大跨度联塔分幅斜拉桥结构行为与联塔结构模型试验研究
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摘要
随着交通量的增加,桥梁设计得越来越宽,一种新颖的桥梁断面形式——双幅桥面桥梁以其宽敞的视觉效果、良好的行车条件而逐渐受到人们的青睐,双幅桥面桥梁在国内外的建设也在逐渐增多。大多数的双幅桥面桥梁是两座平行独立的桥梁,除气动干扰效应外受力完全独立,正在建设中的宁波甬江特大桥除具备双幅桥面桥梁的特点外,将两幅桥的索塔横向联成整体,两幅桥的受力通过联塔部位相互传递,呈现出耦合状态,联塔结构本身的工作状态和安全储备受到工程师们的瞩目。本文在收集国内外相关资料和深入分析已有研究成果的基础上,以宁波甬江特大桥为背景,研究联塔分幅斜拉桥的结构行为,并对联塔结构进行模型试验研究。主要研究内容如下：
1.详细推导了随施工阶段变化的结构状态量对斜拉索施工张拉力以及预拱度的响应函数关系式,并考虑几何非线性和徐变的影响。依据这些响应函数,针对斜拉桥悬臂浇筑施工过程中斜拉索施工张拉力的优化,建立了数学规划模型,利用多目标、多约束优化算法编制了相应的MATLAB程序进行斜拉索施工张拉力的优化。基于ANSYS中的APDL语言编制了斜拉桥悬臂浇注施工阶段分析的程序,以实现施工仿真分析的程序化、简单化。在仿真分析中,对斜拉桥在施工及成桥阶段的线性和非线性效应作了简要比较。
2.鉴于两幅桥梁受力的耦合性,对两幅桥梁的受力相互影响程度进行了定量分析。拓展联塔部位的刚度参数、联结区域长度,考察两幅桥梁相互影响对这些参数的敏感性。
3.鉴于我国规范规定的气动三分力系数和风荷载计算是仅针对单幅桥面桥梁,利用有限元程序ANSYS中的FLOTRAN CAD模块对甬江特大桥双幅桥面桥梁的风力三分力系数进行了数值模拟研究。并对联塔分幅式斜拉桥、分离塔单幅式斜拉桥两种塔结构型式的斜拉桥的静风稳定性能及动力特性进行了比较分析。
4.以宁波甬江特大桥为工程背景,对其整个联塔结构进行室内模型试验研究。针对模型试验中加载斜拉索的布置位置、数量及索力的确定,提出了最少索数的索力优化方法,编制了相应的数值分析程序。在满足目标状态要求的前提下,以最少斜拉索数量为原则确定了试验中斜拉索的优化布置及相应的优化索力,在达到预期目标的同时增加了斜拉索的利用率,且减少了资源的耗费。
5.模型试验对联塔结构的受力性能进行了研究,测试了联塔结构的变形、控制断面的应力、斜拉索索力,实测值与计算值符合较好。通过试验验证了最少索数优化方法的合理性和可行性；明确了各斜拉索特别是不同塔上斜拉索之间的索力相互影响程度；验证了联塔结构在施工、运营阶段的受力性能；对联塔结构模型进行了极限承载力测试,结果表明结构有较大的安全贮备。本研究表明：大跨宽幅斜拉桥中采用联塔分幅结构型式是可行的。
With the increase of traffic volume, bridges are designed with more and more wide decks, a kind of novel twin-deck bridge emerges as the times require. With spacious visual effect and good driving conditions, the twin-deck bridge gradually wins many people's good graces. The number of twin-deck bridges built at home and abroad gradually increases day by day. Most twin-deck bridges are two parallel structures, which are in independent force state except for aerodynamic interference effects. Yongjiang super-large bridge being built in Ningbo is a twin-deck cable-stayed one, but twin pylons of separate twin-decks are transversely joined into a monolithic one. The forcing states in twin bridges are mutually transferred through the joint part of the pylon. Twin bridges are in coupling force state. The working state and the safe reserve of the united twin-pylons have attracted engineers'attention. On the basis of collecting and studying correlative information at home and abroad, taking Yongjiang super-large bridge as an example, the structural behavior of cable-stayed bridges with separate twin-decks and united twin-pylons is studied and model test study on the united twin-pylons is made. The main research work is as follows:
1. The structure state variables change with the construction stages going on, The variables can be expressed as the functions of cable forces and construction camber. The functions are derived in detail by considering the effect of geometric nonlinearity and creep. On the basis of the functions, a mathematical programming model for cable forces optimization in the cantilever construction stages of cable-stayed bridges is established, and the optimization program method is developed by the multi-objective, multi-restriction optimization algorithm using MATLAB program language. The command file about the simulation analysis for the cantilever construction stages of cable-stayed bridges is programmed on the basis of the development tool APDL language in ANSYS, which makes simulation analysis with a rule and simple. The linear and nonlinear calculation results are simply compared in the construction stages and the finished stage.
2. In view of the coupling force state of twin bridges, quantitative analysis of the interaction degree of their force state is performed. A series of parameters extension analysis is carried out with different stiffness of the joint part and different lengths of the joint zone in order to study the parameters'effects on the interaction degree of twin bridges.
3. Whereas aerostatic coefficients and wind loads specified in domestic codes are only in view of bridges with one deck,the aerostatic coefficients of two separate decks in Yongjiang super-large bridge are numerically simulated using the FLOTRAN CAD module in ANSYS. The stability in static wind and dynamic characteristics between the cable-stayed bridge with separate twin-decks and united twin-pylons and the one with single deck alone are compared.
4. Taking the Yongjiang super-large bridge in Ningbo as an example, model test study on united twin-pylons is done. In order to optimally determine the assigning positions of stayed-cables, the number of stayed-cables and cable forces in the test, mathematical model and numerical programs for the least cables are developed. On the premise of meeting target state, assigning positions and corresponding cable forces are optimally determined according to the principle of minimal number of stayed-cables. Thus, at the same time of achieving the desired goal, the rate of utilization of stayed-cables is increased and the resource cost is reduced.
5. Structural behaviors of united twin-pylons are studied in the model test. Displacements, stresses in control sections and cable forces are measured. The measured and the calculated results agree well. The rationality and feasibility of the cable forces optimization method for the minimal number of stayed-cables is verified by the test results. The mutual influence among stayed-cables, especially among those between different pylons in the united twin-pylons are made clear. Structural behaviors of united twin-pylons in the construction stages and the finished stage are shown in the test. Finally, the ultimate bearing capacity is tested and it shows a high coefficient of safety for the united twin-pylons. The model test results show that the cable-stayed. bridge with twin-united pylons and twin separate girders is feasible.
