某寺庙殿堂厅柱结构体系抗震性能分析
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摘要
某清真寺拟建于高烈度地震设防地区(相当于8度区),其主体建筑祈祷大厅中心区由32根总高度约45 m钢筋混凝土柱构成,柱顶设钢制伞状柱头形成屋盖。厅柱设计外形为八角形、中空,最大截面尺寸1 620 mm,拟采用离心、分段预制,现场拼套接。厅柱全高基本无侧向约束,结构整体及分段预制拼接的空心柱体的抗侧力性能不详。采用有限元数值模拟方法,建立祈祷大厅整体结构计算模型,分别进行了小震作用下的线弹性分析及大震作用时的静力弹塑性分析,对结构整体抗震性能进行了分析评价。根据整体分析结果,进一步对受力最不利的厅柱单体进行局部受力性能详细分析,用非线性弹簧模拟拼接界面作用。计算结果表明:与无分段的混凝土完整柱相比,套接段套筒局部可能出现应力集中现象,进而导致厅柱抗侧承载能力降低。抗震设计应慎用预制套接构件。
A mosque building was designed to be constructed in a seismic region of high intensity( equivalent to category VIII). Its main building,Prayer Hall,was constructed by 32 RC columns with a maximum height of 45 m. Umbrella-shaped capitals were designed to be steel and they were connected each other to form the roof. Columns were of hollow octagonal cross-section with a maximum section dimension of 1 620 mm. They will be centrifugally prefabricated in segments and socketed together in site. Hall columns have almost no lateral restriction along their height. Therefore,the lateral load resistance of the socket hollow columns as well as the hall building as a whole needs a thorough investigation. In this paper,a numerical computational model for the whole Prayer Hall building was established by FEM. Linear elastic responses of the structure under seismic excitation of lower intensity,as well as elastic-plastic static push-over analysis under seismic excitation of higher intensity have been performed. Local load performance of a single column,which was at the most unfavorable place,had been carried out further in detail. The interface effects were modeled by nonlinear springs. It is shown that stress concentration may take place at the end section of a socket for a segmented column in comparing with a complete column. This degraded the lateral load bearing capacity of the column finally. It is concluded that prefabricated socket members should be used with caution in seismic design.
A mosque building was designed to be constructed in a seismic region of high intensity( equivalent to category VIII). Its main building,Prayer Hall,was constructed by 32 RC columns with a maximum height of 45 m. Umbrella-shaped capitals were designed to be steel and they were connected each other to form the roof. Columns were of hollow octagonal cross-section with a maximum section dimension of 1 620 mm. They will be centrifugally prefabricated in segments and socketed together in site. Hall columns have almost no lateral restriction along their height. Therefore,the lateral load resistance of the socket hollow columns as well as the hall building as a whole needs a thorough investigation. In this paper,a numerical computational model for the whole Prayer Hall building was established by FEM. Linear elastic responses of the structure under seismic excitation of lower intensity,as well as elastic-plastic static push-over analysis under seismic excitation of higher intensity have been performed. Local load performance of a single column,which was at the most unfavorable place,had been carried out further in detail. The interface effects were modeled by nonlinear springs. It is shown that stress concentration may take place at the end section of a socket for a segmented column in comparing with a complete column. This degraded the lateral load bearing capacity of the column finally. It is concluded that prefabricated socket members should be used with caution in seismic design.
引文
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[7]吕西林,金国芳,吴晓涵.钢筋混凝土结构非线性有限元理论与应用[M].上海:同济大学出版社,1997.Lu Xilin,Jin Guofang,Wu Xiaohan.Theory and application of nonlinear finite element analysis of reinforced concrete structures[M].Shanghai:Tongji University Press,1997.(in Chinese)
[2]Federal Emergency Management Agency FEMA237.NEHRP Commentary on the guidelines for the rehabilitation of building[S].Washington,D.C.,USA,1996.
[3]Applied Technology Council.ATC-40.Seismic evaluation and retrofit of concrete buildings[S].Red Wood City,California,USA,1996.
[4]叶燎原,潘文.结构静力弹塑性分析的原理和计算实例[J].建筑结构学报,2000,21(1):37-43.Ye Liaoyuan,Pan Wen.Theory and application of structural pushover analysis[J].Journal of Building Structures,2000,21(1):37-43.(in Chinese)
[5]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 Jinping.A study of load pattern selection of pushover analysis and influence of higher modes[M].Engineering and Engineering Vibration,2004,24(3):89-97.(in Chinese)
[6]王新敏.ANSYS工程结构数值分析[M].北京:人民交通出版社,2007.Wang Xinmin.ANSYS numerical analysis of engineering structures[M].Beijing:China Communications Press,2007.(in Chinese)
[7]吕西林,金国芳,吴晓涵.钢筋混凝土结构非线性有限元理论与应用[M].上海:同济大学出版社,1997.Lu Xilin,Jin Guofang,Wu Xiaohan.Theory and application of nonlinear finite element analysis of reinforced concrete structures[M].Shanghai:Tongji University Press,1997.(in Chinese)
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