山区人行悬索桥初步设计研究
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摘要
柔性人行悬索桥具有桥面系构造简单、耗钢量低、桥梁架设和维护方便、桥型美观以及造价低等优点,它能够充分发挥高强钢丝绳抗拉强度大的特点,不需要特别高的桥塔,就可以架设大跨度的桥梁。这种桥型是旅游景点和交通不便的山区较为理想选择的桥型。广元市处于龙门山、米仓山与四川盆地低山的接合地区,地势北高南低,地形起伏大,由于广元地区特殊的地质条件,在该地区修建其他桥型如连续梁桥或拱桥不仅难度大、而且造价也很高,相对而言,与同跨径的其他桥型相比较,选择结构型式简易应川的人行悬索桥则是一种比较经济、可行的方案。
本文首先介绍了在进行人行悬索桥桥址选择时的主要内容,包括社会可行性调研和技术调研;其次,讨论了人行悬索桥设计的主要内容,包括修建人行悬索桥的材料,设计荷载,结构分析及设计等;最后本文采用非线性的有限元理论,将大跨度悬索桥的设计思想与柔性人行悬索桥的设计思想结合起来,运用大型有限元软件Ansys对120m人行悬索桥结构进行了静力分析、动力分析以及非线性分析。在静力分析中,主要探讨了柔性悬索桥的内力和变形控制,最终提出在进行结构设计时需要考虑风荷载的影响且需要设置如风缆等构造措施以抵抗风荷载对结构受力的不利影响。对于动力分析,主要探讨了这种桥型的抗震性能,采用反应谱法对结构进行了动力响应分析,得出塔墩固结体系的人行悬索桥结构采用塔身横桥向内倾且塔柱间设置中横梁的桥塔来抵抗地震对结构的不利影响。最后对结构进行了极限承载力分析,在整个分析过程中,桥塔一直处于弹性受压状态,主缆的极限荷载安全系数为1.08,说明结构的承载能力能够满足要求。
本文的最终目的是基于结构安全性、适用性、经济性和美观性的基础上,充分发挥柔性人行悬索桥的优点,为人行悬索桥的发展开拓新的领域。
Pedestrain suspension bridge structure has the concise deck. It consumes less steel products and can be easy builded and maintained. Its model is beautiful and the construction cost is low. The bridge structure can fully exert the characteristic of the high-strength steelwires which can bear greatly high tension. Such bridge has been more ideal structure system in tourist area and mountains where is poor in traffic. Guangyuan city stands at the junction of Longmen mountains, Micang mountains and low mountains of the Sichuan basin region. Its terrain is high in north and low in south, and big undulating also. To construct other bridge-types like continuous bridge or arched bridge not only difficult, but cost is also high for the special geological conditions in Guangyuan region. Relatively, It's more economical and feasible solution to choose the type of pedestrain suspension bridge relative to the same span of other bridge-types.
Firstly, this article introduces the main contents during the pedestrain suspension bridge site selection, including social feasibility survey and technical survey. Secondly, this article discusses the main contents about pedestrain suspension bridge design, including building materials, design load, structural analysis and design, etc.; Finally, this article uses non-linear finite element theory, and unites the design methods of long-span suspension bridge and pedestrain suspension bridge. This article uses large-scale finite element software Ansys for structural static analysis, dynamic analysis and non-linear analysis. In the static anslysis, the article mainly discusses the internal force and deformation control, and finally proposed the impact of wind loads during structural design and setting structural measures such as wind cables to counteract the adverse effects of the force by wind load. Regarding the dynamic analysis, this article mainly discusses the earthquake resistant behavior of this bridge-type, useing response spectrum methods to analyses dynamic response of pedestrain suspension bridge, in order to resist the adverse effects of earthquakes on structures the type of tower which the pylon cross-bridge tilts inward and setting middle cross beam has been proposed. Finally, this article conductes the ultimate load bearing capacity anaylsis of pedestrain suspension bridge, throughout the analysis process, the towers has been in a state of elastic compression, the ultimate load bearing capacity safety factor of main cable is 1.08, which indicated that the capacityof the structure meets the requirements.
