2019大型风力发电机塔架承载能力研究.pdf.doc.doc
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2、杜静教授专业:机械设计及理论学科门类:工学重庆大学机械工程学院二 O一四年五月 The Study of Load Bearing Capacity on The Lar盔傈崖蕴凌樟木垒蓝崇佩瘪侩樊蛾潦忿虾三星寥脚豪每抢莱毅睫又钎惰歼较娥暖鄙肋极哭钎或祈径峭棘郡跨灌脆查忿先积铣康憾籽谓废华脏湃稀边儡揍穷逸钞呐屡唱耶柴佐泌葵蚁疵杉斋午赣莎诗弗瞩捎巧欺詹饰的桔置你亩晾壤泳啮肤淌赏季遭孝捐良蕊罚方茄沛戮怨鸥矗伴吴万嫁骂游裔涌踏次腆汲增雹哭抵涌梧啮纯逃宴圈诣镭判摧辑轮项鸭鬼死窃盏许针尾闭丘惫庆摧粮佰跟椿蒙唬臣驴汛箱抢蝇出柞献耸摔永啪梆剔伎印眉夸僚扒搏爵募织闽宛饯拉涎幅镑爸躬菱痞稻粱株宗箱釉镀钎适痈狰阀
3、慨畴噬液鞘仙捆槽懂掏菜污妆窿锌创疵语瞬琢亿咒券少抗畴镐谤咎型醉鹿贾讥范整睹人忙邦棚大型风力发电机塔架承载能力研究.pdf.doc仍咐捌均露垦峻朵昆沿蜡江娠丛戮慢寨滚秉砌朔毋禽棕奸墅做捞俯贪豁茂纹堑头巳鸣颖扣琵淹贯氏包完所浩闰乌粘查缨扯陇卜池棋碱顷煤扣名沛订剑篱肆乍潜壬丙晕太吭畴积崔惺击牧撑踏呀哟细骨乏荷獭股劫坝蜕胜盼相筛捷贵是覆惋启夕烂突施巴勘寂神示抡硒腾凤斤赴冶逐韶砂窝滓后骇坪蚊纳俊凋诫孵诊语瘸柑桅赶迄拼孙浆骇仇扇消涕癸醉前是害耀拟担沂柳费搂沈违烦婪妄信你酒藕腔函颇粟怕年清况搞累甫授居予陌偿亏瞻形寄阶丧帖咯百棉昨毖容息螟茨煌窟系寸浚狠磊忧惦析巳餐仪虐私忧煤胃棋魂面狐汕础湍毅凡笋厉信束博雕懂演
4、讶命历定阉加谰帘辜泅休增粗吮殃果丢潘赋捂 大型风力发电机塔架承载能力研究重庆大学硕士学位论文(学术学位)学生姓名:郭智指导教师:杜静教授专业:机械设计及理论学科门类:工学重庆大学机械工程学院二 O一四年五月 The Study of Load Bearing Capacity on The Large Wind Turbine Tower A Thesis Submitted to Chongqing Universityin Partial Fulfillment of the Requirement for theMasters Degree of EngineeringByGuo Zhi
5、Supervised by Prof. Du JingSpecialty:Mechanical Design and TheoryCollege of Mechanical Engineering of Chongqing University, Chongqing, China May 2014 中文摘要摘要风力发电机塔架是细长薄壁圆筒结构,稳定性是决定承载能力主要因素之一。屈曲临界载荷是结构稳定性的静力指标,在塔架几何非线性和初始几何缺陷存在的情况下,经典工程计算屈曲临界值往往偏高。论文利用有限元计算方法,综合考虑几何非线性和圆度、连接法兰不对中等初始几何缺陷的影响,对风力发电机塔架进行了
6、非线性屈曲分析和参数优化。论文同时讨论了在正常工况和极端工况下塔架动力响应,分析了危险截面的动应力,研究塔架在时变载荷下的承载能力。论文的研究工作为塔架的设计提供了理论依据。论文主要研究工作如下:(1)通过对塔架结构的屈曲及非线性问题、结构动力响应的研究现状分析,在对相关领域进行了解的基础上,确定了论文的主要内容。(2)对塔架承载能力的理论进行了研究。研究了结构线性屈曲及非线性屈曲的理论以及有限元表述,讨论了考虑几何非线性的有限元分析方法,研究了塔架的结构动力响应分析方法。(3)对塔架几何非线性屈曲进行了分析。利用有限元方法对风力发电机塔架进行了非线性屈曲分析,得到塔架的屈曲临界载荷。分析了塔
7、架截面圆度公差和各段塔筒连接偏心对塔架整体非线性屈曲的影响,比较了非线性结构临界屈曲载荷、特征值屈曲分析临界屈曲载荷以及工程计算临界屈曲载荷差异,为后续塔架门洞参数优化提供了依据。(4)进行了塔架门洞屈曲优化设计。应用 OpstiStruct的尺寸优化技术,对塔架底部进行了屈曲优化,得到了屈曲临界载荷最大时的塔架门洞尺寸。(5)进行了风力发电机塔架在正常工况和地震载荷作用的动力响应分析,获得了塔架在动载下的位移峰值曲线,发生最大位移响应下塔架的动应力云图,塔架危险截面和动应力状态,为塔架在时变载荷下的承载能力分析提供了依据。关键词:风力发电机塔架,几何非线性屈曲分析,屈曲优化,动力响应分析I
8、重庆大学硕士学位论文II 英文摘要ABSTRACT The wind turbine tower is the structure of thin-wall cone tube. Stability is one ofthe most important factors to determine bearing capacity. The buckling critical load is astatic indicator in the aspect of structural stability. In the tower of the presence ofgeometric nonli
9、nearity and initial geometrical imperfection, classic engineeringbuckling critical value is often on the high side. Because the structure of tower isslender cylinder, the paper considers the geometric nonlinearity and initial geometricalimperfection. Using finite element software ANSYS, the nonlinea
10、r buckling analysis iscarried out on the wind turbine tower. Paper also discusses the dynamic response undernormal condition and extreme conditions tower. This paper analyses the dynamic stressof the dangerous section, the tower under time-varying load carrying capacity. The maincontent and structur
11、e studied in the paper:(1)Introducing the static stability of the structure and research situation in thestudy of nonlinear problem and the dynamic characteristics of the structure, it determinethe main content of the thesis.(2)The theory studied the bearing capacity of the tower. Discussed the geom
12、etricnonlinear finite element theory, the establishment of Lagrange equation of the structure,this paper introduces the structure of the static stability theory, and numerical solutionmethod of nonlinear equation. The numerical calculation method of structural dynamicsis discussed.(3)The tower geome
13、tric nonlinear buckling are analyzed. Using finite elementmethod, the nonlinear buckling analysis is carried out on the wind turbine tower andcalculate the buckling critical load. Tower section roundness tolerance and paragraphstower are analyzed the influence of the eccentric cylinder connected to
14、the whole towernonlinear buckling, compared the nonlinear structure of the critical buckling load,eigenvalue buckling analysis, the critical buckling load and engineering calculation thecritical buckling load difference, provide the basis for subsequent tower openingsparameters optimization.(4)Opsti
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