临界肢长剪力墙抗震性能分析
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摘要
墙肢截面高厚比大于7.5但小于8.5的剪力墙可定义为临界肢长剪力墙,由于其布置灵活且具有较好的抗震性能,近年来被广泛应用于高层建筑中。墙肢截面高厚比大于8.0但小于8.5的临界肢长剪力墙不属于短肢剪力墙,规范未对此类剪力墙提出较为明确的加强措施。为研究此类结构在罕遇地震下的抗震性能,文章以某高层临界肢长剪力墙住宅为例,利用有限元软件对结构进行了静力弹塑性分析,研究了结构在罕遇地震作用下的非线性反应及损伤情况,指出了此类结构的薄弱部位,并通过与普通剪力墙结构对比分析,提出了优化设计建议。
The shear wall whose height-to-thickness ratio of cross-section is between 7.5 and 8.5 is defined as critical-length-pier shear wall.It is widely used in high-rise buildings in recent years because of its flexible layout and good seismic performance.The critical-length-pier shear wall whose height-to-thickness ratio of cross-section is between 8.0 and 8.5 is not part of short-pier shear wall.There are no specific measures in the related standards to strengthen such shear wall.In order to study the seismic performance of such structures under infrequent earthquakes,and taking a high-rise residential building as an example,the finite element software is used to conduct static elastic-plastic analysis of the structure.Nonlinear response and destruction of the structure under infrequent earthquake are analyzed,the weak part of the structure is pointed out and the suggestions as to how to optimize the design are made based on the comparison between the critical-length-pier shear wall and the common ones.
The shear wall whose height-to-thickness ratio of cross-section is between 7.5 and 8.5 is defined as critical-length-pier shear wall.It is widely used in high-rise buildings in recent years because of its flexible layout and good seismic performance.The critical-length-pier shear wall whose height-to-thickness ratio of cross-section is between 8.0 and 8.5 is not part of short-pier shear wall.There are no specific measures in the related standards to strengthen such shear wall.In order to study the seismic performance of such structures under infrequent earthquakes,and taking a high-rise residential building as an example,the finite element software is used to conduct static elastic-plastic analysis of the structure.Nonlinear response and destruction of the structure under infrequent earthquake are analyzed,the weak part of the structure is pointed out and the suggestions as to how to optimize the design are made based on the comparison between the critical-length-pier shear wall and the common ones.
引文
[1]JGJ3-2010,高层建筑混凝土结构技术规程[S].
[2]张小波,何远,孙逊.临界肢长剪力墙结构的动力弹塑性分析[C]//第二十一届全国高层建筑结构学术交流会论文集:下册.南京:中国建筑科学研究院,2010:795-800.
[3]GB50011-2010,建筑抗震设计规范[S].
[4]汪大绥,贺军利,张凤新.静力弹塑性分析(Pushover Analy-sis)的基本原理和计算实例[J].世界地震工程,2004,20(1):45-53.
[5]梁兴文,叶艳霞.混凝土结构非线性分析[M].北京:中国建筑工业出版社,2007:143-161.
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[7]李明烨.基于Midas/Building的某小高层短肢剪力墙[D].武汉:武汉理工大学,2011.
[8]侯高峰,王建国,张茂.基于MIDAS/GEM高层建设结构静力弹塑性分析[J].合肥工业大学学报:自然科学版,2008,31(10):1664-1667.
[2]张小波,何远,孙逊.临界肢长剪力墙结构的动力弹塑性分析[C]//第二十一届全国高层建筑结构学术交流会论文集:下册.南京:中国建筑科学研究院,2010:795-800.
[3]GB50011-2010,建筑抗震设计规范[S].
[4]汪大绥,贺军利,张凤新.静力弹塑性分析(Pushover Analy-sis)的基本原理和计算实例[J].世界地震工程,2004,20(1):45-53.
[5]梁兴文,叶艳霞.混凝土结构非线性分析[M].北京:中国建筑工业出版社,2007:143-161.
[6]Chopra A K,Goel R K.A modal pushover analysis proce-dure for estimating seismic demands for buildings[J].Earthquake Engineering and Structural Dynamics,2002,31(2):561-582.
[7]李明烨.基于Midas/Building的某小高层短肢剪力墙[D].武汉:武汉理工大学,2011.
[8]侯高峰,王建国,张茂.基于MIDAS/GEM高层建设结构静力弹塑性分析[J].合肥工业大学学报:自然科学版,2008,31(10):1664-1667.
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