空客A320总装线机库厂房主桁架下弦节点受力性能有限元分析与模型试验
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摘要
空客A320总装线项目坐落于天津滨海新区,包括总装厂房、动力中心、喷漆机库、机库厂房以及支持服务中心等子项目。其中机库厂房跨度96m,进深92m,下弦标高15m。机库厂房屋盖结构采用主桁架和平面次桁架组成的主次桁架形式,此种结构形式在我国首次应用。主桁架为宽、高均7m的三角形钢管桁架,跨度96m,间距26m。主桁架跨度大,受力复杂,节点采用钢管和节点板通过高强度螺栓相连的形式,为全面掌握节点的受力性能,评价其安全性,本文对主桁架下弦节点的受力性能进行了有限元分析和模型试验。
本文首先采用有限元分析软件ANSYS建立下弦节点实体模型,分析节点在设计荷载作用下的受力性能,掌握节点应力分布特点,找出应力集中区域;其次选择下弦受力最不利节点,制作此节点三分之一缩尺模型,对节点模型进行设计荷载以及1.5倍设计荷载作用下的受力性能试验,以验证有限元计算结果的可靠性。试验结果与有限元分析结果吻合较好,表明有限元分析结果是可靠的。
有限元分析和模型试验结果均表明,节点在1.5倍设计荷载下,节点仍处于弹性工作状态,节点具有足够的安全性。
最后根据有限元分析和模型试验结果,指出了节点的薄弱环节,对节点设计和施工提出了建议,为此类节点的进一步推广和应用提供了理论依据和试验数据。
The Airbus 320 Buildings is located in Binhai District, Tianjin. It comprises Final Flight Hangar Building, Dynamic Center, Spray Paint Hangar Building, Post-assembly Flight Hangar Building and Service Center. The dimension of the Post-assembly Flight Hangar Building is 96×92m, and the elevation of the lower chord is 15m. The primary-secondary truss format made up of primary truss and planar secondary truss is employed in the roof structure of the Post-assembly Flight Hangar Building. It is the first practical application of such truss format in China. The primary truss is made up of triangle steel tube truss with a height of 7m and a width of 7m. Its span is 96m and the distance between two of them is 26m. Due to the large span and complex stress of the primary truss, in the joint connection, high strength bolt was used for connecting the steel tube with gusset plate. In order to have a comprehensive knowledge about the mechanical behavior of the joints and estimate their safety, the finite element method analysis and model test of the lower chord joints in the primary truss were all conducted.
Firstly, the solid model of the joints were built up using a finite element method (FEM) analysis software—ANSYS. Thereafter, the joints mechanical performance under design load is analyzed, the stress distribution characteristics were concluded and the stress concentration regions were found. Secondly, the joint under the worst-case load was selected to build up a sale model, at a ratio of 1/3. The mechanical performance test of the scale model under 1.5 times design load was conducted. The results obtained from the FEM analysis and the model test coincided very well, which showed that the FEM analysis is reliable.
The results get from both the FEM analysis and the model test demonstrate that the join still works in elasticity situation under 1.5 times of design load. Therefore, the safety of the joints was proved.
Finally, the weak linkage in the joint was pointed out basing on the FEM analysis and the model test. Some suggestions about the design and construction of such joints were also proposed. The research in this thesis can be used as a theoretical or experimental reference for the application and promotion of this type of joints.
