李斌1，张群辉1，易跨海2，高春彦1
（1内蒙古科技大学建筑与土木工程学院，内蒙古包头 014010；
2 浙江中南建设集团有限公司，浙江 杭州 310000）
关键词：格构式；钢管混凝土；塔架；承载力；破坏模式
中图分类号： TU392.6 文献标识码：A
摘要：对格构式钢管混凝土风力发电机塔架进行了非线性有限元静力分析，揭示了其受力全过程、破坏模式及极限承载力，考查了塔架宽高比、腹杆形式、塔柱径厚比以及腹杆与塔柱刚度比对塔架极限承载力和破坏模式的影响规律。有限元分析结果表明：塔架宽高比λ、塔柱径厚比γ及腹杆与塔柱刚度比β对塔架极限承载力和破坏模式的影响较大，腹杆形式对塔架极限承载力和破坏模式影响很小。随着塔架宽高比λ的增加，塔柱径厚比γ的减小，腹杆与塔柱刚度比β的增加，塔架的极限承载力增加，塔架的破坏模式由腹杆屈曲失稳向腹杆屈曲与受拉塔柱屈服联合破坏转变。本文建议：在设计风力发电机塔架时，塔架宽高比λ宜控制在1/9；底层腹杆形式宜采用再分式，以上各层可采用其他形式；塔柱径厚比宜小于30，腹杆与塔柱刚度比β宜小于0.05，以避免塔柱先于腹杆发生破坏。本文分析结果可为工程设计提供依据。
Research on the design indexes and parameters for the lattice concrete-filled steel tubular wind turbine generator tower
Li Bin1,Zhang Qunhui1, Yi Kuahai2,Gao Chunyan1
(1 Architecture and Civil Engineering School, Inner Mongolia University of Science and Technology, Baotou 014010, China;
2 Zhongnan Construction Corporation Limited Company in Zhejiang, Zhejiang Hangzhou 310000, China)
Keywords:Lattice; Concrete-filled steel tube; Tower; Bearing capacity; Failure mode
Abstract: Nonlinear finite element analysis on the lattice type steel pipe concrete wind turbine tower was carried out. The results presented the entire process of load bearing, failure mode and ultimate bearing capacity.The influence of aspect ratio, form of tower webs, ratio of tower diameter to thickness ,andratio of web member stiffness to tower column stiffness on the ultimate bearing capacity and tower failure mode was researched. The finite element analysis shows that the tower aspect ratio λ, the diameter- thickness ratio γ of tower columns and the increase of stiffness ratio β between web members and tower columns have great influence on ultimate bearing capacity and failure mode, while the form of webs has small influence on them. The ultimate bearing capacity of this kind of latticed towers increase with the increase of tower aspect ratio λ, the decrease of diameter- thickness ratio γ of tower columns and the increase of stiffness ratio β between web members and tower columns ,and the failure mode changed from Web local buckling to The combined damage of Web local buckling and the tension tower yield. It is suggests that in the design of wind turbulent generator tower, the tower aspect ratio λshouldbe controlled at 1/9, the bottom layers of this kind of tower use the re-divided web members, other web member forms should be used on the above layers, the diameter-thickness ratio γ of tower column should be taken as less than 30, and the stiffness ratio β between webs and columns should be controlled over 0.0059 in order to avoid damage occurring on the tower columns earlier than the webs. The results can provide useful evidence for the engineering design.