1.详细推导了随施工阶段变化的结构状态量对斜拉索施工张拉力以及预拱度的响应函数关系式,并考虑几何非线性和徐变的影响。依据这些响应函数,针对斜拉桥悬臂浇筑施工过程中斜拉索施工张拉力的优化,建立了数学规划模型,利用多目标、多约束优化算法编制了相应的MATLAB程序进行斜拉索施工张拉力的优化。基于ANSYS中的APDL语言编制了斜拉桥悬臂浇注施工阶段分析的程序,以实现施工仿真分析的程序化、简单化。在仿真分析中,对斜拉桥在施工及成桥阶段的线性和非线性效应作了简要比较。
2.鉴于两幅桥梁受力的耦合性,对两幅桥梁的受力相互影响程度进行了定量分析。拓展联塔部位的刚度参数、联结区域长度,考察两幅桥梁相互影响对这些参数的敏感性。
3.鉴于我国规范规定的气动三分力系数和风荷载计算是仅针对单幅桥面桥梁,利用有限元程序ANSYS中的FLOTRAN CAD模块对甬江特大桥双幅桥面桥梁的风力三分力系数进行了数值模拟研究。并对联塔分幅式斜拉桥、分离塔单幅式斜拉桥两种塔结构型式的斜拉桥的静风稳定性能及动力特性进行了比较分析。
4.以宁波甬江特大桥为工程背景,对其整个联塔结构进行室内模型试验研究。针对模型试验中加载斜拉索的布置位置、数量及索力的确定,提出了最少索数的索力优化方法,编制了相应的数值分析程序。在满足目标状态要求的前提下,以最少斜拉索数量为原则确定了试验中斜拉索的优化布置及相应的优化索力,在达到预期目标的同时增加了斜拉索的利用率,且减少了资源的耗费。
5.模型试验对联塔结构的受力性能进行了研究,测试了联塔结构的变形、控制断面的应力、斜拉索索力,实测值与计算值符合较好。通过试验验证了最少索数优化方法的合理性和可行性；明确了各斜拉索特别是不同塔上斜拉索之间的索力相互影响程度；验证了联塔结构在施工、运营阶段的受力性能；对联塔结构模型进行了极限承载力测试,结果表明结构有较大的安全贮备。本研究表明：大跨宽幅斜拉桥中采用联塔分幅结构型式是可行的。
With the increase of traffic volume, bridges are designed with more and more wide decks, a kind of novel twin-deck bridge emerges as the times require. With spacious visual effect and good driving conditions, the twin-deck bridge gradually wins many people's good graces. The number of twin-deck bridges built at home and abroad gradually increases day by day. Most twin-deck bridges are two parallel structures, which are in independent force state except for aerodynamic interference effects. Yongjiang super-large bridge being built in Ningbo is a twin-deck cable-stayed one, but twin pylons of separate twin-decks are transversely joined into a monolithic one. The forcing states in twin bridges are mutually transferred through the joint part of the pylon. Twin bridges are in coupling force state. The working state and the safe reserve of the united twin-pylons have attracted engineers'attention. On the basis of collecting and studying correlative information at home and abroad, taking Yongjiang super-large bridge as an example, the structural behavior of cable-stayed bridges with separate twin-decks and united twin-pylons is studied and model test study on the united twin-pylons is made. The main research work is as follows:
1. The structure state variables change with the construction stages going on, The variables can be expressed as the functions of cable forces and construction camber. The functions are derived in detail by considering the effect of geometric nonlinearity and creep. On the basis of the functions, a mathematical programming model for cable forces optimization in the cantilever construction stages of cable-stayed bridges is established, and the optimization program method is developed by the multi-objective, multi-restriction optimization algorithm using MATLAB program language. The command file about the simulation analysis for the cantilever construction stages of cable-stayed bridges is programmed on the basis of the development tool APDL language in ANSYS, which makes simulation analysis with a rule and simple. The linear and nonlinear calculation results are simply compared in the construction stages and the finished stage.
2. In view of the coupling force state of twin bridges, quantitative analysis of the interaction degree of their force state is performed. A series of parameters extension analysis is carried out with different stiffness of the joint part and different lengths of the joint zone in order to study the parameters'effects on the interaction degree of twin bridges.
3. Whereas aerostatic coefficients and wind loads specified in domestic codes are only in view of bridges with one deck,the aerostatic coefficients of two separate decks in Yongjiang super-large bridge are numerically simulated using the FLOTRAN CAD module in ANSYS. The stability in static wind and dynamic characteristics between the cable-stayed bridge with separate twin-decks and united twin-pylons and the one with single deck alone are compared.
4. Taking the Yongjiang super-large bridge in Ningbo as an example, model test study on united twin-pylons is done. In order to optimally determine the assigning positions of stayed-cables, the number of stayed-cables and cable forces in the test, mathematical model and numerical programs for the least cables are developed. On the premise of meeting target state, assigning positions and corresponding cable forces are optimally determined according to the principle of minimal number of stayed-cables. Thus, at the same time of achieving the desired goal, the rate of utilization of stayed-cables is increased and the resource cost is reduced.
5. Structural behaviors of united twin-pylons are studied in the model test. Displacements, stresses in control sections and cable forces are measured. The measured and the calculated results agree well. The rationality and feasibility of the cable forces optimization method for the minimal number of stayed-cables is verified by the test results. The mutual influence among stayed-cables, especially among those between different pylons in the united twin-pylons are made clear. Structural behaviors of united twin-pylons in the construction stages and the finished stage are shown in the test. Finally, the ultimate bearing capacity is tested and it shows a high coefficient of safety for the united twin-pylons. The model test results show that the cable-stayed. bridge with twin-united pylons and twin separate girders is feasible.
引文
[1]周念先,杨共树.预应力混凝土斜张桥.北京：人民交通出版社,1989.
[2]林元培.斜拉桥.北京：人民交通出版社,1994.
[3]严国敏编著,劳远昌主审.现代斜拉桥.成都：西南交通大学出版社,1996：
[4]Podolny W, Scalzi JB. Construction and Design of cable-stayed bridge. New York:John Wiley,1976,1-10.
[5]Gimsirig SJ. Cable supported bridges. second. Chichester:John Wiley,1997,2-8.
[6]Michel Virlogeux. Recent evolution of cable-stayed bridges. EngineeringStructure.1999, 21(1):737-755.
[7]马坤全.大跨径斜拉桥建设与展望.国外桥梁.2000,(4)：60-65.
[8]Walter Podolny and John B Scalzi. Construction and Design of Cable-Stayed Bridges. John Wiley and Sons,1986.
[9]Mary-Chung Tang Design of Cable-Stayed Girder Bridges. Journal of Structural Divisors ASCE August.1972,98 (ST8):1789-1802.
[10]David P. Billington. Aly Nazmy. History and Aesthetics of Cable-Stayed Bridges. Journal of Structural Engineering October.1990,117(19):3103-3134.
[11]M.Ito, Y.Fujino, T.Miyata, N.Narita. Cable-Stayed Bridges Recent Developnent and their Future Elsevier Science Publishers B.V..1991.
[12]Niels J(丹麦).Gimsing缆索支撑桥梁——概念和设计.金增洪译.北京：人民交通出版社,2002.
[13]曾威.中国大跨径公路桥梁的技术发展特征及趋势.中国公路学会桥梁和结构工程学会一九九九年桥梁学术讨论会论文集.厦门,1999.北京：人民交通出版社,2000.
[14]严国敏编著.现代斜拉桥.西南交通大学出版社,1996.
[15]项海帆.中国斜拉桥的发展前景.中国土木工程学会桥梁及结构工程学会第十三届年会论文集.上海,1998：10-14.
[16]T. Y. Kam. Large Deflection Analysis of Inelastic Plane Frame. Journal of Structural Engineering January.1988,114(1):184-197.