本文首先采用有限元分析软件ANSYS建立下弦节点实体模型,分析节点在设计荷载作用下的受力性能,掌握节点应力分布特点,找出应力集中区域;其次选择下弦受力最不利节点,制作此节点三分之一缩尺模型,对节点模型进行设计荷载以及1.5倍设计荷载作用下的受力性能试验,以验证有限元计算结果的可靠性。试验结果与有限元分析结果吻合较好,表明有限元分析结果是可靠的。
有限元分析和模型试验结果均表明,节点在1.5倍设计荷载下,节点仍处于弹性工作状态,节点具有足够的安全性。
最后根据有限元分析和模型试验结果,指出了节点的薄弱环节,对节点设计和施工提出了建议,为此类节点的进一步推广和应用提供了理论依据和试验数据。
The Airbus 320 Buildings is located in Binhai District, Tianjin. It comprises Final Flight Hangar Building, Dynamic Center, Spray Paint Hangar Building, Post-assembly Flight Hangar Building and Service Center. The dimension of the Post-assembly Flight Hangar Building is 96×92m, and the elevation of the lower chord is 15m. The primary-secondary truss format made up of primary truss and planar secondary truss is employed in the roof structure of the Post-assembly Flight Hangar Building. It is the first practical application of such truss format in China. The primary truss is made up of triangle steel tube truss with a height of 7m and a width of 7m. Its span is 96m and the distance between two of them is 26m. Due to the large span and complex stress of the primary truss, in the joint connection, high strength bolt was used for connecting the steel tube with gusset plate. In order to have a comprehensive knowledge about the mechanical behavior of the joints and estimate their safety, the finite element method analysis and model test of the lower chord joints in the primary truss were all conducted.
Firstly, the solid model of the joints were built up using a finite element method (FEM) analysis software—ANSYS. Thereafter, the joints mechanical performance under design load is analyzed, the stress distribution characteristics were concluded and the stress concentration regions were found. Secondly, the joint under the worst-case load was selected to build up a sale model, at a ratio of 1/3. The mechanical performance test of the scale model under 1.5 times design load was conducted. The results obtained from the FEM analysis and the model test coincided very well, which showed that the FEM analysis is reliable.
The results get from both the FEM analysis and the model test demonstrate that the join still works in elasticity situation under 1.5 times of design load. Therefore, the safety of the joints was proved.