The high aspiration is that this article can fully exert the merits of suspension foorbridge and develop the new domain of the development in pedestrain suspension bridge based on satitsfing security, applicability, economy and artistry.
本文首先介绍了在进行人行悬索桥桥址选择时的主要内容,包括社会可行性调研和技术调研;其次,讨论了人行悬索桥设计的主要内容,包括修建人行悬索桥的材料,设计荷载,结构分析及设计等;最后本文采用非线性的有限元理论,将大跨度悬索桥的设计思想与柔性人行悬索桥的设计思想结合起来,运用大型有限元软件Ansys对120m人行悬索桥结构进行了静力分析、动力分析以及非线性分析。在静力分析中,主要探讨了柔性悬索桥的内力和变形控制,最终提出在进行结构设计时需要考虑风荷载的影响且需要设置如风缆等构造措施以抵抗风荷载对结构受力的不利影响。对于动力分析,主要探讨了这种桥型的抗震性能,采用反应谱法对结构进行了动力响应分析,得出塔墩固结体系的人行悬索桥结构采用塔身横桥向内倾且塔柱间设置中横梁的桥塔来抵抗地震对结构的不利影响。最后对结构进行了极限承载力分析,在整个分析过程中,桥塔一直处于弹性受压状态,主缆的极限荷载安全系数为1.08,说明结构的承载能力能够满足要求。
本文的最终目的是基于结构安全性、适用性、经济性和美观性的基础上,充分发挥柔性人行悬索桥的优点,为人行悬索桥的发展开拓新的领域。
Pedestrain suspension bridge structure has the concise deck. It consumes less steel products and can be easy builded and maintained. Its model is beautiful and the construction cost is low. The bridge structure can fully exert the characteristic of the high-strength steelwires which can bear greatly high tension. Such bridge has been more ideal structure system in tourist area and mountains where is poor in traffic. Guangyuan city stands at the junction of Longmen mountains, Micang mountains and low mountains of the Sichuan basin region. Its terrain is high in north and low in south, and big undulating also. To construct other bridge-types like continuous bridge or arched bridge not only difficult, but cost is also high for the special geological conditions in Guangyuan region. Relatively, It's more economical and feasible solution to choose the type of pedestrain suspension bridge relative to the same span of other bridge-types.
Firstly, this article introduces the main contents during the pedestrain suspension bridge site selection, including social feasibility survey and technical survey. Secondly, this article discusses the main contents about pedestrain suspension bridge design, including building materials, design load, structural analysis and design, etc.; Finally, this article uses non-linear finite element theory, and unites the design methods of long-span suspension bridge and pedestrain suspension bridge. This article uses large-scale finite element software Ansys for structural static analysis, dynamic analysis and non-linear analysis. In the static anslysis, the article mainly discusses the internal force and deformation control, and finally proposed the impact of wind loads during structural design and setting structural measures such as wind cables to counteract the adverse effects of the force by wind load. Regarding the dynamic analysis, this article mainly discusses the earthquake resistant behavior of this bridge-type, useing response spectrum methods to analyses dynamic response of pedestrain suspension bridge, in order to resist the adverse effects of earthquakes on structures the type of tower which the pylon cross-bridge tilts inward and setting middle cross beam has been proposed. Finally, this article conductes the ultimate load bearing capacity anaylsis of pedestrain suspension bridge, throughout the analysis process, the towers has been in a state of elastic compression, the ultimate load bearing capacity safety factor of main cable is 1.08, which indicated that the capacityof the structure meets the requirements.
The high aspiration is that this article can fully exert the merits of suspension foorbridge and develop the new domain of the development in pedestrain suspension bridge based on satitsfing security, applicability, economy and artistry.
