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投稿时间：2009-06-30 修订日期：2010-01-06
投稿时间：2009-06-30 修订日期：2010-01-06
中文摘要: 为了了解三向张弦梁结构的屈服机制、塑性发展情况和失效机制，利用有限元方法对某工程中三向张弦梁结构进行了弹塑性极限承载能力分析，并讨论了拱脚连接方式、上弦拱截面惯性矩、拉索截面积及其初始张拉力对三向张弦梁结构承载能力的影响。分析结果表明,此种三向张弦梁结构具有良好的内力重分布能力，其极限承载能力由强度破坏控制。拱脚连接方式对结构的承载能力影响较小，但从结构的失效机制来看，三向张弦梁靠近主入口一侧拱脚宜采用铰接方式。适当增大上弦拱的截面惯性矩可以提高结构的极限承载能力，结构应选择合适的拉索面积及其初始张拉力，否则拉索将首先失效。
Abstract:In order to investigate the yielding mechanism, spread of plastic area and collapse mechanism of tri-directional beam string structures(TBSS), the elastoplastic ultimate capacity of the TBSS of a real project was analyzed with the finite element method. The effects of connection condition of arch root, cross-sectional moment of inertia of arches, areas of cable and pretensioned force of cable on the ultimate capacity were also studied. The results showed that this TBSS has good performance of inner force redistribution and the collapse of the whole structure is due to material damage. The ultimate capacity has small relation with the connection condition of arch root, but the pin-ended should be used for the arch roof from the collapse mechanisms of the whole structure. And the ultimate capacity can be enhanced by increasing the cross-sectional moment of inertia of arches. In order to prevent first failure of the cable, the proper cable area and pretesioned force should be chosen.
文章编号：200900618 中图分类号： 文献标志码：
基金项目:国家自然科学基金资助项目（50478075），东南大学优秀博士学位论文基金资助项目（YBJJ0817）
作者简介:
引用文本：
蔡建国,涂展麒,冯健,盛平,甄伟,陈强,沈婷.三向张弦梁结构弹塑性极限承载力分析[J].工程科学与技术,2010,42(3):69-77.
Cai Jianguo,Tu Zhanlin,Feng Jian,Sheng Ping,Zhen Wei,Chen Qiang,Shen Ting.Analysis of Elastoplastic Ultimate Capacity of Tri-directional Beam String Structures[J].Advanced Engineering Sciences,2010,42(3):69-77.
引用文本：
蔡建国,涂展麒,冯健,盛平,甄伟,陈强,沈婷.三向张弦梁结构弹塑性极限承载力分析[J].工程科学与技术,2010,42(3):69-77.
Cai Jianguo,Tu Zhanlin,Feng Jian,Sheng Ping,Zhen Wei,Chen Qiang,Shen Ting.Analysis of Elastoplastic Ultimate Capacity of Tri-directional Beam String Structures[J].Advanced Engineering Sciences,2010,42(3):69-77.