[17]陈明宪.斜拉桥建造技术.北京：人民交通出版社.2003.
[18]刘士林,侯金龙.斜拉桥.北京：人民交通出版社,2002.
[19]铁道部大桥工程局桥梁科学研究所.斜拉桥.北京：科学技术文献出版社,1992.
[20]Walther R, Houriet B, Isler W. Cable stayed bridges. London:Thomas Telford House,
[21]陈宝奇.桥梁世界.北京：科学普及出版社.1984.
[22]项海帆.21世纪世界桥梁工程的展望.土木工程学报.2000,33(3)：1-6.
[23]李豪,张烁.斜拉桥在日本的发展.山西建筑.2007,33(25)：336-337.
[24]孙杰.浅析部分斜拉桥的发展及其展望.中国水运.2006，4(3)：92-93.
[25]宁平华.广州鹤洞大桥斜拉桥合理索力设计.第十二届全国桥梁学术会议论文集.上海：同济大学,1996.
[26]宁平华,张靖,陈加树.广州市珠江大桥主桥斜拉桥合理斜拉索力设计.中国土木工程学会桥梁年会论文集.1996.
[27]彭志苗.“零支反力法”在中央斜拉桥设计中的应用.全国桥梁结构学术大会论文集.1994
[28]范立础主编.桥梁工程(下册).北京：人民交通出版社.1988.
[29]范立础,杜国华.斜拉索索力优化及非线性理想倒退分析.重庆交通学院学报.1992,3.
[30]杜国华,姜林.斜拉桥的合理索力及其施工张拉力.桥梁建设.1989,2.
[31]陆楸,徐有光.斜拉索最优化索力的探讨.中国公路学报.1990(1)：1-5.
[32]肖汝诚.确定大跨径桥梁结构合理设计状态的理论与方法研究.同济大学博士学位论文.1996.
[33]张建民,肖汝诚.预应力混凝土斜拉桥施工过程中的力学行为研究.中国工程科学.2007,9(5)：36-41.
[34]Kim K S, Lee H S. Analysis of target configuration under dead loads for cable-supported bridges. Computers&Structures.2001,79(29-30):2681-2692.
[35]王学文,辛学忠,潘家英.确定P.C.斜拉桥合理恒载索力方法的探讨.桥梁建设.1996(4)：1-5.
[36]Kohei Furukawa, Hiroyuki Sugimoto, Taku Egusa, et al. Studies on opitimization of cable-stsyed bridges. In:Kanok-Nukulchai W. ed. Proceedings of International Conference On Cable-stayed Bridges. Bangkok:Asian Institute of Technology.1987, 723-734.
[37]项海帆,等.高等桥梁结构理论.北京：人民交通出版社,2001.
[38]王永安.斜拉桥索力优化理论研究.公路.2006,(5)：31-34.
[39]施笃铮,汪动丰,项贻强等.斜拉桥施工控制中索力控制与优化研究.中国公路学报.2002,15(2)：57-60.
[40]王永安,刘世同,谭红梅等.斜拉桥索力优化理论研究.公路,2006,(5)：31-34.
[41]梁鹏,肖汝诚,张雪松.斜拉桥优化实用方法.同济大学学报.2003,31(11)：1270-1274.
[42]王红亮,周履,编译.一种计算斜拉桥拉索预拖拉力的实用方法.国外桥梁.1997,(1)：14-18.
[43]毛昌时,杜国华,范立础.混凝土斜拉桥徐变倒退分析.中国公路学报,1995,8(1)：42-46.
[44]秦顺全,林国雄.斜拉桥安装计算——倒拆法与无应力状态控制法评述.中国土木工程学会桥梁及结构工程学会第九届年会论文集.1992.
[45]程进,江见鲸,肖汝诚等.ANSYS二次开发技术及在确定斜拉桥成桥状态初始恒载索力中的应用.公路交通科技.2002,19(3)：50-52.
[46]P.H.Wang. Initial shape of cable-stayed bridges. Computer&Structures.1993,46.
[47]颜敦煌.斜拉桥合理设计状态确定与控制.湖南大学博士学位论文.2001.
[48]梁志广,李建中.斜拉桥施工初始索力的确定.工程力学,2000,17(3)：121-126.
[49]郑志军,项贻强,朱卫国.斜拉桥施工张拉力的确定与优化.中国市政工程.2002,99(3)：26-29.
[50]黄乔,吴红林,李志波.确定斜拉桥施工索力的正装计算法.哈尔宾工业大学学报。2004,36(12)：1702-1704.
[51]贾丽君,肖汝诚,孙斌等.确定斜拉桥施工张拉力的影响矩阵法.苏州城建环保学院学报.2000,13(4)：21-27.
[52]李明,袁向荣,陈峰.斜拉桥施工阶段索力的最优化调整.石家庄铁道学院学报,2002,5(3)：14-17.
[53]Wang PH, Tseng TC, Yang CG. intial shape of cable-stayed bridges. Computers&Structures.1993,46:1095-1106.
[54]Wang PH. Tang TY, Zheng HN.Analysis of cable-stayed bridges during construction by cantilever methods. Compuetr& Structures.2004,82:329-346.
[55]徐君兰主编,项海帆主审.大跨度桥梁施工控制.北京：人民交通出版社.2000.
[56]陈德伟.斜拉桥的非线性分析及工程控制.同济大学博士学位论文.1990.
[57]肖汝诚,林平.计算结构力学在桥梁结构施工设计与施工控制中的应用.计算结构力学及其应用.1993,10(1)：92-98.
[58]杨俊.基于影响矩阵的大跨度桥梁合理成桥状态与施工控制研究.武汉理工大学博士学位论文.2008.
[59]肖汝诚,项海帆.斜拉桥索力优化的影响矩阵法.同济大学学报.1998,26(3)：235-239.
[60]乔建东,陈政清.确定斜拉桥索力的有约束优化方法.上海力学.1999,20(1)：49-55.
[61]交通部重庆公路科学研究所主编.公路斜拉桥设计规划JTJ 027-96(试行).北京：人民交通出版社.1996.
[62]苗家武.超大跨度斜拉桥设计理论研究.同济大学博士学位论文.2006.
[63]项海帆主编.高等桥梁结构理论.北京：人民交通出版社.2001.
[64]Emst JH. Der E-Modul von Seilen unter Beruchsichtigun des Durchanges. Der Bauingeniear. Feb,1965,40(2):52-55.
[65]Gimsing NJ. Anchored and Partially Stayed Bridges. Proceeding of the Intemations Symposium on Suspension Bridges. Lisbon.1966.
[66]Tung DH, Kudder RJ. Analysis of Cables as equivalent Two-Foree Members. Engineering Journal. AISC.1968,12-19.
[67]Leonhardt F, Zeliner W. Cable-Stayed Bridges:Report on Latest Developments. Canadian Structural Engineering Conference Proeeedings,1970.
[68]Podolny WJ, Sealzi JB. Construction and Design of Cable-Stayed Bridges. John wiley And Sons. NewYOrk.1986.
[69]洪显诚,刘英.精确的斜拉索等效弹性模量公式的推导.全国桥梁结构学术大会论文集.上海：同济大学出版社.1992,834-838.
