50 t高低腿龙门吊的有限元分析及结构改进
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摘要
利用Abaqus有限元软件,研究50 t高低腿龙门吊在集中荷载作用下,其整体结构的变形和应力分布情况。经计算,龙门吊的最大拉应力为160 MPa、最大压应力为132 MPa、最大竖向位移为2.9 mm,故龙门吊的刚度和强度满足安全和规范要求。据此,将高低腿龙门吊的下弦杆工字钢截面更改为20a~#工字钢,这在一定程度上减轻了结构自重,还提高了工作效率。
The deformation and stress distribution of the whole structure of 50 t high and low leg gantry crane under the concentrated load are studied by using the Abaqus finite element software.After calculation,the maximum tensile stress is 160 MPa,the maximum compressive stress is 132 MPa,and the maximum vertical displacement is 2.9 mm.The rigidity and strength of the gantry crane meet the safety and specification requirements.Accordingly,I-beam section of the lower chord of high and low leg gantry crane was changed to 20 a~# I-steel,which reduced the self-weight of the structure to a certain extent and improved the work efficiency.
The deformation and stress distribution of the whole structure of 50 t high and low leg gantry crane under the concentrated load are studied by using the Abaqus finite element software.After calculation,the maximum tensile stress is 160 MPa,the maximum compressive stress is 132 MPa,and the maximum vertical displacement is 2.9 mm.The rigidity and strength of the gantry crane meet the safety and specification requirements.Accordingly,I-beam section of the lower chord of high and low leg gantry crane was changed to 20 a~# I-steel,which reduced the self-weight of the structure to a certain extent and improved the work efficiency.
引文
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[2]林贵瑜,史勇.关于起重机发展的几个技术问题[J].建设机械技术与管理,2006,19(12):99-101.
[3]刘永峰,田洪森.国内外工程起重机发展状况研究[J].施工技术,2008,37(2):476-477.
[4]陆大明.我国起重机行业发展对策及形势分析[J].机械工业标准化与质量,2009(8):18-20.
[5]丁建峰,彭友俊.浅谈国内外起重机的现状及发展趋势[J].科技尚品,2016(2):20-25.
[6]林夫奎,赵霞,王欣.我国起重机械产业发展状况及标准化现状分析[J].机械工业标准化与质量,2011(8):11-14.
[7]刘金萍.龙门吊结构有限元分析[J].机械管理开发,2014,29(6):23-25.
[8]唐柏鉴,沈之容,李一松.空间桁架梁的研究与设计[J].钢结构,2005(3):49-51.
[9]IWICKI P.Stability of trusses with linear elastic side-supports[J].ThinWalled Structures,2007,45(10/11):849-854.
[10]IWICKI P.Sensitivity analysis of critical forces of trusses with sidebracing[J].Journal of constructional steel research,2010,66(7):923-930.
[11]IWICKI P,KRAJEWSKI M.3D buckling analysis of a truss withhorizontal braces[J].Mechanics and mechanical engineering,2013,17(1):49-58.
[12]郭彦林,郭宇飞,盛和太.钢管桁架拱的稳定性能及应用[J].空间结构,2008,14(4):41-49.
[13]NAZMY A S.Stability and load-carrying capacity of threedimensionallong-span steel arch bridges[J].Computers&structures,1997,65(6):857-868.
[14]蒋沧如,章东强,袁健.大跨度方钢管空间桁架结构的稳定性分析[J].空间结构,2009,15(4):56-59.
[15]刘会议.特大型龙门吊主梁结构设计及参数优化[D].上海:上海交通大学,2013.
[16]何学锐.钢管柱贝雷梁支架施工中的稳定性问题研究[D].绵阳:西南科技大学,2012.
[17]中华人民共和国建设部,中华人民共和国国家质量监督检验检疫总局.钢结构设计规范:GB 50017-2003[S].北京:中国建筑工业出版社,2013.
[18]国家质量监督检验检疫总局.起重机设计规范:GB/T 3811-2008[S].北京:中国标准出版社,2008.
[19]张文元,张兵兵,丁玉坤.工业建筑重型钢桁架整体稳定性分析[J].哈尔滨工业大学学报,2017,49(6):66-71.
[20]廖昭印.冷弯薄壁空心翼缘工字钢梁侧向扭曲失稳研究[D].绵阳:西南科技大学,2018.