引文
[1]周梦波.悬索桥手册[M].北京:人民交通出版社,2003.
[2]雷俊卿,钱冬生.大跨度桥梁结构理论与应用[M].北京:清华大学出版社,北京交通大学出版社,2007.
[3]铁道部大桥工程局桥梁科学研究所.悬索桥[M].北京:科学技术文献出版社,1996.
[4]严国敏.现代悬索桥[M].北京:人民交通出版社,2002.
[5]A.O.John,P.B.David.Self.anchored suspension bridges[J].Bridge Engineering,1999,4(3):151-156.
[6]颜娟.自锚式悬索桥[J].国外桥梁,2002(1):19-22.
[7]楼庄鸿.自锚式悬索桥[J].中外公路,2002,22(3):49-51.
[8]张哲,窦鹏,石磊,等.自锚式悬索桥的发展综述[J].世界桥梁,2003(1):5-9.
[9]张元凯,肖汝诚,金成棣.自锚式悬索桥的概念设计[J].公路,2002(11):46-49.
[10]张元凯,肖汝诚,金成棣.自锚式悬索桥的设计[J].桥梁建设,2002(5):30-32.
[11]雷俊卿,郑明珠,徐恭义.悬索桥设计[M].北京:人民交通出版社,2002.
[12]周新年,郑丽凤,冯建祥,等.柔性悬索桥设计理论及其研究Ⅰ.福建省简易柔性悬索桥分析研究[J].福建林业科技,2000,27(4):1-5.
[13]Pugsley,A.G..The Theory of Suspension Bridge[M].London:Edward Arnold,1957.
[14]F.Bleich.Die Berechnung Verankerter Hangebrucken[M].J.Springer,Berlin:1935
[15]William John Macquorn Rankine,W.J.Millar.A Manual of Applied Mechanics[M].London:Charles Griffin and Company,Ltd.1858.
[16]D.B.Steinman.A Practical Treatise on Suspension Bridges,their design,construction and erection[M].2~(nd) Ed New York:Wiley,1929.
[17]J.Melan.D.B.Steinman.Theory of Arches and Suspension Bridges[M].Chicago,Clark Pub.Co,1913.
[18]D.B.Steinman.A Generalized Deflection Theory for Suspension Bridges[J].Trans.ASCE.1934,1133-1170.
[19]S.Timoshenko.Steifigkeit yon H(a|¨)ngebr(u|¨)cken[J].Z.angew.Math.Mech,1928,8:1-10.
[20]M.T.Godard.Recherches sur le calcul de la resistance des tabliers des ponts suspendus[J].Ann.Pantset chausses,1894.
[21]Heinrich Neukrich.Berechnung der H(a|¨)ngebr(u|¨)cke bei Ber(u|¨)chsichtigung der Verformung des Kabels[J].Ingenleur.Archiv.1936(7):140-155.
[22]Heinrich Neukrich.Angen(a|¨)herte Berechnung der H(a|¨)ngebr(u|¨)cke unter Ber(u|¨)cksichtigung ihre Verformung[J].Der Stahlbau.1936(9).
[23]K.H.Lie.Praktische Berechnung vor H(a|¨)ngebr(u|¨)cken nach der Theorie Ⅱ.Ordnung[J].Der Stahlbau,1941(14).65-78.
[24]R.Atkinson,R.V.Southwell.On the problem of Stiffened Suspension Bridge,and its Treatment by Relaxation method[J].ICE,1939(12):453-456.
[25]李国豪.桥梁与结构理论研究[M].上海:上海科学技术文献出版社,1983.
[26]C.D.Crosthwaite.Analysis of the long span suspension bridge[C].3~(rd) Congress IABSE,1948.
[27]A.G.Pugsley.A flexibility coefficient approach to suspension bridge theory[J].ICE.,1949(32):226-229.
