大跨度网架结构分片施工安装应力控制研究
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摘要
网架结构由于其受力性能好、整体刚度大,抗震性能好、重量轻、制作安装方便和造价低等优点,而被广泛地应用于用于体育馆、飞机库、展览馆、候车厅和厂房等的屋盖结构。高空散装法分片施工是大跨度网架结构常用的安装方法,该方法是由部分结构逐渐安装成整体的施工过程,故在不同的施工阶段具有不同形态的结构形式,其边界条件和载荷形式也不同,即结构的受力和变形状态随施工过程而变,施工期内结构的受力和位移有可能会超过使用阶段的内力,从而使结构在施工期内处于危险状态。一般意义下的结构分析认为,整个结构施工是一次成形的,这种分析方法没有考虑到结构的成形过程,而考虑施工过程时,结构成形后的受力状态不仅与不同的施工方法相关,而且还与相同施工方法中不同的施工顺序有关。
本文对网架结构的发展现状和主要的施工方法作了简要介绍,以具体的工程实例为背景,用ANSYS有限元软件的单元生死技术,按照传统的施工方法,对网架的施工过程进行了数值模拟,得出网架在每一个施工步的应力和位移,并与一次加载计算进行了对比分析,得出：网架结构的最大内力发生在施工过程中的某一步,而不是在施工完成时的那一步；分步加载计算的结构的最终的应力和位移,大于一次加载计算的结构的应力和位移。
传统的施工方法容易使结构在施工过程中产生较大的安装应力,目前没有很好的解决这个问题的方法。为此,本文提出了两种新的施工方法,回顶法与留后安装带法施工,并用ANSYS对施工过程进行了数值模拟,将计算结果与传统施工方法的结果进行了比较分析,回顶法与留后安装法施工,可以有效减小结构在施工过程中的安装应力,为大跨度网架结构的分片施工提供了新的更加合理的施工方法。
Grid structure is widely used for roof structures of gymnasiums, hangars, exhibition halls, waiting halls and workshops and so on because of its good mechanical properties, higher integral rigidity, seismic performance, light weight, making installation easyly and low cost.The installation of large span truss structure commonly use Construction of high-altitude slice bulk method, which is the construction process of part of the structure gradually installed as the overall, so it has different structure forms、boundary conditions and load form in various stages of construction, and that is, the force and deformation of structure change with the construction process. The force and displacement of the structure may exceed the use phase, so that the structure may be at risk during the construction period. The general structural analysis sense that the the entire structure is shaped at one time, this analysis method does not take into account the structure of the forming process. When considering the construction process, the stress state of the structure after forming is not only associated with different construction methods, but also the different construction order in the same construction method.
In this paper, the development status of grid structure and the main construction methods are briefly introduced. With the background of the specific project, finite element analysis software ANSYS was adopted to simulate the construction process of the grid according to the traditional construction methods. Stress and displacement of the structure in each construction step are obtained, and compared and analyzed with analysis under complete loading:the maximum internal force of grid structure appears in a certain step in the construction process, rather than in the step of completed construction; the final stress and displacement of structure calculated by fractional step loading method are greater than that calculated by complete loading method.
The traditional construction method easyly make the structure have a greater installation stress in the construction process, there is no good solution to this problem. therefor this paper proposes two new construction methods, back lift-up method and late installed band method, and simulate the construction process by ANSYS. The calculated results are compared and analyzed with the calculated results of the traditional construction methods:back lift-up method and late installed band method can effectively reduce the installation stress in the construction process, this paper provides a new and more reasonable construction methods wih the large span grid structure construction.
本文对网架结构的发展现状和主要的施工方法作了简要介绍,以具体的工程实例为背景,用ANSYS有限元软件的单元生死技术,按照传统的施工方法,对网架的施工过程进行了数值模拟,得出网架在每一个施工步的应力和位移,并与一次加载计算进行了对比分析,得出：网架结构的最大内力发生在施工过程中的某一步,而不是在施工完成时的那一步；分步加载计算的结构的最终的应力和位移,大于一次加载计算的结构的应力和位移。
传统的施工方法容易使结构在施工过程中产生较大的安装应力,目前没有很好的解决这个问题的方法。为此,本文提出了两种新的施工方法,回顶法与留后安装带法施工,并用ANSYS对施工过程进行了数值模拟,将计算结果与传统施工方法的结果进行了比较分析,回顶法与留后安装法施工,可以有效减小结构在施工过程中的安装应力,为大跨度网架结构的分片施工提供了新的更加合理的施工方法。
Grid structure is widely used for roof structures of gymnasiums, hangars, exhibition halls, waiting halls and workshops and so on because of its good mechanical properties, higher integral rigidity, seismic performance, light weight, making installation easyly and low cost.The installation of large span truss structure commonly use Construction of high-altitude slice bulk method, which is the construction process of part of the structure gradually installed as the overall, so it has different structure forms、boundary conditions and load form in various stages of construction, and that is, the force and deformation of structure change with the construction process. The force and displacement of the structure may exceed the use phase, so that the structure may be at risk during the construction period. The general structural analysis sense that the the entire structure is shaped at one time, this analysis method does not take into account the structure of the forming process. When considering the construction process, the stress state of the structure after forming is not only associated with different construction methods, but also the different construction order in the same construction method.