[70]Ali HM, Abdel-Ghaffar AM. Modeling the nonlinear seismic behavior of cable-stayed bridges with passive control bearings. Computers and Structures.1995.54(3):461-492.
[71]GambhirML, Batchelor BA. Finite element for 3-D Pre-stressed cable nets. Iniemational Journal for Numerieal Methods in Engineering,1977, (11):1699-1718.
[72]袁行飞,董石麟.二节点曲线索单元非线性分析.工程力学.1999,16(4)：59-64.
[73]唐建民,何署廷.悬索结构非线性有限元分析.河海大学学报.1998,26(6)：45-49.
[74]唐建民.基于欧拉描述的两节点索单元非线性有限元法.上海力学.1999，20(1)：89-94.
[75]杨孟刚,陈政清.两节点曲线索单元精细分析的非线性有限元法.工程力学.2003,20(1)：42-47.
[76]O'Brien T, Francis AJ. Cable movements under two-dimensional loading. Journal of Structural Engineering.1964,90(3):89-123.
[77]O'Brien T. General solution of suspended cable problems. Journal of Structural Engineering.1967,93(1):1-26.
[78]PeyrotA.H., GouloisA.M.. Analysis of cable structures. Computers and Structures.1981, (14):3-4.
[79]Ozdemir H. A finite element approach for cable problems. International Journal of Solids and Structures,1979,15:427-437.
[80]罗喜恒,肖汝诚,项海帆.基于精确解析解的索单元.同济大学学报.2005,33(4)：
445-450.
[81]D.M.Brutton. A General Computer Program for the Solution of Suspension Bridge Problems. Lisbon.1966.
[82]S.A.Saafan. Nonlinear behavior of structural plane frame. Proc.ASCE.1963,89(4): 1144-1156.
[83]S.A.Saffan. Theoraticcal Analysis of Suspension Bridges. Proc.ASCE.1966,92(4): 1-11.
[84]Fleming J F. Nonlinear Static Analysis of Cable-stayed Bridge Structures. Computers and Structures.1979,10:621-635.
[85]Nazmy A.S., Abdel-Ghaffar A.M.. Three dimensional nonlinear static analysis of cable-stayed bridges. Computers&Structure,1990,34(2):257-271.
[86]S.G.Ekhande, M.Selvappalam, K.S.Murty. Stability Funetions for Three Dimensional Beam-Columns. J.ofstru.Engrg.ASCE.1989,115(2).
[87]陈务军,关富玲,袁行飞等.斜拉桥施工控制分析中线性与非线性影响分析.中国公路学报.1998,11(2)：52-58.
[88]杨炳成,孙明.斜拉桥索力的非线性优化倒拆分析.中国公路学报.1998,11(3)：55-61.
[89]杨平,王华林,徐凯燕.斜拉桥三维非线性分析及收敛问题.武汉理工大学学报(交通科学与工程版).2003,27(1)：33-36.
[90]辛克贵,刘钺强,杨国平.大跨度斜拉桥恒载非线性静力分析.清华大学学报(自然科学版).2002,42(6)：818-821.
[91]杨琪.大跨度斜拉桥空间几何非线性仿真分析及其软件开发.西南交通大学博士学位论文.2001.
[92]BatheK.J. and Said Bolourehi. Large displacement analysis of three-dimensional beam structures. International journal for Numerieal Methods in Engineering.1979,14: 961-986.
[93]Nakai H, Kitada T, Ohminami R, eta. Elasto-Plastic and Finite Displacement Analysis of Cable-stayed Bridge. Mem.Fac.Eng.osakaUniv.1985,26:251-271.
[94]Spillers WR. Gemetric stiffness matrix for space frames. Computers and Structures.1990,36(1):29-37.
[95]Narayanan G, Kishnamoorthy CS. An investigation of geometric nonlinear formulations for 3D beam element. International Journal of Non-Linear Mechanics,1990,25(6): 643-662.
[96]陈政清,曾庆元,颜全胜.空间杆系结构大挠度问题内力分析的UL列式法.土木工程学报.1992,25(5)：34-44.
[97]IbrallimbegovieA.. On the choice of finite rotation parameters. Computer Methods in Applied Meehanies and Engineering.1997,149:49-71.
[98]ChungH.and GuPtaK.C.. An historieal note on finite rotations. Journal of Applied Meehanies.1989,56:139-145.
[99]IbrahimbegovieA., FreyF.and Kozarl.. Computational aspects of veetor-like Parameterization of three-dimensional finite rotations. International Journal forNumerical Methods in Engineering.1995,38:3653-3673.
[100]IbrahimbegovicA.. On FE implementation of geometrieally nonlinear Reissner's beam theory:Three-dimensional curved beam finite elements. Computer Methods in Applied Mechanics and Engineering.1995,122:11-26.
[101]SimoJ.C.andVu-Quoc L.. on the dynamics in space of rods undergoing large motions: A geometrically exact approach. Compute Methods Appl. Meeh. Engr.1988,66: 125-160.
[102]IbrahimbegovieA.. AI Mikdad M.. Finite rotations in dynamies of beams and Implicit time-stepping sehemes. Internationa Journal for Numerical Methods in Engineering.1998,41:781-814.
[103]周履,陈永春.收缩徐变.北京：中国铁道出版社.1994.
[104]陈常松.超大跨度斜拉桥施工全过程几何非线性精细分析理论及应用研究.中南大学博士学位论文.2007.
[105]吕和祥,蒋和洋.非线性有限元.北京：化学工业出版社.1992.
[106]鹫津久一郎(日).弹性和塑性力学中的变分法.老亮,郝松林译.北京：科学出版社.1984.
[107]Hill R. On constitutive inequalities for simple materials. Mech Phys Solids.1968, 16:229-243.
[108]潘永仁,悬索桥结构非线性分析理论与方法.北京：人民交通出版社.2004.
[109]宋天霞.非线性结构有限元计算.武汉：华中理工大学出版社.1996.
[110]周凌远.斜拉桥非线性理论及极限承载力研究.西南交通大学博士学位论文.2007.
[111]殷有泉.固体力学非线性有限元引论.北京：北京大学出版社,清华大学出版社.1987.
[112]匡震邦.非线性连续介质力学基础.西安：西安交通大学出版社.1987.
[113]张汝清,詹先义.非线性有线元分析.重庆：重庆大学出版社.1990.
[114]Atluri SN. Alternate stress and conjugate strain measures and mixed variational formulations involving rigid rotations for computational analysis of finitely deformed solids with application to plates and shell-I, Theory. Comput struct.1933,1:93-116.
[115]赵国文,潘毓学,沈钟英,等.机器人运动学正解的最新算法.兵工学报.1995(2)：70-73.
[116]段秀敏,赵峻彦.欧拉方向余弦矩阵在机构学中的应用.机械设计与研究.2007,23(5).
[117]周绍磊,丛源材,李娟,戴洪德,方向余弦矩阵中四元素提取算法比较.中国惯性技术学报.2008,16(4)：415-418.
[118]Hanspeter S, Junkins J L. Steregraphic Orientation Parameters for Attitude Dynamics: A Generalizationof the Rodrigues Parameters. The Journal of theAstronautical Sciences.1996,44(1):1-19.
[119]IDANM. Estimation of Rodrigues parameters f rom vector observations. IEEE Transactions on Aerospace and Electronic Systems.1996,32(2):578-586.
