罕遇地震作用下框架-核心筒结构弹塑性反应分析
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摘要
采用有限元软件进行单向、双向罕遇地震作用下框架-核心筒结构弹塑性时程分析,通过单向、双向罕遇地震作用下结构响应对比,分析了双向罕遇地震作用对结构顶点位移、层间位移角、楼层相对扭转角及相对加速度的影响;通过改变地震波输入角度,考察了其对结构响应的影响。结果表明:单向、双向罕遇地震作用下的结构层间位移角曲线较为相似,但是双向罕遇地震作用下的结构层间位移角明显较单向作用下的大;地震动特性对楼层扭转角的影响较为显著,一般相对扭转角最大值均出现在结构的顶层;楼层响应相对加速度最大值一般出现在结构底部1/5~3/5结构高度内或结构的顶部;地震波输入角度对结构响应的影响较大。
Based on the finite element software,elasto-plastic time history analysis of a frame-core tube structure under axial or biaxial severe earthquake actions was carried out.By contrasting,the effects on building top displacement,drift,relative torsion angle of floor and the relative acceleration of structure were analyzed.At the same time,the effect of earthquake input angle on the building was studied.The results indicate that the drift curves of structure under axial or biaxial earthquake actions are similar.However,the drifts of structure under biaxial actions are bigger than those under axial actions.The floor torsion angle is affected significantly by the ground motion characteristics.Furthermore,the peak value of floor torsion angle occurs at the top of the building.The peak value of relative acceleration occurs at the 1/5-3/5structure height or at the top.The building response is influenced obviously by the earthquake input angle.
Based on the finite element software,elasto-plastic time history analysis of a frame-core tube structure under axial or biaxial severe earthquake actions was carried out.By contrasting,the effects on building top displacement,drift,relative torsion angle of floor and the relative acceleration of structure were analyzed.At the same time,the effect of earthquake input angle on the building was studied.The results indicate that the drift curves of structure under axial or biaxial earthquake actions are similar.However,the drifts of structure under biaxial actions are bigger than those under axial actions.The floor torsion angle is affected significantly by the ground motion characteristics.Furthermore,the peak value of floor torsion angle occurs at the top of the building.The peak value of relative acceleration occurs at the 1/5-3/5structure height or at the top.The building response is influenced obviously by the earthquake input angle.
引文
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[7]杨红,朱振华,白绍良.双向地震作用下我国强柱弱梁措施的有效性评估[J].土木工程学报,2011,44(1):58-64.YANG Hong,ZHU Zhen-hua,BAI Shao-liang.An Evaluation of the Effectiveness of the Chinese Strong Column Weak Beam Measure Under Bi-directional Horizontal Seismic Excitations[J].China Civil Engineering Journal,2011,44(1):58-64.
[8]刘阳冰,文国治,刘晶波.钢-混凝土组合框架-RC核心筒结构弹塑性地震反应分析[J].四川大学学报:工程科学版,2011,43(2):51-57.LIU Yang-bing,WEN Guo-zhi,LIU Jing-bo.Elastoplastic Seismic Response Analysis for Steel-concrete Composite Frame-RC Core Tube Structures[J].Journal of Sichuan University:Engineering Science Edition,2011,43(2):51-57.
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[10]杜洪彪,沈聚敏.空间钢筋混凝土框架结构模型的振动台试验研究[J].建筑结构学报,1995,16(1):60-69.DU Hong-biao,SHEN Ju-min.Shaking Table Tests of R.C.Space Frames[J].Journal of Building Structures,1995,16(1):60-69.
[11]OLIVA M G,CLOUGH R W.Biaxial Seismic Response of R/C Frames[J].Journal of Structural Engineering,1987,113(6):1264-1281.
[12]SINGH M P,GUAFORY-ASHTIANY M.Structural Response Under Multicomponent Earthquakes[J].Journal of Engineering Mechanics,1984,110(5):761-775.
[13]SHAKIB H,PIRIZADEH M.Probabilistic Seismic Performance Assessment of Setback Buildings Under Bidirectional Excitation[J].Journal of Structural Engineering,2012,140(2):1-37.
[14]FAGGELLA M,BARBOSA A,CONTE J P,et al.Seismic Assessment of R/C Building Structure Through Nonlinear Probabilistic Analysis with Highperformance Computing[C]//American Institute of Physics.2008Seismic Engineering Conference:Commemorating the 1908 Messina and Reggio Calabria Earthquake.College Park:American Institute of Physics,2008:930-937.
[15]LIN J L,TSAI K C.Seismic Analysis of Non Proportionally Damped Two-way Asymmetric Elastic Buildings Under Bi-directional Seismic Ground Motions[J].Journal of Earthquake Engineering,2008,12(7):1139-1156.
[16]GB 50009—2012,建筑结构荷载规范[S].GB 50009—2012,Load Code for the Design of Building Structures[S].
[17]周文峰,黄宗明,白绍良.约束混凝土几种有代表性应力-应变模型及其比较[J].重庆建筑大学学报,2003,25(4):121-127.ZHOU Wen-feng,HUANG Zong-ming,BAI Shaoliang.Introduction and Comparison of Several Representative Confinement Models for Concrete[J].Journal of Chongqing Jianzhu University,2003,25(4):121-127.
[18]GB 50010—2010,混凝土结构设计规范[S].GB 50010—2010,Code for Design of Concrete Structures[S].