In this paper, the development status of grid structure and the main construction methods are briefly introduced. With the background of the specific project, finite element analysis software ANSYS was adopted to simulate the construction process of the grid according to the traditional construction methods. Stress and displacement of the structure in each construction step are obtained, and compared and analyzed with analysis under complete loading:the maximum internal force of grid structure appears in a certain step in the construction process, rather than in the step of completed construction; the final stress and displacement of structure calculated by fractional step loading method are greater than that calculated by complete loading method.
The traditional construction method easyly make the structure have a greater installation stress in the construction process, there is no good solution to this problem. therefor this paper proposes two new construction methods, back lift-up method and late installed band method, and simulate the construction process by ANSYS. The calculated results are compared and analyzed with the calculated results of the traditional construction methods:back lift-up method and late installed band method can effectively reduce the installation stress in the construction process, this paper provides a new and more reasonable construction methods wih the large span grid structure construction.
引文
[1]蓝天.空间钢结构研究与应用的进展[J].建筑钢结构进展,2004,6(1)：1-6
[2]杜文风,张慧.空间结构[M]．北京：中国电力出版社,2008：2-6
[3]魏明忠,戴国欣.钢结构[M].武汉：武汉理工大学出版社,2002：275-280
[4]张玉萍,温欣.我国空间网架结构应用发展分析[J].山西建筑,2010,36(19)：70-71
[5]刘锡良,潘延东.我国空间网架结构的发展现状[J].天津城市建筑学院学报,1997,3(4)：1-10
[6]Shen Shizhao.The development of spatial structures in china (Invited Report) [J].IASS Asia-Pacific Conference on Shell Spatial Structures,Beijing,1996,5(2):45-48
[7]Makowski ZS.Space Structure-A Review of Development in Last Decade[J],Space Structure,1993,13(3):178-181
[8]董石麟.我国大跨度空间钢结构的发展与展望[J].空间结构,2000,6(2)：3-13
[9]Cuocu,Daniel A.Long-span roof structures[J].Modem Steel Construction,1994,34(5):134-138
[10]赵帆,赵志缙.我国钢结构工程技术新进展[J].建筑技术,1997,28(4)：246-248
[11]郑祖源,黄少分.漳州腾飞馆网架吊装施工技术[J].福建建设科技,1996,1(1)：21-22
[12]黄磊.石家庄裕彤国际体育中心网架的吊装[J].施工技术,2000,29(6)：20
[13]顾国荣.广州体育馆屋盖钢结构的安装施工[J].施工技术,2001,30(6)：4-6
[14]黄宗襄.广东奥林匹克体育场空间钢桁架屋盖施工技术[J].施工技术,2002,31(5)：14-15
[15]吴欣之,杨堃.浦东国际机场航站楼钢结构安装技术[J]．建筑机械化,2000,1(1)：25-27
[16]李田俊,王晖,赵延凯.中国地质大学(北京)综合游泳馆钢网架结构施工技术[J].青岛理工大学学报,2010,31(5)：125-129
[17]张斌昌,刘新潮.网架钢结构高空散装法工具式移动架施工技术[J].现代经济信息,2009,1(16)：283-284
[18]肖炽.钢网架结构的施工安装技术[J].钢结构,1994,1(2)：128-134
[19]汪道金,曾繁娜.大跨度屋面钢网架(壳)结构施工技术[J].施工技术,2010,39(2)：24-26
[20]张丽,万瑞义,李利.网架整体吊装施工技术的应用研究[J].东北电力学院学报,2001,21(4)：41-45
[21]浦昭崑.连续跨钢网架的整体滑模顶升施工[J].建筑技术,1988，1(12)：5-7
[22]林郁.网架的高空滑移法施工[J].建筑技术,1998,29(8)：556-557
