongliang,SHEN Shizhao.Dynamic stability of single-layer reticulated domes under earthquake excitation[J].Earthquake Engineering and Engineering Vibration,2003.23(1):31-37.(in Chinese)
[3]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 Shizhao,ZHI Xudong.Failure mechanism of reticula shells subjected to dynamic actions[J].China Civil Engineering Journal,2005,38(1)11-20.(in Chinese)
[4]王晓可,范峰,支旭东,等.单层柱面网壳在强震下的破坏机理研究[J].土木工程学报,2006,39(11):26-32WANG Xiaoke,FAN Feng,ZHI Xudong,et al.The research of destruction mechanism of single-layer cylindrical reticulated shells under strong earthquake[J].China Civil Engineering Journal,2006,39(11):26-32.(in Chinese)
[5]曹正罡,范峰,沈世钊.K8型单层球面网壳的弹塑性稳定[J].工业建筑,2007,37(4):69-72.CAO Zhenggang,FAN Feng,SHEN Shizhao.Elastic-plastic stability of K8 single layer latticed domes[J].Industrial Construction,2007,37(4):69-72.(in Chinese)
[6]FEMA 273.Nehrp Guidelines for the Seismic Rehabilitation of Buildings[S].Federal Emergency Management Agency,1997.
[7]FEMA 274.Nehrp Commentary of the Guidelines for the Seismic Rehabilitation of Buildings[S].Federal Emergency Management Agency,1997.
[8]朱南海,叶继红.地震作用下基于相应敏感性的单层球面网壳结构冗余度分析[C]∥第十四届空间结构学术会议论文集,2012:100-105.ZHU Nanhai,YE Jihong.Based on the sensitivity of the corresponding single-layer spherical reticulated shell redundancy analysis under the action of earthquake[C]∥The 14th Spatial Structure of Academic Conference Proceedings.2012:100-105.(in Chinese)
[9]Xing J H,LU M,LI H W,et al.The seismic damage investigation and phenomenon analysis of space grid structures in lushan Ms 7.0 earthquake[OL].Applied Mechanics and Materials,2014,501-504:1535-1541,Trans Tech Publications,Switzerland.doi:10.4028/www.scientific.net/AMM.501-504.1535.
[10]李海旺.城市灾难地震避难所与救灾据点规划与设计[M].北京:中国建筑工业出版社,2013.LI Haiwang.Planning and design earthquake disaster shelter and relief stronghold in city[M].Beijing:China Architecture&Building Press,2013.(in Chinese)
[11]FEM 356 The Seismic Rehabilitation of Buildings[S].Federal Emergency Management Agency,2000.
[2]郭海山,钱宏亮,沈世钊.地震作用下单层球面网壳结构的动力稳定性[J].地震工程与工程振动,2003,23(1):31-37GUO Haishan,QIAN Hongliang,SHEN Shizhao.Dynamic stability of single-layer reticulated domes under earthquake excitation[J].Earthquake Engineering and Engineering Vibration,2003.23(1):31-37.(in Chinese)
[3]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 Shizhao,ZHI Xudong.Failure mechanism of reticula shells subjected to dynamic actions[J].China Civil Engineering Journal,2005,38(1)11-20.(in Chinese)
[4]王晓可,范峰,支旭东,等.单层柱面网壳在强震下的破坏机理研究[J].土木工程学报,2006,39(11):26-32WANG Xiaoke,FAN Feng,ZHI Xudong,et al.The research of destruction mechanism of single-layer cylindrical reticulated shells under strong earthquake[J].China Civil Engineering Journal,2006,39(11):26-32.(in Chinese)
[5]曹正罡,范峰,沈世钊.K8型单层球面网壳的弹塑性稳定[J].工业建筑,2007,37(4):69-72.CAO Zhenggang,FAN Feng,SHEN Shizhao.Elastic-plastic stability of K8 single layer latticed domes[J].Industrial Construction,2007,37(4):69-72.(in Chinese)
[6]FEMA 273.Nehrp Guidelines for the Seismic Rehabilitation of Buildings[S].Federal Emergency Management Agency,1997.
[7]FEMA 274.Nehrp Commentary of the Guidelines for the Seismic Rehabilitation of Buildings[S].Federal Emergency Management Agency,1997.
[8]朱南海,叶继红.地震作用下基于相应敏感性的单层球面网壳结构冗余度分析[C]∥第十四届空间结构学术会议论文集,2012:100-105.ZHU Nanhai,YE Jihong.Based on the sensitivity of the corresponding single-layer spherical reticulated shell redundancy analysis under the action of earthquake[C]∥The 14th Spatial Structure of Academic Conference Proceedings.2012:100-105.(in Chinese)
[9]Xing J H,LU M,LI H W,et al.The seismic damage investigation and phenomenon analysis of space grid structures in lushan Ms 7.0 earthquake[OL].Applied Mechanics and Materials,2014,501-504:1535-1541,Trans Tech Publications,Switzerland.doi:10.4028/www.scientific.net/AMM.501-504.1535.
[10]李海旺.城市灾难地震避难所与救灾据点规划与设计[M].北京:中国建筑工业出版社,2013.LI Haiwang.Planning and design earthquake disaster shelter and relief stronghold in city[M].Beijing:China Architecture&Building Press,2013.(in Chinese)
[11]FEM 356 The Seismic Rehabilitation of Buildings[S].Federal Emergency Management Agency,2000.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心