[2]周士金,刘荣桂,蔡东升,等.CFRP索大跨斜拉桥的非线性地震响应控制分析[J].中国公路学报,2011,24(3):64-71.ZHOU Shi-jin,LIU Rong-gui,CAI Dong-sheng,et al.Nonlinear Seismic Response Control Analysis of Long-span Cable-stayed Bridge with CFRP Cables[J].China Journal of Highway and Transport,2011,24(3):64-71.
[3]魏标,崔睿博,戴公连,等.橡胶支座对非规则连续梁桥地震反应的影响[J].中国公路学报,2013,26(6):110-117.WEI Biao,CUI Rui-bo,DAI Gong-lian,et al.Impact of Laminated Rubber Bearings on Seismic Response of Irregular Continuous Bridges[J].China Journal of Highway and Transport,2013,26(6):110-117.
[4]焦常科,李爱群.非弹性连接对三塔悬索桥地震响应的影响[J].中国公路学报,2013,26(1):98-105.JIAO Chang-ke,LI Ai-qun.Influence of Inelastic Connection on Seismic Response of Triple-tower Suspension Bridge[J].China Journal of Highway and Transport,2013,26(1):98-105.
[5]李英民,谭潜,汤芸,等.砌体结构地震倒塌过程仿真及抗倒塌影响因素[J].长安大学学报:自然科学版,2014,34(2):71-78.LI Ying-min,TAN Qian,TANG Yun,et al.Simulation on Collapse Process and Analysis of Anti-collapse Influencing Factors for Masonry Structure Under Earthquake[J].Journal of Changan University:Natural Science Edition,2014,34(2):71-78.
[6]王社良,樊禹江,陈琪,等.基于新型摩擦滑移隔振装置的框架模型地震响应[J].长安大学学报:自然科学版,2014,34(3):92-98.WANG She-liang,FAN Yu-jiang,CHEN Qi,et al.Earthquake Response of Framework Model Based on a New Type of Frictional Sliding Isolation[J].Journal of Changan University:Natural Science Edition,2014,34(3):92-98.
[7]杨红,朱振华,白绍良.双向地震作用下我国强柱弱梁措施的有效性评估[J].土木工程学报,2011,44(1):58-64.YANG Hong,ZHU Zhen-hua,BAI Shao-liang.An Evaluation of the Effectiveness of the Chinese Strong Column Weak Beam Measure Under Bi-directional Horizontal Seismic Excitations[J].China Civil Engineering Journal,2011,44(1):58-64.
[8]刘阳冰,文国治,刘晶波.钢-混凝土组合框架-RC核心筒结构弹塑性地震反应分析[J].四川大学学报:工程科学版,2011,43(2):51-57.LIU Yang-bing,WEN Guo-zhi,LIU Jing-bo.Elastoplastic Seismic Response Analysis for Steel-concrete Composite Frame-RC Core Tube Structures[J].Journal of Sichuan University:Engineering Science Edition,2011,43(2):51-57.
[9]叶献国,刘涛,徐勤,等.振动台三维模拟地震试验研究[J].合肥工业大学学报:自然科学版,1998,21(增1):1-6.YE Xian-guo,LIU Tao,XU Qin,et al.Shaking Table Tridimensional Earthquake Simulation Test[J].Journal of Hefei University of Technology:Natural Science,1998,21(S1):1-6.
[10]杜洪彪,沈聚敏.空间钢筋混凝土框架结构模型的振动台试验研究[J].建筑结构学报,1995,16(1):60-69.DU Hong-biao,SHEN Ju-min.Shaking Table Tests of R.C.Space Frames[J].Journal of Building Structures,1995,16(1):60-69.
[11]OLIVA M G,CLOUGH R W.Biaxial Seismic Response of R/C Frames[J].Journal of Structural Engineering,1987,113(6):1264-1281.
[12]SINGH M P,GUAFORY-ASHTIANY M.Structural Response Under Multicomponent Earthquakes[J].Journal of Engineering Mechanics,1984,110(5):761-775.
[13]SHAKIB H,PIRIZADEH M.Probabilistic Seismic Performance Assessment of Setback Buildings Under Bidirectional Excitation[J].Journal of Structural Engineering,2012,140(2):1-37.
[14]FAGGELLA M,BARBOSA A,CONTE J P,et al.Seismic Assessment of R/C Building Structure Through Nonlinear Probabilistic Analysis with Highperformance Computing[C]//American Institute of Physics.2008Seismic Engineering Conference:Commemorating the 1908 Messina and Reggio Calabria Earthquake.College Park:American Institute of Physics,2008:930-937.
[15]LIN J L,TSAI K C.Seismic Analysis of Non Proportionally Damped Two-way Asymmetric Elastic Buildings Under Bi-directional Seismic Ground Motions[J].Journal of Earthquake Engineering,2008,12(7):1139-1156.
[16]GB 50009—2012,建筑结构荷载规范[S].GB 50009—2012,Load Code for the Design of Building Structures[S].
[17]周文峰,黄宗明,白绍良.约束混凝土几种有代表性应力-应变模型及其比较[J].重庆建筑大学学报,2003,25(4):121-127.ZHOU Wen-feng,HUANG Zong-ming,BAI Shaoliang.Introduction and Comparison of Several Representative Confinement Models for Concrete[J].Journal of Chongqing Jianzhu University,2003,25(4):121-127.
[18]GB 50010—2010,混凝土结构设计规范[S].GB 50010—2010,Code for Design of Concrete Structures[S].
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