罕遇地震作用下柔性连接连体结构的弹塑性地震响应分析
详细信息 本馆镜像全文    |  推荐本文 | | 获取馆网全文
摘要
柔性连接竖向等高和不等高双塔连体结构为研究对象,分别对其进行7度罕遇地震作用下的弹塑性时程分析,然后以7度罕遇地震作用下的连接支座最大位移作为碰撞临界间隙,将7度罕遇地震动加速度峰值放大1.4倍,研究在超过设防标准的罕遇地震作用下,柔性连接连体结构在考虑碰撞作用与不考虑碰撞作用下的地震响应。分析结果表明:柔性连接连体结构受力较为合理,在塔楼底部加强部位剪力墙钢筋和混凝土出现屈服,剪力墙连梁和框架梁出现不同性能的塑性铰的情况下,支承连廊的框架柱并没有出现屈服,连接支座的位移也在合理范围内,具有较高的抗塌落性能。此外,连廊桁架底部和顶部与塔楼之间都有可能发生碰撞,但顶部碰撞在连廊桁架杆件内产生的内力方向与重力荷载作用下桁架杆件内力方向一致,使桁架杆件的内力增大。
Elasto-plastic seismic response of the same and different height connected structures linked with flexible bearings are analyzed by time-history analysis method under the rarely occurred earthquake of intensity 7.The maximum displacements of the bearings are designed as a critical collision gap,and magnifying the peak ground acceleration 1.4 times,the structural dynamic responses of the connected structures are further studied in details,considering and without considering the pounding effect.The results indicate that the failure mode of connected structures is rational.Although the rebar and concrete of shear-wall at bottom strengthened part yield,and plastic hinges based on different performance occur in coupling beams of shear-wall and frame beams under over fortification criterion earthquake excitations,the frame columns supporting the corridor don't yield,and the displacements of the bearings are reasonable,which show that the connected structures linked with flexible bearings have enough anticollapse performance.The pounding can occur in upper and lower parts of corridor,and the direction of the internal forces of the connecting truss caused by pounding is consistent with the direction of the internal forces caused by gravity when the pounding occur in the upper part of the corridor,which make the internal forces of the connecting truss larger.
引文
[1]徐培福,傅学怡,王翠坤,等.复杂高层建筑结构设计[M].北京:中国建筑工业出版社,2005.XU Peifu,FU Xueyi,WANG Cuikun,et al.Structures design of complicated tall building[M].Beijing:China Architecture&Buildings Press,2005.(in Chinese)
    [2]邓育林,彭天波,李建中.强震作用下大跨斜拉桥伸缩缝处碰撞效应的影响研究[J].振动与冲击,2011,30(6):26-30.DENG Yulin,PENG Tianbo,LI Jianzhong.Effect of pounding at expansion joints on seismic response of long-span cable-stayed bridge under strong earthquake[J].Journal of Vibration and Shock,2011,30(6):26-30.(in Chinese)
    [3]李建中,范立础.非规则梁桥纵向地震反应及碰撞效应[J].土木工程学报,2005,38(1):84-90.LI Jianzhong,FAN Lichu.Longitudinal seismic response and pounding effects of girder bridges with unconventional configurations[J].China Civil Engineering Journal,2005,38(1):84-90.(in Chinese)
    [4]施卫星,孙黄胜,李振刚,等.上海国际赛车场新闻中心高位隔震研究[J].同济大学学报:自然科学版,2005,33(12):1576-1580.SHI Weixing,SUN Huangsheng,LI Zhengang,et al.High-position seismic isolation of Press Center at Shanghai International Circuit[J].Journal of Tongji University:natural science,2005,33(12):1576-1580.(in Chinese)
    [5]徐自国,肖从真,廖宇飚,等.北京当代MOMA隔震连体结构的整体分析[J].土木工程学报,2008,41(3):53-57.XU Ziguo,XIAO Congzhen,LIAO Yubiao,et al.Analysis of the seismic-isolated connected structures for MOMA[J].China Civil Engineering Journal,2008,41(3):53-57.(in Chinese)
    [6]北京金土木软件技术有限公司编著.Pushover分析在建筑工程抗震设计中的应用[M].北京:中国建筑工业出版社,2010.Civil King Software Technology Co.,Ltd.Pushover analysis in building engineering design and application[M].Beijing:China Architecture&Buildings Press,2010.(in Chinese)
    [7]北京金土木软件技术有限公司,中国建筑标准设计研究院编著.SAP2000中文版使用指南[M].北京:人民交通出版社,2006.Civil King Software Technology Co.,Ltd,China Institute of Building standard design&research.SAP2000 Chinese version of the user guide[M].Beijing,China Communications Press,2006.(in Chinese)
    [8]徐文华.复杂高层多塔楼连体结构高空连廊的分析与设计[D].上海:同济大学,2007.XU Wenhua.Analysis and design of long span skybridge between high-rise towers[D].Shanghai:Tongji University,2007.(in Chinese)
    [9]Anagnostopoulos S A.Earthquake induced pounding:State of the art[C]//Proceedings of the 10th European conference.Austria,1995,897-905.
    [10]Anagnostopoulos S A.Building pounding re-examined:How serious a problem is it[C]//Proceedings of the 11th WCEE,Acapulco,Mexico,1996,23-28.
    [11]Chau K T,Wei X X,Guo X,et al.Experimental and theoretical simulations of seismic poundings between two adjacent structures[J].Earthquake Engineering and Structural Dynamics,2003,32(4):537-554.
    [12]王东升,王国新,冯启民.桥梁结构地震反应邻梁碰撞分析等效刚体模型[J].工程力学,2004,21(4):81-85.WANG Dongsheng,WANG Guoxin,FENG Qimin.Equivalent rigid-body compact model of pounding between adjacent bridge girders during earthquakes[J].Engineering Mechanics,2004,21(4):81-85.(in Chinese)
    [13]邓育林,彭天波,李建中.大跨多塔悬索桥纵向地震碰撞反应参数研究[J].振动与冲击,2011,30(4):205-210.DENG Yulin,PENG Tianbo,LI Jianzhong.Parametric study on longitudinal seismic pounding response for a long-span multi-tower suspension bridge[J].Journal of Vibration and Shock,2011,30(4):205-210.(in Chinese)
    [14]李永华,李思明.多维多点激励下某多塔连体结构地震反应分析[J].土木工程学报,2011,44(4):98-104.LI Yonghua,LI Siming.Seismic response analysis of a multi-tower connected structure under multi-support and multi-dimensional earthquake excitations[J].China Civil Engineering Journal,2011,44(4):98-104.(in Chinese)
    [15]GB 50011-2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.GB 50011-2010 Code for Seismic Design of Buildings[S].Beijing:China Architecture&Buildings Press,2010.(in Chinese)

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