连续折线索单元及节点研究
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摘要
空间网格结构以格构的空间受力体跨越大跨度,造型优美、性能优越,经过多年的发展已经成为我国空间结构的主要形式之一。预应力钢结构通过布置施加预应力的钢拉索提高结构的承载力与刚度,经过多年的研究与工程实践,已经发展成以弦支结构体系为代表的完备体系。作为空间网格结构和预应力钢结构关键部件的拉索及与其相联系的节点不但对于结构的安全性与耐久性有着十分重要的影响而且节点对于拉索的约束形式和程度,即拉索是否可在节点处滑动对于整个结构的受力状况和施工方式都有重大影响。节点处可滑动索体系是空间网格结构、预应力钢结构和相关施工过程中业已存在或可以采用的张力体系形式,有必要对该体系进行系统的研究。
在拉格朗日描述下以等参单元形式,通过格林应变和第二克希荷夫应力,利用虚功原理重新推导了连续折线索单元的刚度矩阵,同时也给出了相应的质量矩阵和荷载列阵的表达方式,并针对在ABAQUS程序中实现该单元算法的过程给出了经验方法并对单元适用范围、显示方法和调试策略提出建议。
利用连续折线索单元,分析了天津保税区商务交流中心大堂屋盖弦支穹顶在全跨、半跨荷载作用下,环索采用连续可滑动索和间断不可滑动索模型的静力、稳定性能,以及两种环索模型分别在多遇地震和罕遇地震下的地震时程响应。结果表明,全跨对称荷载下环索滑动与否对结构影响很小,半跨荷载下可滑动环索应力更为均匀,地震作用下环索滑动模型响应略大。
利用张拉自升攀达穹顶工程资料,结合连续折线索单元算法,建立了某斗牛场张拉自升攀达穹顶结构模型,模拟了其提升施工的全过程,分析了结构各部分位移,应力等信息,发现了张拉位移与结构提升位移的线性关系和位移放大效应,理清了该结构体系的规律与脉络,证明了连续折线索单元的可靠性,同时实践了张拉自升攀达结构体系的设计与分析过程。
依据弦支穹顶结构下部索杆体系采用可滑动索体系的构想,提出了可实现环索滑动的弦支穹顶滚动式张拉索撑杆下节点的构造概念,并给出了单体式和压板式两种可滑动节点设计方案。按照可滑动节点的概念和思路设计并制造了实物模型节点,并对其进行了有限元模拟和试验研究。试验证明可滑动节点可有效减小拉索与节点间的摩擦,在使用四氟乙烯环的情况下预应力损失可以控制在10%左右,节点应力分布有限元分析结果与试验结果具有相同的趋势。
将滑动式撑杆下节点概念应用于实际工程之中,进行了节点深化设计,并对山东茌平体育馆弦支穹顶工程中典型的三个铸钢撑杆下节点进行了有限元分析,印证了节点设计的合理性和安全性。
Spatial grid structure has become one of the major forms of spatial structure inChina, because of its elegant appearance and excellent performance. In virtue of yearsof research and project practice, pre-stressed steel structure which improves criticalloading capability and stiffness by distributing tensioned cable has been developedinto an exhaustive structure system represented by a cable-supported structure system.Being a critical part of both spatial grid structure and pre-stressed steel structure,cable together with its connected joints plays a crucial role in whatever security orduration for pre-stressed structure. Besides, restraint forms and extents the cable hasbeen restrained imposed by the nodes, that is, whether cables can slide at joints posessignificant influences on load conditions for overall structure and construction ways.It is argued that the tensioned system including sliding cables is a currently-existing orelse potentially-applied form of tensioned system in pre-stressed steel structures andcorrelative construction courses so systematic researches were necessary.
Beneath the Lagrange formulation, stiffness matrix of sliding cable element wasre-deduced using virtue work theory through Green strain and PK2 stress in theisoparametric element form. Corresponding mass matrix and expressions of loadvector were derived simultaneously. Furthermore, experience-based approaches to thealgorithms serving to realize the very element in ABAQUS programming andapplicability, display, strategyof debugging were addressed.
Tianjin Free Trade Zone business communication, whose suspendome roof ofhall was analyzed from the following respects under all-span and half-span load case:static , nonlinear buckling character and time-history responses under frequentearthquake and rare earthquake region. Both sliding cable element and discontinuouscable element are distributed in models for compare. It shows that whether loop cableslides influence little under all span symmetric load, while cable stress is moreuniform among different cable segment in continuous loop cable model thandiscontinuous one. Seismal response is more significant in continuous loop cablemodel under both frequent earthquake and rare earthquake region.
In combination with sliding cable element algorithm, using the information of new type pantadome system, a tension-self-ascending pantadome system structuremodel for a specific bullring was established. Complete ascending process wassimulated. Information such as displacement and stress for each part of it wereanalyzed. It is noticed that the relation of cable tension displacement and structureascending displacement is linear and the latter one magnifies the former one. Venationand regulations of self-ascending structure system were clearly displayed and that thereliability of continuously sliding cable element was testified. Meanwhile, design andanalysis progress of self-ascending pantadome system was carried out.
According to the idea of applying cable-strut tensegric system including slidingcable to suspendome, a concept concerning on a realizable cable-strut joint insuspendome through which loop cable can slide freelywas advanced. And its two newproposals forms of joint single-body joint and pressure-plate joint were given.Practicality model joint were designed and produced. Finite element simultaneous andexperiment researches were carried out. The experiment shows that the slidingcable-strut joint can reduce the friction between cable and joint. The loss of prestressin cable can only be about 10% when 4F ring is used. The trend of stress distributionin experiment is similar with FEM analysis.
Concept of sliding cable-strut joint was applied in practical projects. Detaileddesigns of joints were devoted. Finite element analysis was used aiming at threetypical cast steel cable-strut joints in Chi Ping Gymnasium suspendome to verify therationalityand securityof nodes design.