Finally, the weak linkage in the joint was pointed out basing on the FEM analysis and the model test. Some suggestions about the design and construction of such joints were also proposed. The research in this thesis can be used as a theoretical or experimental reference for the application and promotion of this type of joints.
引文
[1]沈世钊.大跨空间结构的发展—回顾与展望.土木工程学报,1998,(3):5～14
[2]黄炳生.大跨空间结构.北京:中国建筑工业出版社,2000:1～16
[3]吴耀华,吴文奇.钢管在结构工程中的应用与发展.钢结构,2005,20(2):45～49
[4]陈以一,陈扬骥.钢管结构相贯节点的研究现状.建筑结构,2002,32(7):52～55
[5]蓝天.空间结构的十年—从中国看世界.第六届空间结构论文集,北京:地震出版社,1992:275～282
[6]肖炽,殷为民.斜拉网架的合理形体研究.新型空间结构文集,北京:地震出版社,1992:275～282
[7]刘锡良,叶建军.大跨度机库结构体系理论与试验研究.第六届空间结构论文集,北京:地震出版社,1992:257～261
[8]鹫尾键三,黑羽启明.钢管相贯节点研究.日本建筑学会论文报告集,1961:236～317
[9]金谷弘.钢管接合部局部变形试验的研究.日本建筑学会论文报告集,1961:165～290
[10]鹫尾键三,东乡武,三井宜之.钢管相贯节点的试验研究.日本建筑学会论文报告集,1967:29～188
[11] Kumamoto. Database of Test and Numerical analysis Results for Tubular Joints. Japan: Kumamoto University, 2001: 36～79
[12]刘建平.钢管相贯节点的研究现状和动向.钢结构,2003,18(4):13～15
[13]丁芸孙.圆管结构相贯节点几个设计问题的探讨.空间结,2002,8(2):56～64
[14]沈祖炎,陈扬骥,陈以一.上海市八万人体育场屋盖的整体模型和节点试验研究.建筑结构学报,1998,19(2):2～10
[15]陈以一,陈扬骥.钢管结构相贯节点的研究现状.建筑结构,2003,32(7):52～55
[16]舒兴平,朱邵宁.长沙贺龙体育场钢屋盖圆管相贯节点足尺试验研究.建筑结构学报,2004,25(3):8～13
[17] J. F. Jiang, J. Wu. Experimental Study and Finite Element Analysis for Overlapped Parallel Tubular K-Joints. ISISS, 2005: 56～69
[18] Zhao. X. L. Square and Rectangular Hollow Section Subject to Combined Actions. ASCE, 1992, 118(6): 17～53
[19] Zhao. X. L. T-joints in Rectangular Hollow Section Subject to Combined Actions. ASCE, 1992, 118(8): 23～75
[20] Zhao. X. L. Yield Line Theory for Analysis of Localized Failure In Thin-Wall Structure. Tongji University, 1995, 121(7): 9～46
[21]日本建筑学会(AIJ) .钢管结构设计施工指南及说明(中译本) .大连理工大学译,2003:2～17
[22]罗尧治,张楠.K形搭接节点承载力性能分析及建议公式.空间钢结构,2004:23~27
[23]魏明钟.钢结构设计新规范应用讲评.北京:中国建筑工业出版社,1991
[24]陈继祖.焊接管节点承载力设计公式的建议.大连理工大学学报,1986,(2):33～47
[25]杨国贤,陈廷国.受拉T型管节点静承载力分析的使用计算法.大连理工大学学报,1987,26(2):101～248
[26]胡毓仁等.海洋平台导管架结构分析相贯节点局部柔度的等效单元.计算结构力学及其应用,1992,9(3):284～295
[27]云大真等.T形管节点的拟协调元的计算.计算结构力学及其应用,1989,6(1):217～223
[28]王德禹,陈铁云.近海平台X和XX形管接头极限分析的圆环模型.工程力学,1997,14(2):9～16
[29]陈以一,沈祖炎,虞晓华等.直接汇交节点三重屈服线模拟及试验验证.土木工程学报,1999,32(6):26～33
[30] Clough. Dynamics of Structures (Second Edition). Computers and Structures, 1996: 304～306
[31]武振宇,张耀春.直接焊接钢管节点静力性能的研究现状.哈尔滨工业大学学报,1996,29(6):102～109