[120]Crassidis JL, Markley FL. Unscented filtering for spacecraft attitude estimation. Journal of Guidance Cont rol and Dynamics.2003,26(4):536-542.
[121]方群,陈记争,马卫华.广义Rodrigues参数姿态描述方法.自然科学进展.2007、7(5)：672-677.
[122]周江华,苗育红,王明海.姿态运动的Rodrigues参数描述.宇航学报,2004,25(5)：514-519.
[123]周江华,苗育红,王明海.姿态运动的Rodrigues参数描述.宇航学报,2004,25(5)：514-519.
[124]Bar-Itzhack I Y. New method for extracting the quaternion from a rotation matrix. Journal of Guidance and Control.2000,23(6):1085-1087.
[125]Bar-Itzhack I Y. Iterative optimal orthogonalization of the strapdown matrix. IEEE Transactions on Aerospace and Electronic Systems.1975,11(1):30-37.
[126]Werta J. Spacecraft attitude determination and control. Dordrecht:Reidel.1978.
[127]章仁为.卫星轨道姿态动力学与控制.北京：北京航空航天大学出版社.1998.
[128]胡亚江,杨晓梅,沙月进.大欧拉角的空间直角坐标转换方法探讨.现代测绘.2006,29(6)：10-12.
[129]GOLDSTEIN H.经典力学.第2版.陈为恂译.北京：科学出版社.1986.
[130]CAYLEYA. On the motion of rotation of a solid body. Cambridge Mathematic Journal.1843,3:224-232.
[131]施光燕,董加礼.最优化方法.北京：高等教育出版社.1999.
[132]盛昭瀚,曹忻编.最优化方法基本教程.东南大学出版社.1992.
[133]解可新,韩立兴,林友联.最优化方法.天津大学出版社.1997.
[134]ANSYS. Inc. Theory Release 5.7. USA,1998.
[135]卫星.利用ANSYS实现斜拉桥非线性分析.四川建筑科学研究.2003,29(4)：14-16.
[136]李晓斌.大跨度钢筋混凝土拱桥悬臂浇注施工控制与模型试验研究.西南交通大学博士论文.2008.
[137]刘培瑞,赵中旺.基于ANSYS的预应力混凝土斜拉桥的徐变计算.国防交通工程与技术.2007,(4)：51-53.
[138]范立础,杜国华,鲍卫刚.桥梁结构徐变次内力分析.同济大学学报.1991,19(1)：23-31.
[139]向天宇,童育强,赵人达.基于退化梁单元的混凝土结构徐变徐变分析.工程力学.2006,23(4)：140-143.
[140]张春生,梁志广,李建中.斜拉桥施工过程仿真分析.桥梁建设.2000,(2)：7-10.
[141]孙学先.悬灌施工PC弯桥梁考虑混凝土徐变增量的线形控制计算.甘肃科学学报.1999,11(2)：18-22.
[142]占玉林,向天宇,赵人达.几何非线性结构的徐变效应分析.工程力学.2006,23(7)：45-48.
[143]康为江.钢筋混凝土箱梁日照温度效应研究.湖南大学硕士学位论文.2000.
[144]谢旭,桥梁结构与地震响应分析.北京：人民交通出版社.2006.
[145]范立础.桥梁抗震.同济大学出版社.1996.
[146]何度心等.桥梁抗震计算.地震出版社.1991.
[147]李国豪.工程结构抗震动力学.上海科学技术出版社.1980.
[148]于建华,谢用九,魏泳涛.高等结构动力学.四川大学出版社.2001.
[149]范立础,胡世德,叶爱君.大跨度桥梁抗震设计.人民交通出版社.2001.
[150]韦晓等.桥梁抗震设计规范实用功率谱.同济大学学报.2000,28(1)：98-102.
[151]赵灿晖.随机地震动场多点激励下大跨度桥梁地震反应分析方法.西南交通大学学报.2002,27(3)：13-15.
[152]张亚辉,赵岩,张春宇.大跨度桥梁抗震分析的空间效应.中国铁道科学.2002,23(6)：13
[153]魏志新.桥梁主梁断面三分力系数的数值模拟研究.科技信息.2008,27：135-136.
[154]禹华谦.工程流体力学(水力学).成都：西南交通大学出版社.1999.
[155]刘志文,陈政清,胡建华,贺拴海.双幅桥面桥梁三分力系数气动干扰效应试验研 究.湖南大学学报(自然科学版).2008,、35(1)：16-20.
[156]ROWAN A I, STOYAN S, XIE J M, etal. Tacoma narrows 50 years later-wind engineering investigations for parallel bridges. Bridge Structures:Assessment, Design and Construction.2005,1(1):3-17.
[157]陈政清,牛华伟,刘志文.平行双箱梁桥面颤振稳定性试验研究.振动与冲击.2006.5(6)：54-58.
[158]Masara Matsumoto, etal. On the flutter characteristics of seprated two box girders. Wind and structures.2004,7(4):281-291.
[159]Ricciardelli F, Hangan H. Pressure distribution and aerodynamic forces on stationary box bridge sections. Wind and Structures.2001,4(5):399-412.
[160]陈英俊,于希哲.风荷载计算.北京：中国铁道出版社.1998.
[161]原学明.桥梁典型截面静分系数研究.大连理工大学硕士论文.2008.
[162]祝志文.桥梁风效应的数值方法及应用.中南大学博士学位论文.2002.
[163]王福军.计算流体动力学分析-CFD软件原理与应用.北京：清华大学出版社.2004.
[164]刘琳娜.CFD方法在大跨度桥梁气动控制措施研究中的应用.武汉理工大学硕士论文.2007.
[165]中交公路规划设计院主编.公路桥梁抗风设计规范JTG/T D60-01-2004.北京：人民交通出版社.2004.
[166]李国豪.桥梁结构稳定与振动(修订版).北京：中国铁道出版社.2002.
[167]章关永.桥梁结构试验.北京：人民交通出版社.2002.
[168]左东启.模型试验的理论和方法.北京：水利水电出版社.1984.
[169]王光钦.弹性力学.成都：西南交通大学出版社.2003.
[170]赵国藩.高等钢筋混凝土结构学.机械工业出版社.2005.
[2]林元培.斜拉桥.北京：人民交通出版社,1994.
[3]严国敏编著,劳远昌主审.现代斜拉桥.成都：西南交通大学出版社,1996：
[4]Podolny W, Scalzi JB. Construction and Design of cable-stayed bridge. New York:John Wiley,1976,1-10.
[5]Gimsirig SJ. Cable supported bridges. second. Chichester:John Wiley,1997,2-8.
[6]Michel Virlogeux. Recent evolution of cable-stayed bridges. EngineeringStructure.1999, 21(1):737-755.
[7]马坤全.大跨径斜拉桥建设与展望.国外桥梁.2000,(4)：60-65.
[8]Walter Podolny and John B Scalzi. Construction and Design of Cable-Stayed Bridges. John Wiley and Sons,1986.
[9]Mary-Chung Tang Design of Cable-Stayed Girder Bridges. Journal of Structural Divisors ASCE August.1972,98 (ST8):1789-1802.