在拉格朗日描述下以等参单元形式,通过格林应变和第二克希荷夫应力,利用虚功原理重新推导了连续折线索单元的刚度矩阵,同时也给出了相应的质量矩阵和荷载列阵的表达方式,并针对在ABAQUS程序中实现该单元算法的过程给出了经验方法并对单元适用范围、显示方法和调试策略提出建议。
利用连续折线索单元,分析了天津保税区商务交流中心大堂屋盖弦支穹顶在全跨、半跨荷载作用下,环索采用连续可滑动索和间断不可滑动索模型的静力、稳定性能,以及两种环索模型分别在多遇地震和罕遇地震下的地震时程响应。结果表明,全跨对称荷载下环索滑动与否对结构影响很小,半跨荷载下可滑动环索应力更为均匀,地震作用下环索滑动模型响应略大。
利用张拉自升攀达穹顶工程资料,结合连续折线索单元算法,建立了某斗牛场张拉自升攀达穹顶结构模型,模拟了其提升施工的全过程,分析了结构各部分位移,应力等信息,发现了张拉位移与结构提升位移的线性关系和位移放大效应,理清了该结构体系的规律与脉络,证明了连续折线索单元的可靠性,同时实践了张拉自升攀达结构体系的设计与分析过程。
依据弦支穹顶结构下部索杆体系采用可滑动索体系的构想,提出了可实现环索滑动的弦支穹顶滚动式张拉索撑杆下节点的构造概念,并给出了单体式和压板式两种可滑动节点设计方案。按照可滑动节点的概念和思路设计并制造了实物模型节点,并对其进行了有限元模拟和试验研究。试验证明可滑动节点可有效减小拉索与节点间的摩擦,在使用四氟乙烯环的情况下预应力损失可以控制在10%左右,节点应力分布有限元分析结果与试验结果具有相同的趋势。
将滑动式撑杆下节点概念应用于实际工程之中,进行了节点深化设计,并对山东茌平体育馆弦支穹顶工程中典型的三个铸钢撑杆下节点进行了有限元分析,印证了节点设计的合理性和安全性。
Spatial grid structure has become one of the major forms of spatial structure inChina, because of its elegant appearance and excellent performance. In virtue of yearsof research and project practice, pre-stressed steel structure which improves criticalloading capability and stiffness by distributing tensioned cable has been developedinto an exhaustive structure system represented by a cable-supported structure system.Being a critical part of both spatial grid structure and pre-stressed steel structure,cable together with its connected joints plays a crucial role in whatever security orduration for pre-stressed structure. Besides, restraint forms and extents the cable hasbeen restrained imposed by the nodes, that is, whether cables can slide at joints posessignificant influences on load conditions for overall structure and construction ways.It is argued that the tensioned system including sliding cables is a currently-existing orelse potentially-applied form of tensioned system in pre-stressed steel structures andcorrelative construction courses so systematic researches were necessary.
Beneath the Lagrange formulation, stiffness matrix of sliding cable element wasre-deduced using virtue work theory through Green strain and PK2 stress in theisoparametric element form. Corresponding mass matrix and expressions of loadvector were derived simultaneously. Furthermore, experience-based approaches to thealgorithms serving to realize the very element in ABAQUS programming andapplicability, display, strategyof debugging were addressed.
Tianjin Free Trade Zone business communication, whose suspendome roof ofhall was analyzed from the following respects under all-span and half-span load case:static , nonlinear buckling character and time-history responses under frequentearthquake and rare earthquake region. Both sliding cable element and discontinuouscable element are distributed in models for compare. It shows that whether loop cableslides influence little under all span symmetric load, while cable stress is moreuniform among different cable segment in continuous loop cable model thandiscontinuous one. Seismal response is more significant in continuous loop cablemodel under both frequent earthquake and rare earthquake region.
In combination with sliding cable element algorithm, using the information of new type pantadome system, a tension-self-ascending pantadome system structuremodel for a specific bullring was established. Complete ascending process wassimulated. Information such as displacement and stress for each part of it wereanalyzed. It is noticed that the relation of cable tension displacement and structureascending displacement is linear and the latter one magnifies the former one. Venationand regulations of self-ascending structure system were clearly displayed and that thereliability of continuously sliding cable element was testified. Meanwhile, design andanalysis progress of self-ascending pantadome system was carried out.
According to the idea of applying cable-strut tensegric system including slidingcable to suspendome, a concept concerning on a realizable cable-strut joint insuspendome through which loop cable can slide freelywas advanced. And its two newproposals forms of joint single-body joint and pressure-plate joint were given.Practicality model joint were designed and produced. Finite element simultaneous andexperiment researches were carried out. The experiment shows that the slidingcable-strut joint can reduce the friction between cable and joint. The loss of prestressin cable can only be about 10% when 4F ring is used. The trend of stress distributionin experiment is similar with FEM analysis.
Concept of sliding cable-strut joint was applied in practical projects. Detaileddesigns of joints were devoted. Finite element analysis was used aiming at threetypical cast steel cable-strut joints in Chi Ping Gymnasium suspendome to verify therationalityand securityof nodes design.
引文
[1]Melaragno, M. (1991). An Introduction to shell Structures: The Art andScience of Vaulting. Van Nostrand Reinhold
[2]斋藤公男,季小莲,空间结构的发展与展望——空间结构设计的过去、现在、未来(徐华),北京:中国建筑工业出版社,2005
[3]完海鹰,黄炳生,大跨空间结构(第二版),北京:中国建筑工业出版社,2007
[4]董石麟,罗尧治,赵阳等,新型空间结构分析、设计与施工,北京:人民交通出版社,2006
[5]钱若军,杨联萍,胥传熹,空间格构结构设计,南京:东南大学出版社,2007
[6]Bell, A. G. (1903). The tetrahedral principle in kite structure.National Geographic, 14(6), June, 231
[7]约翰.奇尔顿,空间网格结构(高立人),北京:中国建筑工业出版社,2004
[8]Mark, R. W. (1960) The Dymaxion World of Buckminster Fuller. SouthenIllinois University Press.
[9]McHale, J. (1962). R. Buckminster Fuller. Prentice Hall, pp.30, 32,photos 60-64 and 83
[10]Baldwin, J. (1996). Bucky Works-Buckminster Fuller’s Ideas for Today.Wiley.
[11]Wachsmann, K. (1961). The Turning Point of Building. Reinhold
[12]Du Chateau, S. (1995). Space structure-structure space. InLightweight Structuresin Civil Engineering (J. B. Obrebski, ed.)pp.756-66, magatR, Magdalena Burska, Warsaw.
[13]Makowski, Z. S. (1975). Space structures of Stéphane du Chateau.Building Specification, 6(5), 31-40
[14]Fentiman, H. G. (1966). Developments in Canada in the fabrication andconstruction of three-dimensional structures using the Triodetic system.In Space Structures (R. M. Davies, ed.), pp.1073-82, BlackwellScientific.
[15]董石麟.中国空间结构的发展与展望[J].建筑结构学报, 2010, 31(6):37～51.
[16]范峰,支旭东,沈世钊.大跨度网壳结构强震失效机理研究[J].建筑结构学报, 2010, 31(6): 153～159.
