空客A320总装线机库厂房主桁架上弦节点受力性能有限元分析与模型试验
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摘要
节点是构成结构的重要基本单元,起着连接汇交杆件、传递荷载的作用。
空客A320总装线项目坐落于天津滨海新区,其机库厂房跨度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为首次应用。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,本文对机库厂房主桁架上弦节点的受力性能进行了有限元分析和模型试验。
本文采用有限元分析软件ANSYS建立上弦节点实体模型,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征,找出应力集中区域;根据有限元分析结果,选择上弦受力最不利节点,进行1/3缩尺模型模型试验,分析节点模型在设计荷载以及1.3倍设计荷载作用下的受力性能,验证有限元分析结果的可靠性和节点的安全性。试验结果与有限元分析结果基本吻合,表明有限元分析结果可靠。
有限元分析结果表明,节点应力分布比较均匀,受力性能良好。节点模型试验结果表明,在1.3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。本文所做研究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。
Joint is one of the most important parts in the whole structure, which is used to connect members and transmit forces.
The project for Airbus A320 is located in the Binhai District, Tianjin. The horizontal dimension of the Flight Hangar Building is 96×92m, and the elevation of the lower chord is 15m. The roof structure of the flight hangar is designed as a complicated truss, which is characterized by the combination of main truss and secondary truss. It’s the first application of this structure form in China. The main truss is a triangle steel tube truss, which is 7m high and 7m wide. The span of main trusses is 96m and the distance between any two of them is 26m. In upper chord joints, the steel tubes and gusset plates are connected by high strength friction grip bolts. In order to know the mechanical properties of the joint pattern well and accurately evaluate the reliability, a numerical analysis and a model experiment for the joint in the upper chord of the main truss are carried out, and the results are presented in this thesis.
A numerical solid model of the joint is built in the finite element analysis software ANSYS, and the design loads are applied in the model. The general bearing capacity and stress distribution are studied, which can reflect the locations of stress concentration. On the other hand, an experiment of 1/3 scaled model is conducted, and the mechanical performances of the joint under both design loads and 1.3 times amplified loads are investigated. In general, the results of the experiment agree with that of the numerical analysis, which verifies the reliability and accuracy of the numerical analysis.
The results of the finite element analysis indicate that the stress in joint is well distributed and the mechanical performance of the joints is good. In the model experiment, it is found that the joint still behave elastically under 1.3 times of design loads, by which, the safety capability of the joint is verified. This research work contributes to some theoretical conclusion and experimental data, which are significantly important for the promotion and application of the proposed new joint pattern.
空客A320总装线项目坐落于天津滨海新区,其机库厂房跨度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为首次应用。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,本文对机库厂房主桁架上弦节点的受力性能进行了有限元分析和模型试验。
本文采用有限元分析软件ANSYS建立上弦节点实体模型,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征,找出应力集中区域;根据有限元分析结果,选择上弦受力最不利节点,进行1/3缩尺模型模型试验,分析节点模型在设计荷载以及1.3倍设计荷载作用下的受力性能,验证有限元分析结果的可靠性和节点的安全性。试验结果与有限元分析结果基本吻合,表明有限元分析结果可靠。
有限元分析结果表明,节点应力分布比较均匀,受力性能良好。节点模型试验结果表明,在1.3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。本文所做研究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。
Joint is one of the most important parts in the whole structure, which is used to connect members and transmit forces.
The project for Airbus A320 is located in the Binhai District, Tianjin. The horizontal dimension of the Flight Hangar Building is 96×92m, and the elevation of the lower chord is 15m. The roof structure of the flight hangar is designed as a complicated truss, which is characterized by the combination of main truss and secondary truss. It’s the first application of this structure form in China. The main truss is a triangle steel tube truss, which is 7m high and 7m wide. The span of main trusses is 96m and the distance between any two of them is 26m. In upper chord joints, the steel tubes and gusset plates are connected by high strength friction grip bolts. In order to know the mechanical properties of the joint pattern well and accurately evaluate the reliability, a numerical analysis and a model experiment for the joint in the upper chord of the main truss are carried out, and the results are presented in this thesis.
A numerical solid model of the joint is built in the finite element analysis software ANSYS, and the design loads are applied in the model. The general bearing capacity and stress distribution are studied, which can reflect the locations of stress concentration. On the other hand, an experiment of 1/3 scaled model is conducted, and the mechanical performances of the joint under both design loads and 1.3 times amplified loads are investigated. In general, the results of the experiment agree with that of the numerical analysis, which verifies the reliability and accuracy of the numerical analysis.
The results of the finite element analysis indicate that the stress in joint is well distributed and the mechanical performance of the joints is good. In the model experiment, it is found that the joint still behave elastically under 1.3 times of design loads, by which, the safety capability of the joint is verified. This research work contributes to some theoretical conclusion and experimental data, which are significantly important for the promotion and application of the proposed new joint pattern.
