建筑结构

2010, v.40;No.320(08) 57-63

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钢筋混凝土转换厚板的抗震设计
Seismic design of reinforced concrete flat slab-type transfer structure

扶长生;鞠进;姜平;
Fu Changsheng,Ju Jin,Jiang Ping(Shanghai Chinafu Structural Design Inc.,Shanghai 200011,China)

摘要(Abstract):

由于在地震区使用经验较少,厚板的自重可能会影响结构整体的抗震性能,规范限制在高烈度区采用厚板转换。然而厚板转换具有净高增加、钢筋排序简单和支模方便等优点。研究成果表明,只要适当配筋,板柱节点在承受竖向设计荷载产生的冲切剪力时,即使遭受罕遇地震作用,仍具有足够的延性。当前,计算机程序可以正确、清晰地展现转换板中的应力分布和传力途径。介绍了延性节点的构造设计和转换厚板的抗震设防目标的确定。在有限元分析和软件强大的图形功能基础上,提出了中震设计法。工程实例的非线性分析揭示,按中震弹性方法设计的转换厚板在大震下仍能处于弹性状态。所给算例表明,厚板转换的用钢量指标明显比梁式转换的下降约1/3。
The flat slab has the merits to increase the story clearance,to be easy to arrange steel bars and to do formwork.However,taking into account the effects on the dynamic behavior of structure due to the heavy weight of the flat slab supporting the walls or columns and the brittle behavior of punching failure,the limitations were made in the provisions of GB 50011—2001 and JGJ 3—2002 about the use of flat slab-type transfer structure in the high seismic intensity zone.The recently presented test results show that the adequately reinforced slab-column connection,which is essentially subjected to punching shear,may have good ductility in strong earthquake.Now,the stress pattern and flow path in the flat slab-type structure can be clearly shown by the developed computer programs.After introducing the ductile slab-column connection construction,the seismic performance objective is defined for the transfer flat slab,and the design method is presented to resist the design earthquake by using FEM.The results of nonlinear analysis of engineering projects show that transfer flat slab designed by the method presented here does not yield even if the maximum considered earthquake is acted.Compared to beam-type transfer structure,the section design is more reasonable and steel contents are much less.

关键词(KeyWords): 转换厚板;转换层板柱节点;延性;中震设计法
concrete transfer flat slab;slab-column connection;ductility;design method;earthquake design

Abstract:

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作者(Author): 扶长生;鞠进;姜平;
Fu Changsheng,Ju Jin,Jiang Ping(Shanghai Chinafu Structural Design Inc.,Shanghai 200011,China)

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DOI: 10.19701/j.jzjg.2010.08.014

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