[23]王广热.广钢工人体育馆钢网架滑移脚手架及整体顶升施工技术[J]．广东土木与建筑,2006,1(11)：34-36
[24]河南省第二建筑工程公司技术科.斜放四角锥平板网架分段制作吊装施工[J]．建筑技术,1986,1(3)：26-29
[25]Surry University, U. K. Proceedings of the International Conference on Space Structure[J], Space Structure,1993,3(2):345-348
[26]Tensegrity systems.The State of the Art, International Journal of Space Structures [J]. Special Issue on Tensegrity Systems,1992,17(2):276-281
[27]陈冬冬.大跨度网架结构整体提升技术研究与应用[D].重庆大学,2010：12-18
[28]沈世钊,陈听.网壳结构稳定性[M]．北京：科学出版社,1998：3-6
[29]M.A.Crisfield.An Arc-length Method Including Line Searches and Accelerations[J]. Int. J.num.Mech,1983,1(19):1269-1289
[30]沈祖炎,陈扬骥.网架与网壳[M].上海：同济大学出版社,1997：4-9
[31]Petersen, Jack. Erection and construct ability issues for long-span roofs[J]. Modern Steel Construction,1994,34(2):638-640
[32]尹德钮,刘善维,钱若军.网壳结构设计[M].北京：中国建筑工业出版社，996：3-8
[33]ZHANG Q L.A modified nonlinear member element allowing large loading and displacement increments[J].Communications in Numerical Metbods in Engineering,1996,1(12)：235-242
[34]陈骥.钢结构稳定理论与设计(第二版)[M].北京：科学出版社，2003：13-19
[35]E.Ramm. Strategies for Tracing the Nonlinear Response Near Limit Points[J]. Nonlinear finite element analysis in Structural Mechanics,1981,1(4):879-882
[36]李运光.结构工程有限元法[M].北京：中国建材工业出版社,2002，1(8)：34-39
[37]Z.S.Makowslci.Analysis. Design and Construction of Double-layer Grids[M]. London: Read Eaducational And Professional Publishing Ltd,2001:356-372
[38]Cenap Oran. Tengent Stiffness in Space Frames[J]. J. Struct. Div,1973,99(6):987-1001
[39]付光亮,某体育馆网架结构设计与施工分析[D].华南理工大学,2010：13-18
[40]王伯成,大跨度网架结构分段吊装技术的研究与应用[D].重庆大学,2004：8-14
[41]GUO Yanlin, LIU Xuewu, et al. Study on Computational Method for Pre-Set Deformation Value of Steel Structure Construction[J]. Pacific Structural Steel Conference,2007,1(1)：431-442
[42]E.Hinton,D.R.J.Owen.Finite Element Programming.London:Academic Press,1997:235-239
[43]Criesfield M A. Non-linear finite element analysis of solids and structures[M].New York:John Wiley&Sons,1991:758-763
[44]Xi-L Liu, Wai-Fah Chen and Bowman M D. Constructionload analysis for concrete structures[J]. ASCE, Journal of Structural Engineering,1985,111(5):1019-1036
[2]杜文风,张慧.空间结构[M]．北京：中国电力出版社,2008：2-6
[3]魏明忠,戴国欣.钢结构[M].武汉：武汉理工大学出版社,2002：275-280
[4]张玉萍,温欣.我国空间网架结构应用发展分析[J].山西建筑,2010,36(19)：70-71
[5]刘锡良,潘延东.我国空间网架结构的发展现状[J].天津城市建筑学院学报,1997,3(4)：1-10
[6]Shen Shizhao.The development of spatial structures in china (Invited Report) [J].IASS Asia-Pacific Conference on Shell Spatial Structures,Beijing,1996,5(2):45-48
[7]Makowski ZS.Space Structure-A Review of Development in Last Decade[J],Space Structure,1993,13(3):178-181
[8]董石麟.我国大跨度空间钢结构的发展与展望[J].空间结构,2000,6(2)：3-13
[9]Cuocu,Daniel A.Long-span roof structures[J].Modem Steel Construction,1994,34(5):134-138
[10]赵帆,赵志缙.我国钢结构工程技术新进展[J].建筑技术,1997,28(4)：246-248