[17]曹正罡,孙瑛,范峰.单层双曲椭圆抛物面网壳弹塑性稳定性能[J].建筑结构学报, 2010, 30(2): 70～76.
[18]李铁英,严旭,魏剑伟.网架结构施工跟踪测试分析[J].建筑结构学报,2007, 28(s1): 142～146.
[19]夏绍全,马克俭,张华刚.点支承斜放四角锥网架的研究与应用[J].建筑结构学报, 2004, 25(04): 82～86.
[20]郝成新,钱基宏,宋涛.铝网架结构的研究与工程应用[J].建筑结构学报, 2003, 24(7): 70～75.
[21]范峰,王多智,支旭东.冲击荷载下凯威特型球面网壳的失效模式及其判别方法[J].土木工程学报,2010,43(05): 56～61.
[22]范峰,旺敏玲,曹正罡.半刚性节点单层球面网壳结构的抗震性能及其设计方法[J].土木工程学报,2010,43(4): 8～15.
[23]李元齐,沈祖炎.拱支网壳结构的试验研究[J].土木工程学报,2000,33(06): 25～32.
[24]叶继红,沈祖炎.初始缺陷对网壳结构动力稳定性能的影响[J].土木工程学报,1997,30(01): 37～41.
[25] Z. S. Makowski著,刘锡良,陈志华译,平板网架分析、设计与施工,天津:天津大学出版社,2000
[26]马恒,李维平,霍文营.某体育馆双层柱面网壳结构的优化设计[J].建筑结构, 2008, 38(02): 60～63.
[27]罗永峰,杨薇,遇瑞.国家大剧院施工与使用阶段变边界约束钢网壳受力性能分析[J].建筑结构,, 2008, 38(02): 56～59.
[28]周太全,华渊.江南大学体育馆网壳结构静动力特性分析[J].江南大学学报(自然科学版),, 2009, 8(03): 335～339.
[29]张江霖,范振中,刘世宇.襄樊火电厂大跨度干煤棚网壳结构优化设计[J].建筑结构, 2009, 39(s2): 378～380.
[30]丁阳,张玉峰,李忠献.大跨度空间网格结构的损伤定位[J].建筑结构学报, 2006, 27(01): 16～23.
[31]谢国昂,傅学怡,吴利利.国家游泳中心钢结构施工仿真分析[J].建筑结构学报, 2009, 30(06): 142～147.
[32]瞿伟廉,滕军,项海帆.风力作用下深圳市民中心屋顶网架结构的智能健康监测[J].建筑结构学报, 2006, 27(01): 1～8.
[33]黄锐,金建民.某超限高层顶部大空间网架屋盖设计[J].建筑结构学报,2009, 30(s1): 69～73.
[34]吴京,隋庆海,周臻.深圳大运中心体育馆整体钢屋盖模型试验研究[J].建筑结构学报,2010,31(4): 31～37.
[35]董军,唐柏鉴,预应力钢结构,北京:中国建筑工业出版社,2008
[36]陆赐麟,尹思明,刘锡良,现代预应力钢结构(修订版),北京:人民交通出版社,2006
[37]沈世钊,徐崇宝,赵臣,悬索结构设计(第二版),北京:中国建筑工业出版社,2006
[38]袁行飞,彭张立,董石麟.环形张拉整体结构的研究和应用[J].土木工程学报,2008,41(5): 8～13.
[39]董石麟,王振华,袁行飞.Levy型索穹顶考虑自重的初始预应力简捷计算法[J].工程力学,2009,26(4): 1～6.
[40]曲晓宁,罗尧治,郑君华.矩形平面索穹顶结构的模型试验研究[J].建筑结构学报,2008,29(2): 25～31.
[41]卫东,杨庆山,沈世钊.张拉膜结构模型全过程试验研究[J].建筑结构学报,2004,25(2): 49～56.
[42]张慎伟,张其林,罗晓群.双向张弦桁架结构施工过程跟踪计算理论与应用[J].西安建筑科技大学学报(自然科学版),2009,41(3): 340～344.
[43]周臻,孟少平,吴京.考虑预应力实施过程的预应力钢结构全过程优化设计[J].土木工程学报,2010,43(02): 26～31.
[44]曲晓宁,罗尧治,郑君华.基于改进遗传算法的预应力钢结构索张拉优化分析[J].工程力学, 2009, 26(09): 131～137.
[45]刘晟,薛伟辰.大跨度预应力张弦梁施工控制技术研究[J].建筑结构,2009, 39(5): 49～53.
[46]蒋友宝,冯健,蒋剑锋.张弦梁结构若干参数对可靠度的影响分析[J].建筑结构,2008,38(02): 54～59.
[47]王秀丽,李晓飞,薛晓峰.辐射式张弦梁结构自振特性和地震响应分析[J].空间结构,2010,16(01): 24～28.
[48]沈斌,秦杰,李国立.北京北站无柱雨棚预应力钢结构施工技术[J].工业建筑,2008,38(12): 12～14.
[49]王泽强,秦杰,李国立.印度尼西亚全运会主体育场预应力钢结构施工技术[J].工业建筑,2008,38(12): 8～11.
[50]宋杰,陈鲁,张其林.南京会议展览中心张弦梁索力测试研究[J].施工技术,2009,38(12): 103～106.
[51]蔡建国,涂展麒,冯健.新广州站三向张弦梁结构优化设计[J].湖南大学学报(自然科学版),2010,37(05): 12～18.
[52]戴立先,陈韬,孟祥冲.白云机场预应力钢结构张拉索力损失分析[J].施工技术,2010,39(02): 14～17.
[53]陈志华,荣彬,孙国军.弦支结构体系概念与分类[J].工业建筑,2010,40(08)
[54]刘红波,陈志华.一种新型预应力空间结构形式——弦支拱壳结构[J].工业建筑,2010,40(08)
[55]陈志华,孙国军,闫翔宇.弦支网架结构体系概念及特性研究[J].工业建筑,2010,40(08)
[56]闫翔宇,陈志华,刘占省.弦支筒壳结构及工程应用[J].工业建筑,2010,40(08)
[57]王小盾,刘占省,陈坤.弦支结构施工技术研究[J].工业建筑,2010,40(08)
[58]王伟,陈以一,杜纯领.上海光源工程屋盖钢管节点平面外受弯性能试验研究[J].建筑结构学报,2009,30(01): 75～81.
[59]陈海洲,张其林,靳慧.杭州湾观光塔铸钢节点疲劳性能试验研究[J].建筑结构学报,2009,30(5): 149～154.
