地震作用下超高大悬挑雕塑的抗倾覆分析
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摘要
某变形金刚雕塑的高度51.4 m,其30 m长的外伸右臂作为蹦极平台使用。地震作用下的抗倾覆验算是该超高非对称悬臂结构的分析内容之一。采用PKPM Sausage进行大变形及弹塑性时程分析。以地震烈度和水平地震主方向输入角度作为分析参数,得到了二参数与抗倾覆系数之间的变化规律,以及与抗倾覆安全系数相对应的地震烈度值。分析发现,地震引起的扭转效应及地震作用工程中关键部位的刚度退化对抗倾覆系数影响明显。分析结果为加固结构的薄弱部位、提高结构的抗倾覆性提供了依据。
For a transformer sculpture with a height of 51.4 m,its 30 m long extension of the right arm is used as a bungee platform to use. The anti-overturning test under earthquake action is considered as one of the analysis contents of the ultra-high asymmetric cantilever structure. Large deformation and elastic-plastic time-history analysis were carried out using PKPM sausage. The variation rule between two parameters and anti overturning coefficients was obtained by using the input angle of earthquake intensity and horizontal seismic main direction as the analysis parameters,and the seismic intensity values corresponding to the safety coefficient of overturning were derived. It is found that the effect of the stiffness degradation and overturning coefficient of the critical parts in the earthquake-induced torsion and earthquake action is obvious. The analysis results provide a basis for strengthening the weak parts of the structure and improving the anti-overturning of the structure.
For a transformer sculpture with a height of 51.4 m,its 30 m long extension of the right arm is used as a bungee platform to use. The anti-overturning test under earthquake action is considered as one of the analysis contents of the ultra-high asymmetric cantilever structure. Large deformation and elastic-plastic time-history analysis were carried out using PKPM sausage. The variation rule between two parameters and anti overturning coefficients was obtained by using the input angle of earthquake intensity and horizontal seismic main direction as the analysis parameters,and the seismic intensity values corresponding to the safety coefficient of overturning were derived. It is found that the effect of the stiffness degradation and overturning coefficient of the critical parts in the earthquake-induced torsion and earthquake action is obvious. The analysis results provide a basis for strengthening the weak parts of the structure and improving the anti-overturning of the structure.
引文
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[3]卓瑜.高层建筑结构的稳定和倾覆验算[J].广东土木与建筑,2001(1):27-28.
[4]叶华亭.高层建筑结构整体倾覆验算的探讨[J].中外建筑,2008(6):125-126.
[5]中华人民共和国住房和城乡建设部. GB 50009-2001建筑结构荷载规范[S].北京:中国建筑工业出版社,2012.
[6]高鹏,闫云.高层建筑的重力二阶效应的主要影响因素[J].产业与科技论坛,2012(1):54-56.
[7]中华人民共和国住房和城乡建设部. GB 50011-2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
[8]张长浩,封建湖,王勋涛,等.地震动的小波分析技术在高层结构抗震设计中的应用研究[J].地震工程学报,2016,38(5):728-737.
[9]中华人民共和国住房和城乡建设部. JGJ 99-2015高层民用建筑钢结构技术规程[S].北京:中国建筑工业出版社,2010.
[10]蒋军军.地震作用下高层建筑抗倾覆分析及其应用[D].南京:东南大学,2012.
[11]邹银生,刘畅.地震作用下结构扭转效应的影响因素[C]//建筑结构学报,2006(增刊).长沙:中国建筑学会建筑结构分会混凝土结构基本理论和工程应用学术会议,2006.
[12]潘东辉,蔡健,PanDong-hui,等.建筑结构在不同方向水平地震作用下的扭转振动效应[J].工程抗震与加固改造,2004(6):9-14.
[13]朱文刚.框架结构在地震作用下的反应及损伤过程分析[D].长沙:长沙理工大学,2013.
[14]清华大学,中国建筑科学研究院. CECS 392-2014建筑结构抗倒塌设计规范[S].北京:中国计划出版社,2015.
[15]陈自全,彭修宁,林海.钢结构节点抗震措施研究[J].广西大学学报(自然科学版),2008,33(S1):11-14.
[16]Shi G,Hu F,Shi Y. Comparison of seismic design for steel moment frames in Europe,the United States,Japan and China[J].Journal of Constructional Steel Research,2016,127:41-53.
[17]Marino E M,Nakashima M,Mosalam K M. Comparison of European and Japanese seismic design of steel building structures[J].Engineering Structures,2005,27(6):827-840.
[18]王春浩,陕吉禄.耗能减震钢结构设计体系初探[J].中国建筑金属结构,2011(11):34-36.