跃层柱抗震性能探讨
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摘要
跃层柱在公共建筑中出现较多,其计算长度较长,刚度相比于普通柱较小,弹性状态下分担剪力较小。进入弹塑性阶段后,普通柱首先出现塑性铰,刚度降低,结构整体剪力分配发生变化,结构受力趋于复杂。文中根据塑性铰理论分析了长、短柱的弹塑性变形、延性系数;在此基础上,用静力弹塑性方法分析了两层跃层结构进入弹塑性状态后的剪力分配情况,研究了普通柱和跃层柱的塑性铰发展规律。
The skip-floor structures are widely used in public buildings.Columns in skip-floor structures usualy have larger calculation length comparing with common columns,and absorb less shear force as their smaller stiffness.As a structure get into elasto-plastic stage gradually,the stiffness of common columns decays rapidly as plastic hinges appear,therefore the shear-force redistribution in whole structure will happen.Based on the plastic hinge theory,the elasto-plastic deformation,ductility factor of superlong and common columns were anallzed in this paper.Meanwhile,based on pushover method,the shear-force redistribution of a two-story skip-floor structure under elasto-plastic condition was also analyzed,and the development regulation of plastic hinges in columns was discussed.
The skip-floor structures are widely used in public buildings.Columns in skip-floor structures usualy have larger calculation length comparing with common columns,and absorb less shear force as their smaller stiffness.As a structure get into elasto-plastic stage gradually,the stiffness of common columns decays rapidly as plastic hinges appear,therefore the shear-force redistribution in whole structure will happen.Based on the plastic hinge theory,the elasto-plastic deformation,ductility factor of superlong and common columns were anallzed in this paper.Meanwhile,based on pushover method,the shear-force redistribution of a two-story skip-floor structure under elasto-plastic condition was also analyzed,and the development regulation of plastic hinges in columns was discussed.
引文
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[2]周克荣,顾祥林,苏小卒.混凝土结构设计[M].上海:同济大学出版社,2001.Zhou Kerong,Gu Xiangling,Su Xiaozu.Design ofreinforced concrete structures[M].Shanghai:TongjiUniversity Press,2001.(in Chinese)
[3]江见鲸,李杰,金伟良.高等混凝土结构理论[M].北京:中国建筑工业出版社,2007.Jiang Jianjing,Li Jie,Jin Weiliang.Advanced theoryof concrete structures[M].Beijing:China architec-ture and building press,2007.(in Chinese)
[4]中国建筑科学研究院.GB50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2008.Ministry of Construction of the People’s Republic ofChina.GB 50011—2010 Code for seismic design ofbuilding[S].Beijing:China architecture and build-ing press,2010.(in Chinese)
[5]汪训流,陆新征,叶列平.变轴力下钢筋混凝土柱的抗震性能分析[J].工业建筑,2007,37(12):71-75.Wang Xunliu,Lu Xinzheng,Ye Lieping.Analysis ofearthquake-resistant behaviors of RC columns undervariable axial loads[J].Industrial Construction,2007,37(12):71-75.(in Chinese)
[6]江见鲸,陆新征,叶列平.混凝土结构有限元分析[M].北京:清华大学出版社,2005.Jiang Jianjing,Lu Xinzheng,Ye Lieping.Finite ele-ment analysis of concrete structures[M].Beijing:Tsinghua University Press,2005.(in Chinese)
[7]舒平.钢筋混凝土框架柱抗震性能试验研究及数值模拟分析[D].合肥:合肥工业大学,2010.Shu Ping.Experimental study and numerical simula-tion on seismic performance of reinforced concreteframe columns[D].Hefei:Hefei University of Tech-nology.2010.(in Chinese)
[8]钱稼茹,徐福江.钢筋混凝土柱基于位移的变形能力设计方法[J].建筑结构,2007,37(12):30-32.Qian Jiaru,Xu Fujiang.Displacement-based deforma-tion capacity design of RC Columns[J].BuildingStructure,2007,37(12):30-32.(in Chinese)
[9]吕西林,周定松,蒋欢军.钢筋混凝土框架柱的变形性能及基于性能的抗震设计方法[J].地震工程与工程振动,2005,25(6):53-61.Lu Xilin,Zhou Dingsong,Jiang Huanjun.Deforma-tion capacity and performance-based seismic designmethod for RC frame columns[J].Earthquake Engi-neering and Engineering Vibration,2005,25(6):53-61.(in Chinese)
[10]沈聚敏,翁义军,冯世平.周期反复荷载下钢筋混凝土压弯构件的性能[J].土木工程学报,1982,29(2):53-64.Shen Jumin,Weng Yijun,Feng Shiping.Behavior ofR C compression-flexure members under cyclic load-ing[J].China Civil Engineering Journal,1982,29(2):53-64.(in Chinese)
[11]坂静雄,山口惗.日本建筑学会论文报告集58号[R].1958.
[12]陈武.钢筋混凝土构件延性系数的计算[J].建筑结构,1981,11(5):59-62.Chen Wu.Calculation of R C member’s ductility fac-tor[J].Building Structure,1981,11(5):59-62.(inChinese)
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