[60]邓洪洲,黄誉,金晓华.钢管塔新型内外法兰节点试验研究与有限元分析[J].建筑结构学报,2009,30(05): 140～148.
[61]童乐为,周丽瑛,陈以一.上海旗忠网球中心屋盖支座圆管节点强度研究[J].建筑结构学报,2007,28(01): 35～42.
[62]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[J].建筑结构学报,2006,27(04): 51～60.
[63]郭彦林,高巍,林冰. CCTV新台址主楼外筒“米”形节点滞回性能的试验研究[J].建筑结构学报, 2008,29(03): 63～72.
[64]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[J].建筑结构学报,2004,25(03): 8～13.
[65] M, I. H. (1981). Cable structures, The MIT Pres.
[66] Peyrot, A. H. and A. M. Goulois (1979). "Analysis of cablestructures." Computers and Structures 10 (5): 805-813.
[67] Brian M. McDonald, A. H. P. (1988). "Analysis of Cables Suspendedin Sheaves." J. Struct. Engrg(ASCE) 1988 (3).
[68]Bilal M. Ayyub, Ahmed Ibrahim, David Schelling (1990). "PosttensionedTrusses: Analysis and Design." J. Struct. Engrg(ASCE) 1990 (07).
[69]王晓明,悬索的变原长计算模式,计算力学学报, 1992
[70]单建,蓝天,动力松弛法在张拉结构静力分析中的应用,东南大学学报,1994
[71]唐建民,沈祖炎,悬索结构非线性分析的滑移索单元法,计算力学学报,1999
[72]M, A. (2000). "A three-node cable element ensuring the continuity ofthe horizontal tension: a clamp cable elemen." Computers and Structures2000 (74).
[73]魏建东,Cable Sliding at Supports in Cable Structures,Journal ofSouthwest Jiaotong University,西南交通大学学报(英文版), 2004
[74]Guo, Y. L. and X. Q. Cui (2002). Unified analytical method of glidingcables in structural engineering-frozen-heated method. Advances in SteelStructures (ICASS '02), Hong Kong, China.
[75] Zhou, B. and M. L. Accorsi, et al. (2004). "Finite element formulationfor modeling sliding cable elements." Computers & Structures.
[76]赵建波,连续折线索单元的理论分析及张拉整体塔结构试验研究[D],硕士天津:天津大学, 2006.
[77]冯振昌,连续折线索单元及索穹顶结构静动力性能研究[D],硕士天津:天津大学, 2006.
[78]多谢夫,连续介质力学(李植),北京:高等教育出版社,2007
[79]Mason Jayme,“Varational, Incremental and Energy Methods in SolidMechanics and Shell Theory”, Elsevier Scientific Publishing Company,1980
[80]Fung, Y. C. ,“Foundations of Solid Mechnics”, Prentice-Hall, Inc,1965.
[81]吕和祥,蒋和洋,非线性有限元,北京:化学工业出版社,1992
[82]匡震邦,非线性连续介质力学,上海:上海交通大学出版社,2002
[83]殷有泉,固体力学非线性有限元引论,北京:北京大学出版社,1987
[84]刘正兴,孙雁,王国庆,计算固体力学,上海:上海交通大学出版社,2000
[85]ABAQUS Version 6.5 Documentation.Providence:ABAQUS,Inc.,2005.
[86]庄茁,ABAQUS有限元软件6.4版入门指南,北京:清华大学出版社,2004.
[87]Kawaguchi M, Abe M, Tatemichi I. Design, test and realization of“Suspen-Dome”system. Journal of the International Association forShell and Spatial Structures 1999; 40(131): 179-192.
[88] Kawaguchi Mamoru,Abe Masaru,Tatsuo Hatato,et al. Structural testson a full-size suspend-dome structure[C] .Proceedings of IASS Symposium.1994 :383-392 .
[89]陈志华,李阳,康文江.联方型弦支穹顶研究[J].土木工程学报,2005,38(5): 34～40.
[90]张明山.弦支穹顶结构的理论研究[D],硕士,浙江大学, 2004.
[91]罗斌,郭正兴,冯远.常州市体育馆椭圆抛物面弦支穹顶稳定性研究[J].建筑结构学报,2009,30(6): 148～154.
[92]陈志华,张立平,李阳.弦支穹顶结构实物动力特性研究[J].工程力学,2007, 24(3): 131～137.
[93]郭正兴,王永泉,罗斌.济南奥体中心体育馆大跨度弦支穹顶预应力拉索施工[J].施工技术,, 2008, 37(5): 133～135.
[94]赵霄.弦支穹顶结构新型索杆节点分析与试验研究[D].杭州:浙江大学;,2008.
[95]郭云,弦支穹顶结构形态分析、动力性能及静动力试验研究[D],硕士,天津:天津大学, 2004.
[96]陈志华,冯振昌,秦亚丽.弦支穹顶静力性能的理论分析及实物加载试验[J].天津大学学报,2006,08(39): 944～950.
[97]陈志华,秦亚丽,赵建波.刚性杆弦支穹顶实物加载试验研究[J].土木工程学报,2006,39(9): 47～53.
[98]郭佳民,袁行飞,董石麟.弦支穹顶施工张拉全过程分析[J].工程力学,2009, 26(1): 198～203.
[99]张爱林,刘学春,王冬梅. 2008奥运会羽毛球馆新型预应力弦支穹顶结构全寿命健康监控研究[J].建筑结构学报,2007,29(6): 92～99.
[100]Technical specification for pre-stressed steel structuresCECS212:2006, China Plan Press, Beijing; 2006. [in Chinese]
[101] Riks E. An incremental approach to the solution of the snapping andbuckling problems. International Journal of Solids and Structures 1979;15(7): 529-551
[102]中华人民共和国建设部,GB 50009-2001,《建筑结构荷载规范》,北京:建筑工业出版社,2002
[103]门进杰,史庆轩,周琦.建筑结构考虑刚度变化的Pushover水平侧向力分布[J].哈尔滨工业大学学报, 2009, 41(10): 184～187.
[104]魏德敏,朱凡.高层建筑结构抗风分析的Pushover方法[J].工业建筑,2009, 39(8): 41～45.
[105]刘慧娟.弦支穹顶结构施工模拟分析理论研究[D].上海:同济大学,2009.
[106]中华人民共和国建设部,GB 500011-2001,《建筑抗震设计规范》,北京:建筑工业出版社,2008
[107]Mamoru Kawaguchi. Engineering aspects of space frames[A]. Currentand Emergine Technologies of Shell and spatial Structures[C].Madrid:Procedings of the colloquium,1997.
