沁阳市体育馆椭圆抛物面弦支穹顶稳定性研究*
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（1 河南大学土木建筑学院， 开封 475004; 2 黄冈职业技术学院建筑学院， 黄冈 438002）［摘要］ 沁阳市体育馆钢屋盖采用由Levy索杆体系和单层网壳组合成的弦支穹顶结构体系，具有跨度大、外形为椭圆抛物面的特点。对弦支穹顶结构进行了杆件内力、支座反力、节点位移、自振特性、线性屈曲和非线性屈曲分析，考虑了初始几何缺陷的影响，并与单层网壳结构进行了对比。研究结果表明，弦支穹顶结构引入高强度预应力拉索后，可以减小对边缘支承结构的作用、减小结构位移、降低对初始几何缺陷的敏感性和提高结构整体稳定性。在所考虑的活荷载全跨布置、长轴半跨布置和短轴半跨布置3种形式中，以活荷载短轴半跨布置最为不利。［关键词］弦支穹顶; 单层网壳; 整体稳定性; 初始几何缺陷中图分类号：TU393.3文献标识码：A文章编号：1002-848X(2013)22-0039-04Stability research on elliptic paraboloid shaped suspend-dome structural system of Qinyang Municipal GymnasiumDu Wenfeng1, Yu Fudong2(1 College of Civil Engineering and Architecture, Henan University, Kaifeng 475004, China; 2 School of Architecture and Construction, Huanggang Polytechnic College, Huanggang 438002, China)Abstract: The steel roof of the Qinyang Municipal Gymnasium adopts suspend-dome structural system which consists of levy cable-strut system and single-layer reticulated shell with a large span and an elliptic paraboloid shape. Analyses were conducted of elements internal forces, reaction force, nodal displacement, natural vibration characteristics, linear buckling and nonlinear buckling properties, in which geometrical defect was considered and results were compared with that of single layer reticulated shell. The research results show that the load action on the supporting structure and the structural displacement decrease when high strength prestressed cable are applied in suspend-dome structure. And the sensitivity to initial geometrical defect decrease and the structure integral stability is enhanced when the prestressed cable are used. In three patterns of live load distributions(full span distribution, half span distribution along major axis and half span distribution along minor axis), the s half span distribution along minor axis is the most dangerous one.Keywords: suspend-dome; single-layer reticulated shell; integral stability; initial geometrical defect*国家自然科学基金项目（50478079）。作者简介：杜文风，博士，副教授，Email:dwf@henu.edu.cn。参考文献［1］MAMORU KAWAGUCHI, MASARU ABE, JAMERU BER, et al. On a structural system “suspen-dome” system［C］// Proceedings of IASS Symposium. Istanbul, 1993: 523-530.［2］陈志华. 弦支穹顶结构研究进展与工程实践［J］.建筑钢结构进展,2011,13(5):10-19.［3］崔晓强,郭彦林.Kiewitt型弦支穹顶结构的弹性极限承载力研究［J］.建筑结构学报, 2003, 24(1): 74-79.［4］陈志华,窦开亮,左晨然.弦支穹顶结构的稳定性分析［J］.建筑结构, 2004, 34(5): 46-48.［5］张爱林,李学春, 张宝勤,等. 2008年奥运会羽毛球馆预应力张弦穹顶结构整体稳定分析［J］.工业建筑,2007,37(1):8-11.［6］葛家琪,张国军,王树，等. 2008奥运会羽毛球馆弦支穹顶结构整体稳定性能分析研究［J］.建筑结构学报, 2007, 28(6): 22-30.［7］罗斌,郭正兴,冯远,等.常州市体育馆椭圆抛物面弦支穹顶稳定性研究［J］.建筑结构学报,2009,30(6):148-153.［8］GB 50009—2001 建筑结构荷载规范［S］.2006年版. 北京：中国建筑工业出版社，2006.［9］JGJ 61—2003 网壳结构技术规程［S］.2006年版. 北京：中国建筑工业出版社，2006.［10］郭佳民.弦支穹顶结构的理论分析与试验研究［D］.杭州：浙江大学, 2008.
