底层框架部分承担地震倾覆力矩计算方法
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（1 北京筑信达工程咨询有限公司，北京 100043；2 CSI公司，伯克利 94704）［摘要］采用现行规范规定的公式计算底层框架部分承担的地震倾覆力矩时存在一定的局限性。讨论了规范公式的限制条件，指出当框架与剪力墙之间的相互作用不仅仅是传递水平剪力时，规范公式将低估框架承担的倾覆力矩。根据力学和结构知识，提出了由基底反力的合力矩来求解倾覆力矩的计算方法，探讨了基底取矩点位置的选取，给出易于操作的计算公式。最后使用ETABS 2013分析算例，验证规范公式限制条件的影响，同时说明推荐方法的合理性。［关键词］倾覆力矩; 计算方法; ETABS软件中图分类号：TU318 文献标识码：A 文章编号：1002-848X(2014)05-0074-04Calculation method for seismic overturning moment carried by the bottom framesLi Chushu1, Li Li1, Liu Chunming2, Zhang Zhiguo1(1 Beijing Construction Information Solution Engineering Consulting, Beijing 100043, China; 2 Computers and Structures Inc., Berkeley 94704, USA)Abstract: The formula in current codes is not suitable for all conditions when calculating seismic overturning moment carried by the bottom frames. The limitation of the code formula was discussed to indicate that the code formula underestimate the overturning moment carried by the bottom frames when the interaction between frame and shear wall was not only the transfer of horizontal shear forces. Therefore, according to the mechanical and structure knowledge, a method was proposed to calculate the overturning moment based on the resultant moment of base reaction. The selection of the location of base moment action point was discussed and the easily handled calculation formula was given. To test the influence of the limitation of the code formula and verify the proposed method, ETABS 2013 was used to analyze the example and the rationality of the proposed method was stated.Keywords: overturning moment; calculation method; ETABS software作者简介：李楚舒，博士，教授级高级工程师，Email：lics@cisec.cn。参考文献［1］GB 50011—2010 建筑抗震设计规范［S］. 北京: 中国建筑工业出版社, 2010.［2］JGJ 3—2010 高层建筑混凝土结构技术规程［S］. 北京: 中国建筑工业出版社, 2011.［3］林超伟, 王兴法. 底层框支框架部分承担的地震倾覆力矩计算方法分析［J］. 建筑结构, 2012, 42(11): 84-86.［4］林同炎，思多台斯伯利S D. 结构概念和体系［M］. 王传志，等，译.北京: 中国建筑工业出版社, 1985.［5］YUAN SI. The finite element method of line ［M］. Beijing: Science Press, 1993.［6］塔拉纳特 B S. 高层建筑钢-混凝土组合结构设计［M］. 2版. 罗福午，等，译.北京: 中国建筑工业出版社, 1999.［7］CSI分析参考手册［M］. Computers and Structures Inc., 北京筑信达工程咨询有限公司, 2013.