[108]John Chilton. Space Grid Structures[M].Architectural Press 2000.
[109]王小盾,攀达穹顶结构体系的理论分析与工程实践研究,博士,天津大学,2003
[110]卓新,姚纪庆,Pantadome体系及其施工技术,施工技术,2003,32(6),53～54
[111]川口卫,奈良大会堂与攀达穹顶体系,空间结构,1998,4(4),56～60
[112]赵剑利,刘锡良,陈志华等,攀达穹顶体系,工程力学(增刊),1999
[113]赵剑利,刘锡良,陈志华,攀达穹顶体系顶升过程的机构运动分析和计算机模拟,工业建筑(增刊),2001
[114]川口卫,构造与感性,日本:政法大学建筑学科同志会,2007
[115] Mamoru Kavaguchi, Structural engineer innovation and tradition instructural design, spain,iass,2009
[116]中国工程建设标准化协会,CECS212:2006 ,预应力钢结构技术规程,北京:中国计划出版社,2006.
[117]Kawaguchi M, Abe M, Tatemichi I. Design, test and realization of“Suspen-Dome”system [J]. Journal of the International Association forShell and Spatial Structures, 1999, 40(131): 179-192.
[118]刘红波,陈志华,弦支穹顶结构的工程应用,第十届现代结构工程会议,2010
[119]葛家琪,王树,梁海彤,2008奥运会羽毛球馆新型弦支穹顶预应力大跨度钢结构设计研究,建筑结构学报,2007,28 (06), 10-21
[120]王树,张国军,张爱林,2008奥运会羽毛球馆索撑节点预应力损失分析研究,建筑结构学报,2007,28(06), 39-44
[121]张志宏,傅学怡,董石麟等,济南奥体中心体育馆弦支穹顶结构设计,空间结构,2008,04(2008)
[122]葛家琪,王树,张国军等,弦支穹顶预应力钢结构体系索与拉杆延性性能设计研究,建筑结构学报,2007
[123]陈志华,毋英俊,王小盾等,预应力钢结构滚动式张拉索节点:中国,200810052955.6[P].2008-9-17.
[124]中华人民共和国交通部,JTJ-xx-2002公路悬索桥设计规范(报批稿),2002
[125]李忠献,工程结构试验理论与技术,天津,天津大学出版社,2004
[126]杨文澜,起重吊装技术手册,北京:人民交通出版社,1976
[127]毕继红,王晖,工程弹塑性力学,天津天津大学出版社2003
[128]王树,张国军,张爱林. 2008奥运会羽毛球馆索撑节点预应力损失分析研究[J].建筑结构学报, 2007, 28(06).
[129]韩娟,钢节点铸钢轴和铸钢塔结构的研究:[学位论文],天津;天津大学,2004
[130]陈志华,吴锋,闫翔宇,国内空间结构节点综述,建筑科学,2007,23(9):93～97
[131]刘锡良,林彦,铸钢节点的工程应用与研究,建筑钢结构进展,2004,6(1)
[132]吴治国,刘坚,王永梅,铸钢节点的研究及在大跨度空间结构中的应用,钢结构,2008,23(10): 31～35
[133]马洪涛,南通体育会展中心铸钢节点的试验研究:[学位论文],南京;东南大学,2006
[134] S.E.Webster, F. Walker, A. M. Wood,Cast steel nodes-Theirmanufacture and advantages to offshore structures. Journal of PetroleumTechnology, v33,n10, Oct,1981
[135] G.J.Marston,Better cast than fabricated. Foundryman, v83,n3, Mar,1990
[136] P.Broughton, R. Hayes, A. Wood, S. Komaromy, Cast steel nodes forthe Ekofisk 2/4J Jacket.Proceedings of the Institution of CivilEngineers-Structures and Buildings, v122, n3, Aug, 1997
[137] A.Ma, J. V. Sharp, Fatigue design of cast steel nodes in offshorestructures based on research data. Proceedings of the Institution of CivilEngineers, Water Maritime and Energy, v124, n2, Jun,1997
[138] T. H. Hyde, H. Fessler,Y. A. Khalid, Effect of cracks at one saddleon the static strength of die cast tin-lead alloy T, Y, and YT tubularjoints. Proceedings of the Institution of Civil Engineers-Structures andBuildings, v122,n4,Nov,1997
[139] H. Fessler, C. D. Edwards, Comparison of stress distributions ina simple Cast tubular joint using 3D finite element, photoelastic andstrain gage techniques. Journal of Energy Resource Technology, v106, n4,Dec,1984
[140]孙鹏,王元清,石永久,铸钢节点的承载性能研究综述,钢结构工程研究(五)—中国钢结构协会结构稳定与疲劳分会2004年学术交流会论文集,2004
[141]王志远,反复荷载作用下铸钢节点受力性能的有限元分析与试验研究:[学位论文],天津;天津大学,2006
[142]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,建筑结构学报,2008,29(1): 10～15
[143]马越,上海浦东机场二期工程航站楼钢屋盖铸钢节点性能研究:[学位论文],上海;同济大学, 2006
[144]王朝波,赵宪忠,陈以一等,上海铁路南站外柱异形铸钢节点承载性能研究,土木工程学报,2008,41(1): 18～23
[145]罗永峰,上海南站无柱雨棚铸钢节点试验研究,钢结构,2006,21(88): 7～10
[146]王勖成,有限单元法,北京:清华大学出版社,2003
[147]庄茁,ABAQUS有限元软件6.4版入门指南(美国ABAQUS Inc),北京:清华大学出版社,2004
[2]斋藤公男,季小莲,空间结构的发展与展望——空间结构设计的过去、现在、未来(徐华),北京:中国建筑工业出版社,2005
[3]完海鹰,黄炳生,大跨空间结构(第二版),北京:中国建筑工业出版社,2007
[4]董石麟,罗尧治,赵阳等,新型空间结构分析、设计与施工,北京:人民交通出版社,2006
[5]钱若军,杨联萍,胥传熹,空间格构结构设计,南京:东南大学出版社,2007
[6]Bell, A. G. (1903). The tetrahedral principle in kite structure.National Geographic, 14(6), June, 231
[7]约翰.奇尔顿,空间网格结构(高立人),北京:中国建筑工业出版社,2004
[8]Mark, R. W. (1960) The Dymaxion World of Buckminster Fuller. SouthenIllinois University Press.
[9]McHale, J. (1962). R. Buckminster Fuller. Prentice Hall, pp.30, 32,photos 60-64 and 83
[10]Baldwin, J. (1996). Bucky Works-Buckminster Fuller’s Ideas for Today.Wiley.