[32]刘建平,郭彦林,陈国栋.圆管相贯节点极限承载力有限元分析.建筑结构, 2002,32(7):56～59
[33]董石麟,钱若军.空间网格结构分析理论与计算方法.北京:中国建筑工业出版社,2000:100～111
[34]董石麟,罗尧治.斜拉网架的简化计算.建筑结构,1993,(8):115~163
[35] J.J. del Coz Díaza, P.J. García Nietob, M. Fernández Ricoc. Non-linear analysis of the tubular‘heart’joint by FEM and experimental validation. Journal of Constructional Steel Research, 2007, 63(8): 1077~1090
[36] Kurobane.Y. Ultimate Resistance of Unstiffened Tubular Joints. ASCE, 1984, 106(2): 68～77
[37]郑伯兴,黄长华.钢管相贯节点疑难问题分析及对策探讨.钢结构,2007,22(99):91～94
[38] DEXTER E M, LEE M M K. Static Strength of Axially Loaded Tubular K-joints. I: Behavior. Journal of Structure Engineering, ASCE, 1999, 125(2): 194～201
[39]王伟,陈以一.圆钢管相贯节点局部刚度的参数公式.同济大学学报,2003,31(5):515～519
[40]罗定安.工程结构数值分析方法与程序设计.天津:天津大学出版社1995: 59~83
[41]张亚欧,谷志飞,宋勇.ANSYS有限元分析实用教程.北京:清华大学出版社,2004
[42]倪栋,段进,徐久成.ANSYS实例精解.北京:电子工业出版社,2003
[43]邢静忠,王勇岗,陈晓霞.ANSYS分析实例与工程应用.北京:机械工业出版社,2004
[44]祝效华,余志祥.ANSYS高级工程有限元分析范例精选.北京:电子工业出版社,2004
[45]陈以一,沈祖炎,翟红.圆钢管相贯节点滞回性能的试验研究.建筑结构学报,2003,(24):6～8
[46]陈绍藩,顾强.钢结构.北京:中国建筑工业出版社,2003
[47]毕继红,王晖.工程弹塑性力学.天津:天津大学出版社,2003:37~58
[48]李忠献.工程结构试验理论与技术.天津:天津大学出版社,2004:6～25
[49]刑丽,董石麟,赵阳.方钢管焊接空心球节点的试验研究.科技通报,2008,24(5):683~689
[50]雷根生.异型钢管X型节点的受力性能分析与试验.[硕士学位论文].上海:同济大学,2007
[51]史越川.带内加劲板的矩形钢管焊接节点性能研究.[硕士学位论文].上海:同济大学,2007
[52]曹国峰.大跨度重型钢管相贯节点与典型加劲节点的试验与理论研究.[硕士学位论文].上海:同济大学,2006
[2]黄炳生.大跨空间结构.北京:中国建筑工业出版社,2000:1～16
[3]吴耀华,吴文奇.钢管在结构工程中的应用与发展.钢结构,2005,20(2):45～49
[4]陈以一,陈扬骥.钢管结构相贯节点的研究现状.建筑结构,2002,32(7):52～55
[5]蓝天.空间结构的十年—从中国看世界.第六届空间结构论文集,北京:地震出版社,1992:275～282
[6]肖炽,殷为民.斜拉网架的合理形体研究.新型空间结构文集,北京:地震出版社,1992:275～282
[7]刘锡良,叶建军.大跨度机库结构体系理论与试验研究.第六届空间结构论文集,北京:地震出版社,1992:257～261
[8]鹫尾键三,黑羽启明.钢管相贯节点研究.日本建筑学会论文报告集,1961:236～317
[9]金谷弘.钢管接合部局部变形试验的研究.日本建筑学会论文报告集,1961:165～290
[10]鹫尾键三,东乡武,三井宜之.钢管相贯节点的试验研究.日本建筑学会论文报告集,1967:29～188
[11] Kumamoto. Database of Test and Numerical analysis Results for Tubular Joints. Japan: Kumamoto University, 2001: 36～79
[12]刘建平.钢管相贯节点的研究现状和动向.钢结构,2003,18(4):13～15
[13]丁芸孙.圆管结构相贯节点几个设计问题的探讨.空间结,2002,8(2):56～64
[14]沈祖炎,陈扬骥,陈以一.上海市八万人体育场屋盖的整体模型和节点试验研究.建筑结构学报,1998,19(2):2～10
[15]陈以一,陈扬骥.钢管结构相贯节点的研究现状.建筑结构,2003,32(7):52～55
[16]舒兴平,朱邵宁.长沙贺龙体育场钢屋盖圆管相贯节点足尺试验研究.建筑结构学报,2004,25(3):8～13
[17] J. F. Jiang, J. Wu. Experimental Study and Finite Element Analysis for Overlapped Parallel Tubular K-Joints. ISISS, 2005: 56～69
