弦支穹顶初始几何缺陷分布及稳定安全系数取值研究
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摘要
根据河北北方学院体育馆项目建立模型,利用MIDAS有限元软件分析弦支穹顶结构在自重及预拉力作用下的初始受力状态.利用ABAQUS有限元软件对弦支穹顶结构进行全过程分析,研究其考虑几何非线性、材料非线性的稳定性能,提出适用于弦支穹顶的初始几何缺陷施加方法和只进行几何非线性全过程分析时的安全系数取值,量化材料非线性对稳定极限承载力的影响.结果表明,从工程设计角度出发,建议采用N阶特征缺陷模态法(N取20),取其最小值作为稳定承载力;当大跨度扁平弦支穹顶结构由稳定承载力控制时,宜进行弹塑性稳定分析,按弹塑性稳定极限承载力安全系数2.0进行设计优化.
The models are set up according to the project of Hebei North University Gymnasium.By using the finite element software MIDAS,the initial stress state of suspen-dome models under the conditions of dead load and pretension is analyzed.Then based on the finite element software ABAQUS,a whole process analysis is conducted to study the stability performance considering geometric nonlinearity and material nonlinearity.Through the whole process analysis,an initial geometric imperfection method which is suitable for suspen-dome structures and the stability safety factor considering geometric nonlinearity are proposed,and the influence of material nonlinearity on the stability bearing capacity is quantified.It is shown that,from the perspective of engineering design,the N-order eigenvalue imperfection mode method which takes the minimum value of the first 20 orders as the stability bearing capacity is reasonable.When the design of large-span flat suspen-dome is controlled by stability bearing capacity,it is appropriate to optimize the design according to the safety factor of 2.0 for the elasto-plastic stability bearing capacity.
The models are set up according to the project of Hebei North University Gymnasium.By using the finite element software MIDAS,the initial stress state of suspen-dome models under the conditions of dead load and pretension is analyzed.Then based on the finite element software ABAQUS,a whole process analysis is conducted to study the stability performance considering geometric nonlinearity and material nonlinearity.Through the whole process analysis,an initial geometric imperfection method which is suitable for suspen-dome structures and the stability safety factor considering geometric nonlinearity are proposed,and the influence of material nonlinearity on the stability bearing capacity is quantified.It is shown that,from the perspective of engineering design,the N-order eigenvalue imperfection mode method which takes the minimum value of the first 20 orders as the stability bearing capacity is reasonable.When the design of large-span flat suspen-dome is controlled by stability bearing capacity,it is appropriate to optimize the design according to the safety factor of 2.0 for the elasto-plastic stability bearing capacity.
引文
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[12]张爱林,刘学春.奥运羽毛球馆张弦穹顶基于整体稳定的优化设计[J].建筑结构,2007,37(2):1-5,26.ZHANG Ai-lin,LIU Xue-chun.Optimization design of the string dome of the Badminton Gymnasium based on global stability[J].Building Structure,2007,37(2):1-5,26.
[2]JGJ 7-2010.空间网格结构技术规程[S].北京:中国建筑工业出版社,2010.
[3]姜正荣,王仕统,石开荣,等.厚街体育馆大跨度椭圆抛物面弦支穹顶结构的非线性屈曲分析[J].土木工程学报,2013,46(9):21-28.JIANG Zheng-rong,WANG Shi-tong,SHI Kai-rong,et al.Nonlinear buckling analysis of a large span elliptical paraboloid dome structure in Houjie Stadium[J].China Civil Engineering Journal,2013,46(9):21-28.
[4]张爱林,张晓峰,葛家琪,等.2008奥运会羽毛球馆张弦网壳结构整体稳定分析中初始缺陷的影响研究[J].空间结构,2006,12(4):8-12.ZHANG Ai-lin,ZHANG Xiao-feng,GE Jia-qi,et al.Study on the influence of initial imperfection on the integral stability analysis of the 2008Olympic Games Badminton Hall structure[J].Spatial Structures,2006,12(4):8-12.
[5]蔡健,贺盛,姜正荣,等.单层网壳结构稳定性分析方法研究[J].工程力学,2015,32(7):103-110.CAI Jian,HE Sheng,JIANG Zheng-rong,et al.Study on stability analysis of single-layer reticulated shells[J].Engineering Mechanics,2015,32(7):103-110.
[6]罗昱.改进的一致缺陷法在单层网壳分析中的应用研究[D].天津:天津大学,2007.LUO Yu.Application of Improved Uniform Defect Method in Single-Layer Reticulated Shell[D].Tianjin:Tianjin University,2007.
[7]石开荣.大跨椭圆形弦支穹顶结构理论分析与施工实践研究[D].南京:东南大学,2007.SHI Kai-rong.Theoretical Analysis and Construction Practice of Large Span Elliptical Dome[D].Nanjing:Southeast University,2007.
[8]曹正罡.网壳结构弹塑性稳定性能研究[D].哈尔滨:哈尔滨工业大学,2007.CAO Zheng-gang.Study on Elastic Plastic Stability of Reticulated Shells[D].Harbin:Harbin Institute of Technology,2007.
[9]李可娜.不同参数对弦支穹顶结构静动力、弹塑性稳定性能的影响分析[D].葫芦岛:辽宁工程技术大学,2006.LI Ke-na.Analysis of the Influence of Different Parameters on Static and Dynamic Stability of Cable Dome Structure[D].Huludao:Liaoning Technical University,2006.
[10]刘树堂,王龙,范亚洲,等.初始缺陷对弦支穹顶极限承载力的影响[J].固体力学学报,2013,33(S1):293-300.LIU Shu-tang,WANG Long,FAN Ya-zhou,et al.Effect of initial imperfection on ultimate bearing capacity of suspend dome[J].Chinese Journal of Solid Mechanics,2013(S1),33:293-300.
[11]郭佳民,董石麟,袁行飞,等.布索方式对弦支穹顶结构稳定性能的影响研究[J].土木工程学报,2010,43(S2):9-14.GUO Jia-min,DONG Shi-lin,YUAN Hing-fei,et al.Effect of cable layout on the suspendome structure stability[J].China Civil Engineering Journal,2010,43(S2):9-14.
[12]张爱林,刘学春.奥运羽毛球馆张弦穹顶基于整体稳定的优化设计[J].建筑结构,2007,37(2):1-5,26.ZHANG Ai-lin,LIU Xue-chun.Optimization design of the string dome of the Badminton Gymnasium based on global stability[J].Building Structure,2007,37(2):1-5,26.