[11]Wachsmann, K. (1961). The Turning Point of Building. Reinhold
[12]Du Chateau, S. (1995). Space structure-structure space. InLightweight Structuresin Civil Engineering (J. B. Obrebski, ed.)pp.756-66, magatR, Magdalena Burska, Warsaw.
[13]Makowski, Z. S. (1975). Space structures of Stéphane du Chateau.Building Specification, 6(5), 31-40
[14]Fentiman, H. G. (1966). Developments in Canada in the fabrication andconstruction of three-dimensional structures using the Triodetic system.In Space Structures (R. M. Davies, ed.), pp.1073-82, BlackwellScientific.
[15]董石麟.中国空间结构的发展与展望[J].建筑结构学报, 2010, 31(6):37～51.
[16]范峰,支旭东,沈世钊.大跨度网壳结构强震失效机理研究[J].建筑结构学报, 2010, 31(6): 153～159.
[17]曹正罡,孙瑛,范峰.单层双曲椭圆抛物面网壳弹塑性稳定性能[J].建筑结构学报, 2010, 30(2): 70～76.
[18]李铁英,严旭,魏剑伟.网架结构施工跟踪测试分析[J].建筑结构学报,2007, 28(s1): 142～146.
[19]夏绍全,马克俭,张华刚.点支承斜放四角锥网架的研究与应用[J].建筑结构学报, 2004, 25(04): 82～86.
[20]郝成新,钱基宏,宋涛.铝网架结构的研究与工程应用[J].建筑结构学报, 2003, 24(7): 70～75.
[21]范峰,王多智,支旭东.冲击荷载下凯威特型球面网壳的失效模式及其判别方法[J].土木工程学报,2010,43(05): 56～61.
[22]范峰,旺敏玲,曹正罡.半刚性节点单层球面网壳结构的抗震性能及其设计方法[J].土木工程学报,2010,43(4): 8～15.
[23]李元齐,沈祖炎.拱支网壳结构的试验研究[J].土木工程学报,2000,33(06): 25～32.
[24]叶继红,沈祖炎.初始缺陷对网壳结构动力稳定性能的影响[J].土木工程学报,1997,30(01): 37～41.
[25] Z. S. Makowski著,刘锡良,陈志华译,平板网架分析、设计与施工,天津:天津大学出版社,2000
[26]马恒,李维平,霍文营.某体育馆双层柱面网壳结构的优化设计[J].建筑结构, 2008, 38(02): 60～63.
[27]罗永峰,杨薇,遇瑞.国家大剧院施工与使用阶段变边界约束钢网壳受力性能分析[J].建筑结构,, 2008, 38(02): 56～59.
[28]周太全,华渊.江南大学体育馆网壳结构静动力特性分析[J].江南大学学报(自然科学版),, 2009, 8(03): 335～339.
[29]张江霖,范振中,刘世宇.襄樊火电厂大跨度干煤棚网壳结构优化设计[J].建筑结构, 2009, 39(s2): 378～380.
[30]丁阳,张玉峰,李忠献.大跨度空间网格结构的损伤定位[J].建筑结构学报, 2006, 27(01): 16～23.
[31]谢国昂,傅学怡,吴利利.国家游泳中心钢结构施工仿真分析[J].建筑结构学报, 2009, 30(06): 142～147.
[32]瞿伟廉,滕军,项海帆.风力作用下深圳市民中心屋顶网架结构的智能健康监测[J].建筑结构学报, 2006, 27(01): 1～8.
[33]黄锐,金建民.某超限高层顶部大空间网架屋盖设计[J].建筑结构学报,2009, 30(s1): 69～73.
[34]吴京,隋庆海,周臻.深圳大运中心体育馆整体钢屋盖模型试验研究[J].建筑结构学报,2010,31(4): 31～37.
[35]董军,唐柏鉴,预应力钢结构,北京:中国建筑工业出版社,2008
[36]陆赐麟,尹思明,刘锡良,现代预应力钢结构(修订版),北京:人民交通出版社,2006
[37]沈世钊,徐崇宝,赵臣,悬索结构设计(第二版),北京:中国建筑工业出版社,2006
[38]袁行飞,彭张立,董石麟.环形张拉整体结构的研究和应用[J].土木工程学报,2008,41(5): 8～13.
[39]董石麟,王振华,袁行飞.Levy型索穹顶考虑自重的初始预应力简捷计算法[J].工程力学,2009,26(4): 1～6.
[40]曲晓宁,罗尧治,郑君华.矩形平面索穹顶结构的模型试验研究[J].建筑结构学报,2008,29(2): 25～31.
[41]卫东,杨庆山,沈世钊.张拉膜结构模型全过程试验研究[J].建筑结构学报,2004,25(2): 49～56.
[42]张慎伟,张其林,罗晓群.双向张弦桁架结构施工过程跟踪计算理论与应用[J].西安建筑科技大学学报(自然科学版),2009,41(3): 340～344.
[43]周臻,孟少平,吴京.考虑预应力实施过程的预应力钢结构全过程优化设计[J].土木工程学报,2010,43(02): 26～31.
[44]曲晓宁,罗尧治,郑君华.基于改进遗传算法的预应力钢结构索张拉优化分析[J].工程力学, 2009, 26(09): 131～137.
[45]刘晟,薛伟辰.大跨度预应力张弦梁施工控制技术研究[J].建筑结构,2009, 39(5): 49～53.
[46]蒋友宝,冯健,蒋剑锋.张弦梁结构若干参数对可靠度的影响分析[J].建筑结构,2008,38(02): 54～59.
[47]王秀丽,李晓飞,薛晓峰.辐射式张弦梁结构自振特性和地震响应分析[J].空间结构,2010,16(01): 24～28.
[48]沈斌,秦杰,李国立.北京北站无柱雨棚预应力钢结构施工技术[J].工业建筑,2008,38(12): 12～14.
[49]王泽强,秦杰,李国立.印度尼西亚全运会主体育场预应力钢结构施工技术[J].工业建筑,2008,38(12): 8～11.
[50]宋杰,陈鲁,张其林.南京会议展览中心张弦梁索力测试研究[J].施工技术,2009,38(12): 103～106.
[51]蔡建国,涂展麒,冯健.新广州站三向张弦梁结构优化设计[J].湖南大学学报(自然科学版),2010,37(05): 12～18.
[52]戴立先,陈韬,孟祥冲.白云机场预应力钢结构张拉索力损失分析[J].施工技术,2010,39(02): 14～17.