引文
[1] Jubran, J.S. , Cofer. Finite-Element Modeling of Tubular Joints. I: Numerical Results. Journal of Structural Engineering, 1995,121(3):496~507
[2] Vegte. The static strength of uniplanar and multiplanar tubular T-and X-joints, PhD thesis, Delft University Press, Delft, The Netherlands, 1995
[3] Dexter, E. M., Lee. Overlapped K Joints in Circular Hollow Sections under Axial Loading. Journal of Offshore Mechanics and Arctic Engineering, 1996, 118: 53~61
[4] Lee, M. M. K.. Parametric Study of Strength of Tubular Multiplanar KK-Joints. Journal of Structural Engineering, 1996,122(8):89~903
[5] Lee, M. M. K.. Strength of Multiplanar Tubular KK-Joints under Antisymmetri- -cal Axial Loading. Journal of Structural Engineering, 1997, 123(6): 755~763
[6]张志良,沈祖炎,陈学潮.方管节点极限承载力的非线性有限元分析.土木工程学报,1990,3(1):12~21
[7]沈祖炎,张志良.焊接方管节点极限承载力计算.同济大学学报,1990,18 (3):273~279
[8]刘锡良,陈志华.网架焊接空心球节点破坏机理分析及承载能力试验研究.建筑结构,1994,15(3):38~44
[9]刘建平,郭彦林.方圆管相贯节点极限承载力研究.建筑结构,2001,31 (8):21~24
[10]刘建平,郭彦林.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
[11]舒宣武,朱庆科.空间KK形钢管相贯节点极限承载力有限元分析.华南理工大学学报,2002,30(10):102~106
[12]朱庆科,舒宣武.平面K形钢管相贯节点极限承载力有限元分析.华南理工大学学报,2002,30(12):62~66
[13]武振宇,谭慧光,张耀春.不等宽T形方管节点静力工作性能的研究.哈尔滨建筑大学学报,2002,35(6):14~17
[14]武振宇,武胜.弦杆轴力作用下不等宽K形间隙方管节点性能研究.建筑结构,2003,34(5):14~19
[15]武振宇,张耀春.直接焊接钢管节点静力工作性能的研究现状.哈尔滨建筑大学学报,1996,29(6):102~109
[16]张志良.焊接方管节点极限承载力的试验研究和非线性有限元分析[硕士学位论文].上海:同济大学,1988
[17]虞晓华.大型直接汇交焊接K形圆钢管节点极限承载力研究[硕士学位论文].上海:同济大学,1996
[18]刘锡良,周学军,丁阳等.网架结构超大直径焊接空心球节点破坏机理分析及其承载能力的试验研究.建筑结构,1998,19(6):33~39
[19]詹琛.空间直接焊接圆钢管节点足尺试验研究[硕士学位论文].上海:同济大学,2000
[20]陈以一,陈扬骥,詹琛.圆钢管空间相贯节点的试验研究.土木工程学报, 2003,36(8):24~30
[21]舒兴平,朱邵宁,夏心红.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,2004,25(3):l l~13
[22]陈茁.曲弦杆的空间TT形圆管节点的静力性能研究[硕士学位论文].上海:同济大学,2005
[23]王斌.曲弦杆的空间KK和平面K形圆管节点的静力性能研究[硕士学位论文].上海:同济大学,2005
[24]曾毅恒,朱丹,赵基达等.北京A380大跨机库节点承载力试验研究.土木工程学报,2008,41(2):29~34
[25]赵宪忠,王冠男,陈以一等.北京奥运会老山自行车馆柱脚铸钢节点试验研究.建筑结构,2008,29(1):l0~15
[26]童乐为,王新毅,陈以一等.国家体育场焊接方管桁架双弦杆KK形节点试验研究.建筑结构,2007,28(2):49~53
[27]赵宏康,戴雅萍,吕西林.苏州国际博览中心屋盖结构分析和并联K形圆钢管相贯节点研究.建筑结构,2006,27(4):5 l~60
[28]王铁成.混凝土结构设计原理.天津:天津大学出版社,2003
[29]王铁成,程文瀼,颜德姮等.混凝土结构(上册).北京:中国建筑工业出版社,2005
[30]邓凡平.ANSYS10.0有限元分析自学手册.北京:人民邮电出版社,2006
[31]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, 2003,24:6~7
[32]朱邵宁.圆钢管相贯节点极限承载力分析与足尺试验研究[硕士学位论文].长沙:湖南大学,2003
[33]段进,倪栋,王国业.ANSYS10.0结构分析从入门到精通.北京:兵器工业出版社,北京科海电子出版社,2006
[34]李忠献.工程结构试验理论与技术.天津:天津大学出版社,2006
[35]丁阳.钢结构设计原理.天津:天津大学出版社,2004