[10]David P. Billington. Aly Nazmy. History and Aesthetics of Cable-Stayed Bridges. Journal of Structural Engineering October.1990,117(19):3103-3134.
[11]M.Ito, Y.Fujino, T.Miyata, N.Narita. Cable-Stayed Bridges Recent Developnent and their Future Elsevier Science Publishers B.V..1991.
[12]Niels J(丹麦).Gimsing缆索支撑桥梁——概念和设计.金增洪译.北京：人民交通出版社,2002.
[13]曾威.中国大跨径公路桥梁的技术发展特征及趋势.中国公路学会桥梁和结构工程学会一九九九年桥梁学术讨论会论文集.厦门,1999.北京：人民交通出版社,2000.
[14]严国敏编著.现代斜拉桥.西南交通大学出版社,1996.
[15]项海帆.中国斜拉桥的发展前景.中国土木工程学会桥梁及结构工程学会第十三届年会论文集.上海,1998：10-14.
[16]T. Y. Kam. Large Deflection Analysis of Inelastic Plane Frame. Journal of Structural Engineering January.1988,114(1):184-197.
[17]陈明宪.斜拉桥建造技术.北京：人民交通出版社.2003.
[18]刘士林,侯金龙.斜拉桥.北京：人民交通出版社,2002.
[19]铁道部大桥工程局桥梁科学研究所.斜拉桥.北京：科学技术文献出版社,1992.
[20]Walther R, Houriet B, Isler W. Cable stayed bridges. London:Thomas Telford House,
[21]陈宝奇.桥梁世界.北京：科学普及出版社.1984.
[22]项海帆.21世纪世界桥梁工程的展望.土木工程学报.2000,33(3)：1-6.
[23]李豪,张烁.斜拉桥在日本的发展.山西建筑.2007,33(25)：336-337.
[24]孙杰.浅析部分斜拉桥的发展及其展望.中国水运.2006，4(3)：92-93.
[25]宁平华.广州鹤洞大桥斜拉桥合理索力设计.第十二届全国桥梁学术会议论文集.上海：同济大学,1996.
[26]宁平华,张靖,陈加树.广州市珠江大桥主桥斜拉桥合理斜拉索力设计.中国土木工程学会桥梁年会论文集.1996.
[27]彭志苗.“零支反力法”在中央斜拉桥设计中的应用.全国桥梁结构学术大会论文集.1994
[28]范立础主编.桥梁工程(下册).北京：人民交通出版社.1988.
[29]范立础,杜国华.斜拉索索力优化及非线性理想倒退分析.重庆交通学院学报.1992,3.
[30]杜国华,姜林.斜拉桥的合理索力及其施工张拉力.桥梁建设.1989,2.
[31]陆楸,徐有光.斜拉索最优化索力的探讨.中国公路学报.1990(1)：1-5.
[32]肖汝诚.确定大跨径桥梁结构合理设计状态的理论与方法研究.同济大学博士学位论文.1996.
[33]张建民,肖汝诚.预应力混凝土斜拉桥施工过程中的力学行为研究.中国工程科学.2007,9(5)：36-41.
[34]Kim K S, Lee H S. Analysis of target configuration under dead loads for cable-supported bridges. Computers&Structures.2001,79(29-30):2681-2692.
[35]王学文,辛学忠,潘家英.确定P.C.斜拉桥合理恒载索力方法的探讨.桥梁建设.1996(4)：1-5.
[36]Kohei Furukawa, Hiroyuki Sugimoto, Taku Egusa, et al. Studies on opitimization of cable-stsyed bridges. In:Kanok-Nukulchai W. ed. Proceedings of International Conference On Cable-stayed Bridges. Bangkok:Asian Institute of Technology.1987, 723-734.
[37]项海帆,等.高等桥梁结构理论.北京：人民交通出版社,2001.
[38]王永安.斜拉桥索力优化理论研究.公路.2006,(5)：31-34.
[39]施笃铮,汪动丰,项贻强等.斜拉桥施工控制中索力控制与优化研究.中国公路学报.2002,15(2)：57-60.
[40]王永安,刘世同,谭红梅等.斜拉桥索力优化理论研究.公路,2006,(5)：31-34.
[41]梁鹏,肖汝诚,张雪松.斜拉桥优化实用方法.同济大学学报.2003,31(11)：1270-1274.
[42]王红亮,周履,编译.一种计算斜拉桥拉索预拖拉力的实用方法.国外桥梁.1997,(1)：14-18.
[43]毛昌时,杜国华,范立础.混凝土斜拉桥徐变倒退分析.中国公路学报,1995,8(1)：42-46.
[44]秦顺全,林国雄.斜拉桥安装计算——倒拆法与无应力状态控制法评述.中国土木工程学会桥梁及结构工程学会第九届年会论文集.1992.
[45]程进,江见鲸,肖汝诚等.ANSYS二次开发技术及在确定斜拉桥成桥状态初始恒载索力中的应用.公路交通科技.2002,19(3)：50-52.
[46]P.H.Wang. Initial shape of cable-stayed bridges. Computer&Structures.1993,46.
[47]颜敦煌.斜拉桥合理设计状态确定与控制.湖南大学博士学位论文.2001.
[48]梁志广,李建中.斜拉桥施工初始索力的确定.工程力学,2000,17(3)：121-126.
[49]郑志军,项贻强,朱卫国.斜拉桥施工张拉力的确定与优化.中国市政工程.2002,99(3)：26-29.
[50]黄乔,吴红林,李志波.确定斜拉桥施工索力的正装计算法.哈尔宾工业大学学报。2004,36(12)：1702-1704.
[51]贾丽君,肖汝诚,孙斌等.确定斜拉桥施工张拉力的影响矩阵法.苏州城建环保学院学报.2000,13(4)：21-27.
[52]李明,袁向荣,陈峰.斜拉桥施工阶段索力的最优化调整.石家庄铁道学院学报,2002,5(3)：14-17.
[53]Wang PH, Tseng TC, Yang CG. intial shape of cable-stayed bridges. Computers&Structures.1993,46:1095-1106.
[54]Wang PH. Tang TY, Zheng HN.Analysis of cable-stayed bridges during construction by cantilever methods. Compuetr& Structures.2004,82:329-346.
[55]徐君兰主编,项海帆主审.大跨度桥梁施工控制.北京：人民交通出版社.2000.
[56]陈德伟.斜拉桥的非线性分析及工程控制.同济大学博士学位论文.1990.
[57]肖汝诚,林平.计算结构力学在桥梁结构施工设计与施工控制中的应用.计算结构力学及其应用.1993,10(1)：92-98.
[58]杨俊.基于影响矩阵的大跨度桥梁合理成桥状态与施工控制研究.武汉理工大学博士学位论文.2008.
[59]肖汝诚,项海帆.斜拉桥索力优化的影响矩阵法.同济大学学报.1998,26(3)：235-239.
[60]乔建东,陈政清.确定斜拉桥索力的有约束优化方法.上海力学.1999,20(1)：49-55.
[61]交通部重庆公路科学研究所主编.公路斜拉桥设计规划JTJ 027-96(试行).北京：人民交通出版社.1996.
[62]苗家武.超大跨度斜拉桥设计理论研究.同济大学博士学位论文.2006.
[63]项海帆主编.高等桥梁结构理论.北京：人民交通出版社.2001.
