局部索杆失效对肋环人字型索穹顶结构受力性能的影响
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摘要
肋环人字型索穹顶是一种突破传统Fuller思想的新型索穹顶结构。以一跨度90 m的肋环人字型索穹顶为研究对象,采用向量式有限元方法,模拟脊索松弛和每一类杆件分别破断失效后结构的内力和变位时程响应,通过定义动内力系数、内力变异系数和观察结构主要节点位移来划分各类杆件的安全等级,判断部分杆件失效后结构是否倒塌和是否具有承载能力。计算结果表明,单根杆件的破断均不会引起结构的整体失效,但结构动力响应显著,部分杆件的最大动内力会超过屈服极限。根据计算结果分析可知,环索和脊索的安全等级高于斜索和撑杆,外圈杆件的安全等级高于内圈杆件。
The herringbone ribbed dome is an original structure which is not based on the traditional Fuller thought. In order to further investigate the structural behavior of the structure,a 90 m span herringbone ribbed structure was analyzed. The vector form intrinsic finite element method was used to calculate the variation of members' internal force and nodal displacement of the structure with the slack or rupture of some struts. According to the defined dynamic internal force coefficient,internal force variation coefficient and displacement of main nodes,the safety grade of members were classified and the ability of anti-continuous collapse was evaluated. The results show that the failure of one piece of element will not cause the full collapse of structure,but the dynamic response is obvious and maximum dynamic internal force of some cables and struts will exceed the yielding limit. According to the results,safety grade of hoop cable and spine cable are higher than stayed cable and strut,safety grade of outer members are higher than inner members.
The herringbone ribbed dome is an original structure which is not based on the traditional Fuller thought. In order to further investigate the structural behavior of the structure,a 90 m span herringbone ribbed structure was analyzed. The vector form intrinsic finite element method was used to calculate the variation of members' internal force and nodal displacement of the structure with the slack or rupture of some struts. According to the defined dynamic internal force coefficient,internal force variation coefficient and displacement of main nodes,the safety grade of members were classified and the ability of anti-continuous collapse was evaluated. The results show that the failure of one piece of element will not cause the full collapse of structure,but the dynamic response is obvious and maximum dynamic internal force of some cables and struts will exceed the yielding limit. According to the results,safety grade of hoop cable and spine cable are higher than stayed cable and strut,safety grade of outer members are higher than inner members.
引文
[1]董石麟,梁昊庆.肋环人字型索穹顶受力特性及其预应力态的分析法[J].建筑结构学报,2014,35(6):102-108.(DONG Shilin,LIANG Haoqing.Mechanical characteristics and analysis of prestressing force distribution of herringbone ribbed cable dome[J].Journal of Building Structures,2014,35(6):102-108.(in Chinese))
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[9]陈联盟,董石麟,袁行飞.Kiewitt型索穹顶结构拉索退出工作机理分析[J].空间结构,2010,16(4):29-33.(CHEN Lianmeng,DONG Shilin,YUAN Xingfei.Cable exit-working mechanism analysis of Kiewitt domes[J].Spatial Structures,2010,16(4):29-33.(in Chinese))
[10]何键,袁行飞,金波.索穹顶结构局部断索分析[J].振动与冲击,2010,29(11):13-16.(HE Jian,YUAN Xingfei,JIN Bo.Analysis of cable domes with rupture of local cable[J].Journal of Vibration and Shock,2010,29(11):13-16.(in Chinese))
[11]Zhu M L,Dong S L,Yuan X F.Failure analysis of a cable dome due to cable slack or rupture[J].Advances in Structural Engineering,2013,16(2):259-271.
[12]Ting E C,Shih C,Wang Y K.Fundamentals of a vector form intrinsic finite element:part I:basic procedure and a planar frame element[J].Journal of Mechanics,2004,20(2):113-122.
[13]丁承先,段元锋,吴东岳.向量式结构力学[M].北京:科学出版社,2012:1-10.
[14]袁行飞,董石麟.索穹顶结构整体可行预应力概念及其应用[J].土木工程学报,2001,34(2):33-37.(YUAN Xingfei,DONG Shilin.Application of integrity feasible prestressing to tensegrity cable domes[J].China Civil Engineering Journal,2001,34(2):33-37.(in Chinese))
[2]GSA.Progressive collapse analysis and design guidelines for new federal office buildings and major modernization projects[S].Washington DC:The U.S.General Services Administration,2003.
[3]Unified Facilities Criteria(UFC)-Do D.Design of buildings to resist progressive collapse[S].Washington DC:Department of Defense,2005.
[4]Powell G.Progressive collapse:case study using nonlinear analysis[C]//Proceedings of the 2005Structures Congress and the 2005 Forensic Engineering Symposium.Reston,VA:ASCE,2005:1-14.
[5]Marjanishvili S.Progressive analysis procedure for progressive collapse[J].Journal of Performance of Constructed Facilities,2004,18(2):79-85.
[6]Marjabshvili S,Agnew E.Comparison of various procedures for progressive collapse analysis[J].Journal of Performance of Constructed Facilities,2006,20(4):365-374.
[7]Kahla N B,Moussa B.Effect of a cable rupture on tensegrity system[J].International Journal of Space Structures,2002,17(1):51-65.
[8]郑君华,袁行飞,董石麟.两种体系索穹顶结构的破坏形式及其受力性能研究[J].工程力学,2007,24(1):44-50.(ZHENG Junhua,YUAN Xingfei,DONG Shilin.Failure mode and behavior analysis of two types of cable domes[J].Engineering Mechanics,2007,24(1):44-50.(in Chinese))
[9]陈联盟,董石麟,袁行飞.Kiewitt型索穹顶结构拉索退出工作机理分析[J].空间结构,2010,16(4):29-33.(CHEN Lianmeng,DONG Shilin,YUAN Xingfei.Cable exit-working mechanism analysis of Kiewitt domes[J].Spatial Structures,2010,16(4):29-33.(in Chinese))
[10]何键,袁行飞,金波.索穹顶结构局部断索分析[J].振动与冲击,2010,29(11):13-16.(HE Jian,YUAN Xingfei,JIN Bo.Analysis of cable domes with rupture of local cable[J].Journal of Vibration and Shock,2010,29(11):13-16.(in Chinese))
[11]Zhu M L,Dong S L,Yuan X F.Failure analysis of a cable dome due to cable slack or rupture[J].Advances in Structural Engineering,2013,16(2):259-271.
[12]Ting E C,Shih C,Wang Y K.Fundamentals of a vector form intrinsic finite element:part I:basic procedure and a planar frame element[J].Journal of Mechanics,2004,20(2):113-122.
[13]丁承先,段元锋,吴东岳.向量式结构力学[M].北京:科学出版社,2012:1-10.
[14]袁行飞,董石麟.索穹顶结构整体可行预应力概念及其应用[J].土木工程学报,2001,34(2):33-37.(YUAN Xingfei,DONG Shilin.Application of integrity feasible prestressing to tensegrity cable domes[J].China Civil Engineering Journal,2001,34(2):33-37.(in Chinese))