[18] Zhao. X. L. Square and Rectangular Hollow Section Subject to Combined Actions. ASCE, 1992, 118(6): 17～53
[19] Zhao. X. L. T-joints in Rectangular Hollow Section Subject to Combined Actions. ASCE, 1992, 118(8): 23～75
[20] Zhao. X. L. Yield Line Theory for Analysis of Localized Failure In Thin-Wall Structure. Tongji University, 1995, 121(7): 9～46
[21]日本建筑学会(AIJ) .钢管结构设计施工指南及说明(中译本) .大连理工大学译,2003:2～17
[22]罗尧治,张楠.K形搭接节点承载力性能分析及建议公式.空间钢结构,2004:23~27
[23]魏明钟.钢结构设计新规范应用讲评.北京:中国建筑工业出版社,1991
[24]陈继祖.焊接管节点承载力设计公式的建议.大连理工大学学报,1986,(2):33～47
[25]杨国贤,陈廷国.受拉T型管节点静承载力分析的使用计算法.大连理工大学学报,1987,26(2):101～248
[26]胡毓仁等.海洋平台导管架结构分析相贯节点局部柔度的等效单元.计算结构力学及其应用,1992,9(3):284～295
[27]云大真等.T形管节点的拟协调元的计算.计算结构力学及其应用,1989,6(1):217～223
[28]王德禹,陈铁云.近海平台X和XX形管接头极限分析的圆环模型.工程力学,1997,14(2):9～16
[29]陈以一,沈祖炎,虞晓华等.直接汇交节点三重屈服线模拟及试验验证.土木工程学报,1999,32(6):26～33
[30] Clough. Dynamics of Structures (Second Edition). Computers and Structures, 1996: 304～306
[31]武振宇,张耀春.直接焊接钢管节点静力性能的研究现状.哈尔滨工业大学学报,1996,29(6):102～109
[32]刘建平,郭彦林,陈国栋.圆管相贯节点极限承载力有限元分析.建筑结构, 2002,32(7):56～59
[33]董石麟,钱若军.空间网格结构分析理论与计算方法.北京:中国建筑工业出版社,2000:100～111
[34]董石麟,罗尧治.斜拉网架的简化计算.建筑结构,1993,(8):115~163
[35] J.J. del Coz Díaza, P.J. García Nietob, M. Fernández Ricoc. Non-linear analysis of the tubular‘heart’joint by FEM and experimental validation. Journal of Constructional Steel Research, 2007, 63(8): 1077~1090
[36] Kurobane.Y. Ultimate Resistance of Unstiffened Tubular Joints. ASCE, 1984, 106(2): 68～77
[37]郑伯兴,黄长华.钢管相贯节点疑难问题分析及对策探讨.钢结构,2007,22(99):91～94
[38] DEXTER E M, LEE M M K. Static Strength of Axially Loaded Tubular K-joints. I: Behavior. Journal of Structure Engineering, ASCE, 1999, 125(2): 194～201
[39]王伟,陈以一.圆钢管相贯节点局部刚度的参数公式.同济大学学报,2003,31(5):515～519
[40]罗定安.工程结构数值分析方法与程序设计.天津:天津大学出版社1995: 59~83
[41]张亚欧,谷志飞,宋勇.ANSYS有限元分析实用教程.北京:清华大学出版社,2004
[42]倪栋,段进,徐久成.ANSYS实例精解.北京:电子工业出版社,2003
[43]邢静忠,王勇岗,陈晓霞.ANSYS分析实例与工程应用.北京:机械工业出版社,2004
[44]祝效华,余志祥.ANSYS高级工程有限元分析范例精选.北京:电子工业出版社,2004
[45]陈以一,沈祖炎,翟红.圆钢管相贯节点滞回性能的试验研究.建筑结构学报,2003,(24):6～8
[46]陈绍藩,顾强.钢结构.北京:中国建筑工业出版社,2003
[47]毕继红,王晖.工程弹塑性力学.天津:天津大学出版社,2003:37~58
[48]李忠献.工程结构试验理论与技术.天津:天津大学出版社,2004:6～25
[49]刑丽,董石麟,赵阳.方钢管焊接空心球节点的试验研究.科技通报,2008,24(5):683~689
[50]雷根生.异型钢管X型节点的受力性能分析与试验.[硕士学位论文].上海:同济大学,2007
[51]史越川.带内加劲板的矩形钢管焊接节点性能研究.[硕士学位论文].上海:同济大学,2007
[52]曹国峰.大跨度重型钢管相贯节点与典型加劲节点的试验与理论研究.[硕士学位论文].上海:同济大学,2006