[64]Emst JH. Der E-Modul von Seilen unter Beruchsichtigun des Durchanges. Der Bauingeniear. Feb,1965,40(2):52-55.
[65]Gimsing NJ. Anchored and Partially Stayed Bridges. Proceeding of the Intemations Symposium on Suspension Bridges. Lisbon.1966.
[66]Tung DH, Kudder RJ. Analysis of Cables as equivalent Two-Foree Members. Engineering Journal. AISC.1968,12-19.
[67]Leonhardt F, Zeliner W. Cable-Stayed Bridges:Report on Latest Developments. Canadian Structural Engineering Conference Proeeedings,1970.
[68]Podolny WJ, Sealzi JB. Construction and Design of Cable-Stayed Bridges. John wiley And Sons. NewYOrk.1986.
[69]洪显诚,刘英.精确的斜拉索等效弹性模量公式的推导.全国桥梁结构学术大会论文集.上海：同济大学出版社.1992,834-838.
[70]Ali HM, Abdel-Ghaffar AM. Modeling the nonlinear seismic behavior of cable-stayed bridges with passive control bearings. Computers and Structures.1995.54(3):461-492.
[71]GambhirML, Batchelor BA. Finite element for 3-D Pre-stressed cable nets. Iniemational Journal for Numerieal Methods in Engineering,1977, (11):1699-1718.
[72]袁行飞,董石麟.二节点曲线索单元非线性分析.工程力学.1999,16(4)：59-64.
[73]唐建民,何署廷.悬索结构非线性有限元分析.河海大学学报.1998,26(6)：45-49.
[74]唐建民.基于欧拉描述的两节点索单元非线性有限元法.上海力学.1999，20(1)：89-94.
[75]杨孟刚,陈政清.两节点曲线索单元精细分析的非线性有限元法.工程力学.2003,20(1)：42-47.
[76]O'Brien T, Francis AJ. Cable movements under two-dimensional loading. Journal of Structural Engineering.1964,90(3):89-123.
[77]O'Brien T. General solution of suspended cable problems. Journal of Structural Engineering.1967,93(1):1-26.
[78]PeyrotA.H., GouloisA.M.. Analysis of cable structures. Computers and Structures.1981, (14):3-4.
[79]Ozdemir H. A finite element approach for cable problems. International Journal of Solids and Structures,1979,15:427-437.
[80]罗喜恒,肖汝诚,项海帆.基于精确解析解的索单元.同济大学学报.2005,33(4)：
445-450.
[81]D.M.Brutton. A General Computer Program for the Solution of Suspension Bridge Problems. Lisbon.1966.
[82]S.A.Saafan. Nonlinear behavior of structural plane frame. Proc.ASCE.1963,89(4): 1144-1156.
[83]S.A.Saffan. Theoraticcal Analysis of Suspension Bridges. Proc.ASCE.1966,92(4): 1-11.
[84]Fleming J F. Nonlinear Static Analysis of Cable-stayed Bridge Structures. Computers and Structures.1979,10:621-635.
[85]Nazmy A.S., Abdel-Ghaffar A.M.. Three dimensional nonlinear static analysis of cable-stayed bridges. Computers&Structure,1990,34(2):257-271.
[86]S.G.Ekhande, M.Selvappalam, K.S.Murty. Stability Funetions for Three Dimensional Beam-Columns. J.ofstru.Engrg.ASCE.1989,115(2).
[87]陈务军,关富玲,袁行飞等.斜拉桥施工控制分析中线性与非线性影响分析.中国公路学报.1998,11(2)：52-58.
[88]杨炳成,孙明.斜拉桥索力的非线性优化倒拆分析.中国公路学报.1998,11(3)：55-61.
[89]杨平,王华林,徐凯燕.斜拉桥三维非线性分析及收敛问题.武汉理工大学学报(交通科学与工程版).2003,27(1)：33-36.
[90]辛克贵,刘钺强,杨国平.大跨度斜拉桥恒载非线性静力分析.清华大学学报(自然科学版).2002,42(6)：818-821.
[91]杨琪.大跨度斜拉桥空间几何非线性仿真分析及其软件开发.西南交通大学博士学位论文.2001.
[92]BatheK.J. and Said Bolourehi. Large displacement analysis of three-dimensional beam structures. International journal for Numerieal Methods in Engineering.1979,14: 961-986.
[93]Nakai H, Kitada T, Ohminami R, eta. Elasto-Plastic and Finite Displacement Analysis of Cable-stayed Bridge. Mem.Fac.Eng.osakaUniv.1985,26:251-271.
[94]Spillers WR. Gemetric stiffness matrix for space frames. Computers and Structures.1990,36(1):29-37.
[95]Narayanan G, Kishnamoorthy CS. An investigation of geometric nonlinear formulations for 3D beam element. International Journal of Non-Linear Mechanics,1990,25(6): 643-662.
[96]陈政清,曾庆元,颜全胜.空间杆系结构大挠度问题内力分析的UL列式法.土木工程学报.1992,25(5)：34-44.
[97]IbrallimbegovieA.. On the choice of finite rotation parameters. Computer Methods in Applied Meehanies and Engineering.1997,149:49-71.
[98]ChungH.and GuPtaK.C.. An historieal note on finite rotations. Journal of Applied Meehanies.1989,56:139-145.
[99]IbrahimbegovieA., FreyF.and Kozarl.. Computational aspects of veetor-like Parameterization of three-dimensional finite rotations. International Journal forNumerical Methods in Engineering.1995,38:3653-3673.
[100]IbrahimbegovicA.. On FE implementation of geometrieally nonlinear Reissner's beam theory:Three-dimensional curved beam finite elements. Computer Methods in Applied Mechanics and Engineering.1995,122:11-26.
[101]SimoJ.C.andVu-Quoc L.. on the dynamics in space of rods undergoing large motions: A geometrically exact approach. Compute Methods Appl. Meeh. Engr.1988,66: 125-160.
[102]IbrahimbegovieA.. AI Mikdad M.. Finite rotations in dynamies of beams and Implicit time-stepping sehemes. Internationa Journal for Numerical Methods in Engineering.1998,41:781-814.
[103]周履,陈永春.收缩徐变.北京：中国铁道出版社.1994.
[104]陈常松.超大跨度斜拉桥施工全过程几何非线性精细分析理论及应用研究.中南大学博士学位论文.2007.
[105]吕和祥,蒋和洋.非线性有限元.北京：化学工业出版社.1992.
[106]鹫津久一郎(日).弹性和塑性力学中的变分法.老亮,郝松林译.北京：科学出版社.1984.
[107]Hill R. On constitutive inequalities for simple materials. Mech Phys Solids.1968, 16:229-243.
[108]潘永仁,悬索桥结构非线性分析理论与方法.北京：人民交通出版社.2004.
[109]宋天霞.非线性结构有限元计算.武汉：华中理工大学出版社.1996.
[110]周凌远.斜拉桥非线性理论及极限承载力研究.西南交通大学博士学位论文.2007.
[111]殷有泉.固体力学非线性有限元引论.北京：北京大学出版社,清华大学出版社.1987.
[112]匡震邦.非线性连续介质力学基础.西安：西安交通大学出版社.1987.
[113]张汝清,詹先义.非线性有线元分析.重庆：重庆大学出版社.1990.
