大矢跨比单层球壳结构的非线性屈曲分析  

Nonlinear Buckling Analysis of Single Layer Spherical Shells with Large Rise-span Ratio

作　　者：姜正荣[1,2] 邱俊明 石开荣[1,2] 邓智文 钟宝泉 Jiang Zhengrong;Qiu Junming;Shi Kairong;Deng Zhiwen;Zhong Baoquan(School of Civil Engineering and Transportation,South China University of Technology,Guangzhou 510640,China;State Key Laboratory of Subtropical Building Science(South China University of Technology),Guangzhou 510640,China;Guangdong Construction Engineering Group Ltd.,Guangzhou 510110,China)

机构地区：[1]华南理工大学土木与交通学院,广州510640 [2]华南理工大学亚热带建筑科学国家重点实验室,广州510640 [3]广东省建筑工程集团有限公司,广州510110

出　　处：《特种结构》2022年第3期87-92,共6页Special Structures

基　　金：广东省现代土木工程技术重点实验室资助项目(2021B1212040003)。

摘　　要：清远科技馆大矢跨比单层球壳,采用肋环型网格形式,跨度24.6m,矢高19.05m,具有矢跨比大、网格布置稀疏、洞口较大、周边外侧与环形框架相连等特点。以此结构为对象,建立三个分析模型,进行特征值屈曲分析,对比其特征值及屈曲模态。在此基础上,进一步探讨几何非线性、材料非线性、活荷载的半跨分布及初始几何缺陷分布模式对不同模型稳定承载力的影响。研究表明:不同模型的前若干阶特征值屈曲模态基本相同,且非线性屈曲模态均表现为球壳侧面较大洞口附近区域的屈曲波形较大;活荷载的半跨分布对结构稳定性的影响并不大;结构对初始几何缺陷不敏感;分别以前十阶特征值屈曲模态作为结构的初始几何缺陷分布模式,所得的最不利弹塑性稳定承载力系数为6.281,满足相关规范要求。Qingyuan Science and Technology Museum is a single-layer spherical shell structure,which has the form of rib-ring grid with a span of 24.6 m and a rise of 19.05 m.It has the characteristics of large rise-span ratio,sparse grid layout,large opening,and the outer side of the periphery is connected with the annular frame.In this paper,this structure is taking as the study object,three analytical models are established and eigenvalue buckling analysis is carried out to investigate their eigenvalues and buckling modes.On this basis,the influences of geometric nonlinearity,material nonlinearity,half-span distributions of live loads and initial geometric imperfection distribution modes on the bearing capacity stability of different models are further discussed.The results show that the first several eigenvalue buckling modes of different models are basically the same,and the nonlinear buckling modes all show that the buckling waveform in the area near the larger opening of the spherical shell is larger.The half-span distributions of live loads has little effect on the structure stability.The structure is insensitive to the initial geometric imperfection.Taking the first ten eigenvalue buckling modes of the structure as the initial geometric imperfection distribution mode respectively,the results show that the most unfavorable elasto-plastic bearing capacity stability coefficient is 6.281,which meet the codes requirements.

关 键 词：单层球壳 特征值屈曲分析 几何非线性 双重非线性 初始几何缺陷 

分 类 号：TU399[建筑科学—结构工程]