[53]陈志华,荣彬,孙国军.弦支结构体系概念与分类[J].工业建筑,2010,40(08)
[54]刘红波,陈志华.一种新型预应力空间结构形式——弦支拱壳结构[J].工业建筑,2010,40(08)
[55]陈志华,孙国军,闫翔宇.弦支网架结构体系概念及特性研究[J].工业建筑,2010,40(08)
[56]闫翔宇,陈志华,刘占省.弦支筒壳结构及工程应用[J].工业建筑,2010,40(08)
[57]王小盾,刘占省,陈坤.弦支结构施工技术研究[J].工业建筑,2010,40(08)
[58]王伟,陈以一,杜纯领.上海光源工程屋盖钢管节点平面外受弯性能试验研究[J].建筑结构学报,2009,30(01): 75～81.
[59]陈海洲,张其林,靳慧.杭州湾观光塔铸钢节点疲劳性能试验研究[J].建筑结构学报,2009,30(5): 149～154.
[60]邓洪洲,黄誉,金晓华.钢管塔新型内外法兰节点试验研究与有限元分析[J].建筑结构学报,2009,30(05): 140～148.
[61]童乐为,周丽瑛,陈以一.上海旗忠网球中心屋盖支座圆管节点强度研究[J].建筑结构学报,2007,28(01): 35～42.
[62]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[J].建筑结构学报,2006,27(04): 51～60.
[63]郭彦林,高巍,林冰. CCTV新台址主楼外筒“米”形节点滞回性能的试验研究[J].建筑结构学报, 2008,29(03): 63～72.
[64]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[J].建筑结构学报,2004,25(03): 8～13.
[65] M, I. H. (1981). Cable structures, The MIT Pres.
[66] Peyrot, A. H. and A. M. Goulois (1979). "Analysis of cablestructures." Computers and Structures 10 (5): 805-813.
[67] Brian M. McDonald, A. H. P. (1988). "Analysis of Cables Suspendedin Sheaves." J. Struct. Engrg(ASCE) 1988 (3).
[68]Bilal M. Ayyub, Ahmed Ibrahim, David Schelling (1990). "PosttensionedTrusses: Analysis and Design." J. Struct. Engrg(ASCE) 1990 (07).
[69]王晓明,悬索的变原长计算模式,计算力学学报, 1992
[70]单建,蓝天,动力松弛法在张拉结构静力分析中的应用,东南大学学报,1994
[71]唐建民,沈祖炎,悬索结构非线性分析的滑移索单元法,计算力学学报,1999
[72]M, A. (2000). "A three-node cable element ensuring the continuity ofthe horizontal tension: a clamp cable elemen." Computers and Structures2000 (74).
[73]魏建东,Cable Sliding at Supports in Cable Structures,Journal ofSouthwest Jiaotong University,西南交通大学学报(英文版), 2004
[74]Guo, Y. L. and X. Q. Cui (2002). Unified analytical method of glidingcables in structural engineering-frozen-heated method. Advances in SteelStructures (ICASS '02), Hong Kong, China.
[75] Zhou, B. and M. L. Accorsi, et al. (2004). "Finite element formulationfor modeling sliding cable elements." Computers & Structures.
[76]赵建波,连续折线索单元的理论分析及张拉整体塔结构试验研究[D],硕士天津:天津大学, 2006.
[77]冯振昌,连续折线索单元及索穹顶结构静动力性能研究[D],硕士天津:天津大学, 2006.
[78]多谢夫,连续介质力学(李植),北京:高等教育出版社,2007
[79]Mason Jayme,“Varational, Incremental and Energy Methods in SolidMechanics and Shell Theory”, Elsevier Scientific Publishing Company,1980
[80]Fung, Y. C. ,“Foundations of Solid Mechnics”, Prentice-Hall, Inc,1965.
[81]吕和祥,蒋和洋,非线性有限元,北京:化学工业出版社,1992
[82]匡震邦,非线性连续介质力学,上海:上海交通大学出版社,2002
[83]殷有泉,固体力学非线性有限元引论,北京:北京大学出版社,1987
[84]刘正兴,孙雁,王国庆,计算固体力学,上海:上海交通大学出版社,2000
[85]ABAQUS Version 6.5 Documentation.Providence:ABAQUS,Inc.,2005.
[86]庄茁,ABAQUS有限元软件6.4版入门指南,北京:清华大学出版社,2004.
[87]Kawaguchi M, Abe M, Tatemichi I. Design, test and realization of“Suspen-Dome”system. Journal of the International Association forShell and Spatial Structures 1999; 40(131): 179-192.
[88] Kawaguchi Mamoru,Abe Masaru,Tatsuo Hatato,et al. Structural testson a full-size suspend-dome structure[C] .Proceedings of IASS Symposium.1994 :383-392 .
[89]陈志华,李阳,康文江.联方型弦支穹顶研究[J].土木工程学报,2005,38(5): 34～40.
[90]张明山.弦支穹顶结构的理论研究[D],硕士,浙江大学, 2004.
[91]罗斌,郭正兴,冯远.常州市体育馆椭圆抛物面弦支穹顶稳定性研究[J].建筑结构学报,2009,30(6): 148～154.
[92]陈志华,张立平,李阳.弦支穹顶结构实物动力特性研究[J].工程力学,2007, 24(3): 131～137.
[93]郭正兴,王永泉,罗斌.济南奥体中心体育馆大跨度弦支穹顶预应力拉索施工[J].施工技术,, 2008, 37(5): 133～135.
[94]赵霄.弦支穹顶结构新型索杆节点分析与试验研究[D].杭州:浙江大学;,2008.
[95]郭云,弦支穹顶结构形态分析、动力性能及静动力试验研究[D],硕士,天津:天津大学, 2004.
[96]陈志华,冯振昌,秦亚丽.弦支穹顶静力性能的理论分析及实物加载试验[J].天津大学学报,2006,08(39): 944～950.
[97]陈志华,秦亚丽,赵建波.刚性杆弦支穹顶实物加载试验研究[J].土木工程学报,2006,39(9): 47～53.
[98]郭佳民,袁行飞,董石麟.弦支穹顶施工张拉全过程分析[J].工程力学,2009, 26(1): 198～203.
[99]张爱林,刘学春,王冬梅. 2008奥运会羽毛球馆新型预应力弦支穹顶结构全寿命健康监控研究[J].建筑结构学报,2007,29(6): 92～99.