[114]Atluri SN. Alternate stress and conjugate strain measures and mixed variational formulations involving rigid rotations for computational analysis of finitely deformed solids with application to plates and shell-I, Theory. Comput struct.1933,1:93-116.
[115]赵国文,潘毓学,沈钟英,等.机器人运动学正解的最新算法.兵工学报.1995(2)：70-73.
[116]段秀敏,赵峻彦.欧拉方向余弦矩阵在机构学中的应用.机械设计与研究.2007,23(5).
[117]周绍磊,丛源材,李娟,戴洪德,方向余弦矩阵中四元素提取算法比较.中国惯性技术学报.2008,16(4)：415-418.
[118]Hanspeter S, Junkins J L. Steregraphic Orientation Parameters for Attitude Dynamics: A Generalizationof the Rodrigues Parameters. The Journal of theAstronautical Sciences.1996,44(1):1-19.
[119]IDANM. Estimation of Rodrigues parameters f rom vector observations. IEEE Transactions on Aerospace and Electronic Systems.1996,32(2):578-586.
[120]Crassidis JL, Markley FL. Unscented filtering for spacecraft attitude estimation. Journal of Guidance Cont rol and Dynamics.2003,26(4):536-542.
[121]方群,陈记争,马卫华.广义Rodrigues参数姿态描述方法.自然科学进展.2007、7(5)：672-677.
[122]周江华,苗育红,王明海.姿态运动的Rodrigues参数描述.宇航学报,2004,25(5)：514-519.
[123]周江华,苗育红,王明海.姿态运动的Rodrigues参数描述.宇航学报,2004,25(5)：514-519.
[124]Bar-Itzhack I Y. New method for extracting the quaternion from a rotation matrix. Journal of Guidance and Control.2000,23(6):1085-1087.
[125]Bar-Itzhack I Y. Iterative optimal orthogonalization of the strapdown matrix. IEEE Transactions on Aerospace and Electronic Systems.1975,11(1):30-37.
[126]Werta J. Spacecraft attitude determination and control. Dordrecht:Reidel.1978.
[127]章仁为.卫星轨道姿态动力学与控制.北京：北京航空航天大学出版社.1998.
[128]胡亚江,杨晓梅,沙月进.大欧拉角的空间直角坐标转换方法探讨.现代测绘.2006,29(6)：10-12.
[129]GOLDSTEIN H.经典力学.第2版.陈为恂译.北京：科学出版社.1986.
[130]CAYLEYA. On the motion of rotation of a solid body. Cambridge Mathematic Journal.1843,3:224-232.
[131]施光燕,董加礼.最优化方法.北京：高等教育出版社.1999.
[132]盛昭瀚,曹忻编.最优化方法基本教程.东南大学出版社.1992.
[133]解可新,韩立兴,林友联.最优化方法.天津大学出版社.1997.
[134]ANSYS. Inc. Theory Release 5.7. USA,1998.
[135]卫星.利用ANSYS实现斜拉桥非线性分析.四川建筑科学研究.2003,29(4)：14-16.
[136]李晓斌.大跨度钢筋混凝土拱桥悬臂浇注施工控制与模型试验研究.西南交通大学博士论文.2008.
[137]刘培瑞,赵中旺.基于ANSYS的预应力混凝土斜拉桥的徐变计算.国防交通工程与技术.2007,(4)：51-53.
[138]范立础,杜国华,鲍卫刚.桥梁结构徐变次内力分析.同济大学学报.1991,19(1)：23-31.
[139]向天宇,童育强,赵人达.基于退化梁单元的混凝土结构徐变徐变分析.工程力学.2006,23(4)：140-143.
[140]张春生,梁志广,李建中.斜拉桥施工过程仿真分析.桥梁建设.2000,(2)：7-10.
[141]孙学先.悬灌施工PC弯桥梁考虑混凝土徐变增量的线形控制计算.甘肃科学学报.1999,11(2)：18-22.
[142]占玉林,向天宇,赵人达.几何非线性结构的徐变效应分析.工程力学.2006,23(7)：45-48.
[143]康为江.钢筋混凝土箱梁日照温度效应研究.湖南大学硕士学位论文.2000.
[144]谢旭,桥梁结构与地震响应分析.北京：人民交通出版社.2006.
[145]范立础.桥梁抗震.同济大学出版社.1996.
[146]何度心等.桥梁抗震计算.地震出版社.1991.
[147]李国豪.工程结构抗震动力学.上海科学技术出版社.1980.
[148]于建华,谢用九,魏泳涛.高等结构动力学.四川大学出版社.2001.
[149]范立础,胡世德,叶爱君.大跨度桥梁抗震设计.人民交通出版社.2001.
[150]韦晓等.桥梁抗震设计规范实用功率谱.同济大学学报.2000,28(1)：98-102.
[151]赵灿晖.随机地震动场多点激励下大跨度桥梁地震反应分析方法.西南交通大学学报.2002,27(3)：13-15.
[152]张亚辉,赵岩,张春宇.大跨度桥梁抗震分析的空间效应.中国铁道科学.2002,23(6)：13
[153]魏志新.桥梁主梁断面三分力系数的数值模拟研究.科技信息.2008,27：135-136.
[154]禹华谦.工程流体力学(水力学).成都：西南交通大学出版社.1999.
[155]刘志文,陈政清,胡建华,贺拴海.双幅桥面桥梁三分力系数气动干扰效应试验研 究.湖南大学学报(自然科学版).2008,、35(1)：16-20.
[156]ROWAN A I, STOYAN S, XIE J M, etal. Tacoma narrows 50 years later-wind engineering investigations for parallel bridges. Bridge Structures:Assessment, Design and Construction.2005,1(1):3-17.
[157]陈政清,牛华伟,刘志文.平行双箱梁桥面颤振稳定性试验研究.振动与冲击.2006.5(6)：54-58.
[158]Masara Matsumoto, etal. On the flutter characteristics of seprated two box girders. Wind and structures.2004,7(4):281-291.
[159]Ricciardelli F, Hangan H. Pressure distribution and aerodynamic forces on stationary box bridge sections. Wind and Structures.2001,4(5):399-412.
[160]陈英俊,于希哲.风荷载计算.北京：中国铁道出版社.1998.
[161]原学明.桥梁典型截面静分系数研究.大连理工大学硕士论文.2008.
[162]祝志文.桥梁风效应的数值方法及应用.中南大学博士学位论文.2002.
[163]王福军.计算流体动力学分析-CFD软件原理与应用.北京：清华大学出版社.2004.
[164]刘琳娜.CFD方法在大跨度桥梁气动控制措施研究中的应用.武汉理工大学硕士论文.2007.
[165]中交公路规划设计院主编.公路桥梁抗风设计规范JTG/T D60-01-2004.北京：人民交通出版社.2004.
[166]李国豪.桥梁结构稳定与振动(修订版).北京：中国铁道出版社.2002.
[167]章关永.桥梁结构试验.北京：人民交通出版社.2002.
[168]左东启.模型试验的理论和方法.北京：水利水电出版社.1984.
[169]王光钦.弹性力学.成都：西南交通大学出版社.2003.
[170]赵国藩.高等钢筋混凝土结构学.机械工业出版社.2005.