[36]崔佳,魏明钟,但泽义等.钢结构设计规范理解与应用.北京:中国建筑工业出版社,2005
[37]毕继红.工程弹塑性力学.天津:天津大学出版社,2005
[2] Vegte. The static strength of uniplanar and multiplanar tubular T-and X-joints, PhD thesis, Delft University Press, Delft, The Netherlands, 1995
[3] Dexter, E. M., Lee. Overlapped K Joints in Circular Hollow Sections under Axial Loading. Journal of Offshore Mechanics and Arctic Engineering, 1996, 118: 53~61
[4] Lee, M. M. K.. Parametric Study of Strength of Tubular Multiplanar KK-Joints. Journal of Structural Engineering, 1996,122(8):89~903
[5] Lee, M. M. K.. Strength of Multiplanar Tubular KK-Joints under Antisymmetri- -cal Axial Loading. Journal of Structural Engineering, 1997, 123(6): 755~763
[6]张志良,沈祖炎,陈学潮.方管节点极限承载力的非线性有限元分析.土木工程学报,1990,3(1):12~21
[7]沈祖炎,张志良.焊接方管节点极限承载力计算.同济大学学报,1990,18 (3):273~279
[8]刘锡良,陈志华.网架焊接空心球节点破坏机理分析及承载能力试验研究.建筑结构,1994,15(3):38~44
[9]刘建平,郭彦林.方圆管相贯节点极限承载力研究.建筑结构,2001,31 (8):21~24
[10]刘建平,郭彦林.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
[11]舒宣武,朱庆科.空间KK形钢管相贯节点极限承载力有限元分析.华南理工大学学报,2002,30(10):102~106
[12]朱庆科,舒宣武.平面K形钢管相贯节点极限承载力有限元分析.华南理工大学学报,2002,30(12):62~66
[13]武振宇,谭慧光,张耀春.不等宽T形方管节点静力工作性能的研究.哈尔滨建筑大学学报,2002,35(6):14~17
[14]武振宇,武胜.弦杆轴力作用下不等宽K形间隙方管节点性能研究.建筑结构,2003,34(5):14~19
[15]武振宇,张耀春.直接焊接钢管节点静力工作性能的研究现状.哈尔滨建筑大学学报,1996,29(6):102~109
[16]张志良.焊接方管节点极限承载力的试验研究和非线性有限元分析[硕士学位论文].上海:同济大学,1988
[17]虞晓华.大型直接汇交焊接K形圆钢管节点极限承载力研究[硕士学位论文].上海:同济大学,1996
[18]刘锡良,周学军,丁阳等.网架结构超大直径焊接空心球节点破坏机理分析及其承载能力的试验研究.建筑结构,1998,19(6):33~39
[19]詹琛.空间直接焊接圆钢管节点足尺试验研究[硕士学位论文].上海:同济大学,2000
[20]陈以一,陈扬骥,詹琛.圆钢管空间相贯节点的试验研究.土木工程学报, 2003,36(8):24~30
[21]舒兴平,朱邵宁,夏心红.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,2004,25(3):l l~13
[22]陈茁.曲弦杆的空间TT形圆管节点的静力性能研究[硕士学位论文].上海:同济大学,2005
[23]王斌.曲弦杆的空间KK和平面K形圆管节点的静力性能研究[硕士学位论文].上海:同济大学,2005
[24]曾毅恒,朱丹,赵基达等.北京A380大跨机库节点承载力试验研究.土木工程学报,2008,41(2):29~34
[25]赵宪忠,王冠男,陈以一等.北京奥运会老山自行车馆柱脚铸钢节点试验研究.建筑结构,2008,29(1):l0~15
[26]童乐为,王新毅,陈以一等.国家体育场焊接方管桁架双弦杆KK形节点试验研究.建筑结构,2007,28(2):49~53
[27]赵宏康,戴雅萍,吕西林.苏州国际博览中心屋盖结构分析和并联K形圆钢管相贯节点研究.建筑结构,2006,27(4):5 l~60
[28]王铁成.混凝土结构设计原理.天津:天津大学出版社,2003
[29]王铁成,程文瀼,颜德姮等.混凝土结构(上册).北京:中国建筑工业出版社,2005
[30]邓凡平.ANSYS10.0有限元分析自学手册.北京:人民邮电出版社,2006
[31]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, 2003,24:6~7
[32]朱邵宁.圆钢管相贯节点极限承载力分析与足尺试验研究[硕士学位论文].长沙:湖南大学,2003
[33]段进,倪栋,王国业.ANSYS10.0结构分析从入门到精通.北京:兵器工业出版社,北京科海电子出版社,2006
[34]李忠献.工程结构试验理论与技术.天津:天津大学出版社,2006
[35]丁阳.钢结构设计原理.天津:天津大学出版社,2004
[36]崔佳,魏明钟,但泽义等.钢结构设计规范理解与应用.北京:中国建筑工业出版社,2005
[37]毕继红.工程弹塑性力学.天津:天津大学出版社,2005