[100]Technical specification for pre-stressed steel structuresCECS212:2006, China Plan Press, Beijing; 2006. [in Chinese]
[101] Riks E. An incremental approach to the solution of the snapping andbuckling problems. International Journal of Solids and Structures 1979;15(7): 529-551
[102]中华人民共和国建设部,GB 50009-2001,《建筑结构荷载规范》,北京:建筑工业出版社,2002
[103]门进杰,史庆轩,周琦.建筑结构考虑刚度变化的Pushover水平侧向力分布[J].哈尔滨工业大学学报, 2009, 41(10): 184～187.
[104]魏德敏,朱凡.高层建筑结构抗风分析的Pushover方法[J].工业建筑,2009, 39(8): 41～45.
[105]刘慧娟.弦支穹顶结构施工模拟分析理论研究[D].上海:同济大学,2009.
[106]中华人民共和国建设部,GB 500011-2001,《建筑抗震设计规范》,北京:建筑工业出版社,2008
[107]Mamoru Kawaguchi. Engineering aspects of space frames[A]. Currentand Emergine Technologies of Shell and spatial Structures[C].Madrid:Procedings of the colloquium,1997.
[108]John Chilton. Space Grid Structures[M].Architectural Press 2000.
[109]王小盾,攀达穹顶结构体系的理论分析与工程实践研究,博士,天津大学,2003
[110]卓新,姚纪庆,Pantadome体系及其施工技术,施工技术,2003,32(6),53～54
[111]川口卫,奈良大会堂与攀达穹顶体系,空间结构,1998,4(4),56～60
[112]赵剑利,刘锡良,陈志华等,攀达穹顶体系,工程力学(增刊),1999
[113]赵剑利,刘锡良,陈志华,攀达穹顶体系顶升过程的机构运动分析和计算机模拟,工业建筑(增刊),2001
[114]川口卫,构造与感性,日本:政法大学建筑学科同志会,2007
[115] Mamoru Kavaguchi, Structural engineer innovation and tradition instructural design, spain,iass,2009
[116]中国工程建设标准化协会,CECS212:2006 ,预应力钢结构技术规程,北京:中国计划出版社,2006.
[117]Kawaguchi M, Abe M, Tatemichi I. Design, test and realization of“Suspen-Dome”system [J]. Journal of the International Association forShell and Spatial Structures, 1999, 40(131): 179-192.
[118]刘红波,陈志华,弦支穹顶结构的工程应用,第十届现代结构工程会议,2010
[119]葛家琪,王树,梁海彤,2008奥运会羽毛球馆新型弦支穹顶预应力大跨度钢结构设计研究,建筑结构学报,2007,28 (06), 10-21
[120]王树,张国军,张爱林,2008奥运会羽毛球馆索撑节点预应力损失分析研究,建筑结构学报,2007,28(06), 39-44
[121]张志宏,傅学怡,董石麟等,济南奥体中心体育馆弦支穹顶结构设计,空间结构,2008,04(2008)
[122]葛家琪,王树,张国军等,弦支穹顶预应力钢结构体系索与拉杆延性性能设计研究,建筑结构学报,2007
[123]陈志华,毋英俊,王小盾等,预应力钢结构滚动式张拉索节点:中国,200810052955.6[P].2008-9-17.
[124]中华人民共和国交通部,JTJ-xx-2002公路悬索桥设计规范(报批稿),2002
[125]李忠献,工程结构试验理论与技术,天津,天津大学出版社,2004
[126]杨文澜,起重吊装技术手册,北京:人民交通出版社,1976
[127]毕继红,王晖,工程弹塑性力学,天津天津大学出版社2003
[128]王树,张国军,张爱林. 2008奥运会羽毛球馆索撑节点预应力损失分析研究[J].建筑结构学报, 2007, 28(06).
[129]韩娟,钢节点铸钢轴和铸钢塔结构的研究:[学位论文],天津;天津大学,2004
[130]陈志华,吴锋,闫翔宇,国内空间结构节点综述,建筑科学,2007,23(9):93～97
[131]刘锡良,林彦,铸钢节点的工程应用与研究,建筑钢结构进展,2004,6(1)
[132]吴治国,刘坚,王永梅,铸钢节点的研究及在大跨度空间结构中的应用,钢结构,2008,23(10): 31～35
[133]马洪涛,南通体育会展中心铸钢节点的试验研究:[学位论文],南京;东南大学,2006
[134] S.E.Webster, F. Walker, A. M. Wood,Cast steel nodes-Theirmanufacture and advantages to offshore structures. Journal of PetroleumTechnology, v33,n10, Oct,1981
[135] G.J.Marston,Better cast than fabricated. Foundryman, v83,n3, Mar,1990
[136] P.Broughton, R. Hayes, A. Wood, S. Komaromy, Cast steel nodes forthe Ekofisk 2/4J Jacket.Proceedings of the Institution of CivilEngineers-Structures and Buildings, v122, n3, Aug, 1997
[137] A.Ma, J. V. Sharp, Fatigue design of cast steel nodes in offshorestructures based on research data. Proceedings of the Institution of CivilEngineers, Water Maritime and Energy, v124, n2, Jun,1997
[138] T. H. Hyde, H. Fessler,Y. A. Khalid, Effect of cracks at one saddleon the static strength of die cast tin-lead alloy T, Y, and YT tubularjoints. Proceedings of the Institution of Civil Engineers-Structures andBuildings, v122,n4,Nov,1997
[139] H. Fessler, C. D. Edwards, Comparison of stress distributions ina simple Cast tubular joint using 3D finite element, photoelastic andstrain gage techniques. Journal of Energy Resource Technology, v106, n4,Dec,1984
[140]孙鹏,王元清,石永久,铸钢节点的承载性能研究综述,钢结构工程研究(五)—中国钢结构协会结构稳定与疲劳分会2004年学术交流会论文集,2004
[141]王志远,反复荷载作用下铸钢节点受力性能的有限元分析与试验研究:[学位论文],天津;天津大学,2006
[142]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,建筑结构学报,2008,29(1): 10～15
[143]马越,上海浦东机场二期工程航站楼钢屋盖铸钢节点性能研究:[学位论文],上海;同济大学, 2006
[144]王朝波,赵宪忠,陈以一等,上海铁路南站外柱异形铸钢节点承载性能研究,土木工程学报,2008,41(1): 18～23
[145]罗永峰,上海南站无柱雨棚铸钢节点试验研究,钢结构,2006,21(88): 7～10
[146]王勖成,有限单元法,北京:清华大学出版社,2003
[147]庄茁,ABAQUS有限元软件6.4版入门指南(美国ABAQUS Inc),北京:清华大学出版社,2004