[11]郑祖源,黄少分.漳州腾飞馆网架吊装施工技术[J].福建建设科技,1996,1(1)：21-22
[12]黄磊.石家庄裕彤国际体育中心网架的吊装[J].施工技术,2000,29(6)：20
[13]顾国荣.广州体育馆屋盖钢结构的安装施工[J].施工技术,2001,30(6)：4-6
[14]黄宗襄.广东奥林匹克体育场空间钢桁架屋盖施工技术[J].施工技术,2002,31(5)：14-15
[15]吴欣之,杨堃.浦东国际机场航站楼钢结构安装技术[J]．建筑机械化,2000,1(1)：25-27
[16]李田俊,王晖,赵延凯.中国地质大学(北京)综合游泳馆钢网架结构施工技术[J].青岛理工大学学报,2010,31(5)：125-129
[17]张斌昌,刘新潮.网架钢结构高空散装法工具式移动架施工技术[J].现代经济信息,2009,1(16)：283-284
[18]肖炽.钢网架结构的施工安装技术[J].钢结构,1994,1(2)：128-134
[19]汪道金,曾繁娜.大跨度屋面钢网架(壳)结构施工技术[J].施工技术,2010,39(2)：24-26
[20]张丽,万瑞义,李利.网架整体吊装施工技术的应用研究[J].东北电力学院学报,2001,21(4)：41-45
[21]浦昭崑.连续跨钢网架的整体滑模顶升施工[J].建筑技术,1988，1(12)：5-7
[22]林郁.网架的高空滑移法施工[J].建筑技术,1998,29(8)：556-557
[23]王广热.广钢工人体育馆钢网架滑移脚手架及整体顶升施工技术[J]．广东土木与建筑,2006,1(11)：34-36
[24]河南省第二建筑工程公司技术科.斜放四角锥平板网架分段制作吊装施工[J]．建筑技术,1986,1(3)：26-29
[25]Surry University, U. K. Proceedings of the International Conference on Space Structure[J], Space Structure,1993,3(2):345-348
[26]Tensegrity systems.The State of the Art, International Journal of Space Structures [J]. Special Issue on Tensegrity Systems,1992,17(2):276-281
[27]陈冬冬.大跨度网架结构整体提升技术研究与应用[D].重庆大学,2010：12-18
[28]沈世钊,陈听.网壳结构稳定性[M]．北京：科学出版社,1998：3-6
[29]M.A.Crisfield.An Arc-length Method Including Line Searches and Accelerations[J]. Int. J.num.Mech,1983,1(19):1269-1289
[30]沈祖炎,陈扬骥.网架与网壳[M].上海：同济大学出版社,1997：4-9
[31]Petersen, Jack. Erection and construct ability issues for long-span roofs[J]. Modern Steel Construction,1994,34(2):638-640
[32]尹德钮,刘善维,钱若军.网壳结构设计[M].北京：中国建筑工业出版社，996：3-8
[33]ZHANG Q L.A modified nonlinear member element allowing large loading and displacement increments[J].Communications in Numerical Metbods in Engineering,1996,1(12)：235-242
[34]陈骥.钢结构稳定理论与设计(第二版)[M].北京：科学出版社，2003：13-19
[35]E.Ramm. Strategies for Tracing the Nonlinear Response Near Limit Points[J]. Nonlinear finite element analysis in Structural Mechanics,1981,1(4):879-882
[36]李运光.结构工程有限元法[M].北京：中国建材工业出版社,2002，1(8)：34-39
[37]Z.S.Makowslci.Analysis. Design and Construction of Double-layer Grids[M]. London: Read Eaducational And Professional Publishing Ltd,2001:356-372
[38]Cenap Oran. Tengent Stiffness in Space Frames[J]. J. Struct. Div,1973,99(6):987-1001
[39]付光亮,某体育馆网架结构设计与施工分析[D].华南理工大学,2010：13-18
[40]王伯成,大跨度网架结构分段吊装技术的研究与应用[D].重庆大学,2004：8-14
[41]GUO Yanlin, LIU Xuewu, et al. Study on Computational Method for Pre-Set Deformation Value of Steel Structure Construction[J]. Pacific Structural Steel Conference,2007,1(1)：431-442
[42]E.Hinton,D.R.J.Owen.Finite Element Programming.London:Academic Press,1997:235-239
[43]Criesfield M A. Non-linear finite element analysis of solids and structures[M].New York:John Wiley&Sons,1991:758-763
[44]Xi-L Liu, Wai-Fah Chen and Bowman M D. Constructionload analysis for concrete structures[J]. ASCE, Journal of Structural Engineering,1985,111(5):1019-1036