Pushover侧向力模式对框架地震反应的控制能力
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摘要
为了考察Pushover侧向力模式对结构局部反应的控制效果,以6层钢筋混凝土典型框架为例,在OpenSees平台上,分别进行了大样本地震波罕遇烈度作用下的非线性动力反应分析,以及3种常用侧向力分布模式的Pushover分析.以大样本时程分析的统计结果为对比基准,对3种Pushover分析结果的反应特征进行了研究,考察了框架的塑性铰分布、转角延性等局部反应.研究表明,与楼层质量成正比的均匀侧向力分布模式误差最大;根据框架瞬时割线刚度确定侧向力的适应性分布模式误差最小,其塑性铰分布规律以及各屈服杆端的转角延性值与时程分析结果的差别均最小,但柱端局部变形的误差不应忽视;倒三角侧向力分布模式分析结果的误差介于前述两种模式之间.
A typical six-story reinforced concrete frame was chosen as an example to investigate the controlling ability of lateral load pattern in pushover analysis on the load structural responses.Base on the OpenSees framework,a series of the nonlinear time-history analyses under a large sample of thirty rare earthquake waves and Pushover analysis with three common lateral load patterns were performed,respectively.The statistical results of the nonlinear time-history analyses were taken as the benchmark for comparison research.The characteristics of the responses of three kinds of Pushover analysis were studied by focusing the investigation on the local responses of the frame,such as the plastic hinge distribution and the rotation ductility.The results indicate that the errors of the Pushover analysis with uniform lateral load pattern,namely storey forces proportional to storey masses are biggest.The errors of the adaptive lateral load pattern,which is calculated based on the instant secant stiffness at each load step are smallest,and this pattern's plastic hinge distributions and rotation ductility of yielded element ends have smallest errors with respect to the results of time-history analyses,but the errors of local response of columns should not be neglected.The errors of the inverted triangular lateral load pattern lie between the above two patterns.
A typical six-story reinforced concrete frame was chosen as an example to investigate the controlling ability of lateral load pattern in pushover analysis on the load structural responses.Base on the OpenSees framework,a series of the nonlinear time-history analyses under a large sample of thirty rare earthquake waves and Pushover analysis with three common lateral load patterns were performed,respectively.The statistical results of the nonlinear time-history analyses were taken as the benchmark for comparison research.The characteristics of the responses of three kinds of Pushover analysis were studied by focusing the investigation on the local responses of the frame,such as the plastic hinge distribution and the rotation ductility.The results indicate that the errors of the Pushover analysis with uniform lateral load pattern,namely storey forces proportional to storey masses are biggest.The errors of the adaptive lateral load pattern,which is calculated based on the instant secant stiffness at each load step are smallest,and this pattern's plastic hinge distributions and rotation ductility of yielded element ends have smallest errors with respect to the results of time-history analyses,but the errors of local response of columns should not be neglected.The errors of the inverted triangular lateral load pattern lie between the above two patterns.
引文
[1]侯爽,欧进萍.结构Pushover分析的侧向力分布及高阶振型影响[J].地震工程与工程振动,2004,24(3):89-97.HOU Shuang,OU Jin-ping.A study of load patternselection of Pushover analysis and influence of highermodes[J].Earthquake Engineering and Engineering Vi-bration,2004,24(3):89-97.
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[4]杨溥,李英民,王亚勇,等.结构静力弹塑性分析(Push-over)方法的改进[J].建筑结构学报,2000,21(1):44-51.YANG Pu,LI Ying-ming,WANG Ya-yong,et al.A stud-y on improvement of Pushover analysis[J].Journal ofBuilding Structures,2000,21(1):44-51.
[5]FEMA273.NEHRP guidelines for the seismic rehabilitationof building[S].Washington D C:Federal Emergency Man-agement Agency,1996.
[6]刘光明,杨红,邹胜斌,等.基于新规范的钢筋混凝土框架抗震性能评价[J].重庆建筑大学学报,2004,26(1):40-49.LIU Guang-ming,YANG Hong,ZHOU Sheng-bin,etal.Seismic assessment of RC frame structure based onnew design code[J].Journal of Chongqing Jianzhu Uni-versity,2004,26(1):40-49.
[7]MAZZONI S,MCKENNA F,SCOTT M H,et al.OpenSees users manual[R].Berkeley:University ofCalifornia,PEER Center,2006.
[8]SPACONE E,FILIPPOU F C,TAUCER F F.Fiberbeam-column model for non-linear analysis of RCFrames:part 1.formulation[J].Earthquake Engineer-ing and Structural Dynamics,1996,25(7):711-725.
[2]熊向阳,戚震华.侧向荷载分布方式对静力弹塑性分析结果的影响[J].建筑科学,2001,17(5):8-13.XIONG Xiang-yang,QI Zhen-hua.The influence of lat-eral load patterns on the results of static Pushover analy-sis[J].Building Science,2001,17(5):8-13.
[3]KRAWINKLAR H,SENEVIRATNA G D P K.Pros andcons of a Pushover analysis of seismic performance evalua-tion[J].Engineering Structures,1998,20:452-464.
[4]杨溥,李英民,王亚勇,等.结构静力弹塑性分析(Push-over)方法的改进[J].建筑结构学报,2000,21(1):44-51.YANG Pu,LI Ying-ming,WANG Ya-yong,et al.A stud-y on improvement of Pushover analysis[J].Journal ofBuilding Structures,2000,21(1):44-51.
[5]FEMA273.NEHRP guidelines for the seismic rehabilitationof building[S].Washington D C:Federal Emergency Man-agement Agency,1996.
[6]刘光明,杨红,邹胜斌,等.基于新规范的钢筋混凝土框架抗震性能评价[J].重庆建筑大学学报,2004,26(1):40-49.LIU Guang-ming,YANG Hong,ZHOU Sheng-bin,etal.Seismic assessment of RC frame structure based onnew design code[J].Journal of Chongqing Jianzhu Uni-versity,2004,26(1):40-49.
[7]MAZZONI S,MCKENNA F,SCOTT M H,et al.OpenSees users manual[R].Berkeley:University ofCalifornia,PEER Center,2006.
[8]SPACONE E,FILIPPOU F C,TAUCER F F.Fiberbeam-column model for non-linear analysis of RCFrames:part 1.formulation[J].Earthquake Engineer-ing and Structural Dynamics,1996,25(7):711-725.
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