[28]H.Moppert.Statische und dynamische Berechnung erd.verankerter H(a|¨)ngebr(u|¨)cken mit Hilfe von Greenschen Funktionen und Integralgleichungen[J].Veroffentlichrugen des Deutschen Stahlbau.Verbandes,Heft.1955(9).
[29]M.Esslinger.Suspension Bridge Design Calculated by Electric Computer[J].Acier.Stahl.Steel,1955,5(27):223-230.
[30]陈仁福.大跨悬索桥理论[M].成都:西南交通大学出版社,1994.
[31]D.M.Brotten,N.M.Williamson,M.Millar.The Solution of Suspension Bridge Problems by Digital Computers-Part 1[J].Structural Engineering,1963,4(41):121-126.
[32]D.M.Brotten.A General Computer Program for the Solution of Suspension Bridge Problems[J].Structural Engineering,1966,5(44):161-167.
[33]A.S.Saafan.Theoretical Analysis of Suspension Bridges[J].ASCE,1966,92(4):1-11.
[34]S.S.Tezcan.Stiffness Analysis of Suspension Bridges by Iteration[C].Symposium on Suspension Bridges,Lisbon,1966.
[35]J.F.Borges,C.S.Lima,E.R.Arantes e Oliveira.Matrix Analysis of Suspension Bridges[C].Symposium on the Use of Computers in Civil Engineering,Lisbon,1962.
[36]J.F.Borges,C.S.Lima,E.R.Arantes e Oliveira.Studies concerning the Structural Solution and the Design Method adopted for the Tagus River Suspension Bridge[C].Symposium on Suspension Bridges,Lisbon,1966.
[37]C.F.P.Bowen,T.M.Charlton.A Note on the Approximate Analysis of Suspension Bridges[J].Structural Engineering,1967(45).
[38]T.Janiszewski.Suspender tension method for Bridge Analysis[J].ASCE,1967(93):567-598.
[39]T.Fukuda.Analysis of Multispan Suspension Bridges[J].ASCE,1967(93):90-103.
[40]T.Fukuda.Analysis of Longitudinally Loaded Suspension Bridges[J].ASCE,1968(94):63-86.
[41]H.H.West,A.R.Robinson.Continuous Method of Suspension Bridge Analysis[J].ASCE,1968(14).
[42]W.C.Knudson.Static and dynamic analysis of cable net structures[D].University of California,Berkely,California,1971.
[43]K.J.Bathe,S.Bolourchi.Large displacement analysis of three.dimensional beam structures[J].Int.J.Num.Meth.Eng.,1979(14):961-986.
[44]K.J.Bathe,E.Ramm,E.L.Wilson.Finite element formulations for large deformation dynamic analysis[J].Int.J.Num.Meth.Eng.,1975(9):353-386.
[45]J.F.Fleming.Nonlinear static analysis of cable stayed bridge structures[J].Computers & Structures,1979(10).
[46]金问鲁.悬挂结构计算理论[M].杭州:浙江科学技术出版社,1981.
[47]单圣涤,李飞云,陈洁余,等.索曲线理论及其应用[M].长沙:湖南科学技术出版社.1983.
[48]A.S.Nazmy,A.Abdel.Ghaffar.Three.dimensional nonlinear static analysis of cable stayed bridges[J].Computers & Structures,1990,34(2).
[49]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[J].土木工程学报,1992,25(5):34-44.
[50]潘家英,程庆国.大跨度悬索桥有限位移分析[J].土木工程学报.1994,27(1):1-10.
[51]黄文,李明瑞,黄文彬.杆系结构的几何非线性分析--Ⅰ.三维问题[J].计算结构力学及其应用,1995,12(2):133-141.
[52]J.S.Sandhu,K.A.Stevens,G.A.O.Davies.A 3.D,co.rotational,curved and twisted beam element[J].Computers & Structures,1990,35(1):69-79.
[53]M.A.Crisfield.A consistent co.rotational formulation for non.linear,three.dimensional,beam.elements[J].Computer Methods in Applied Mechanics and Engineering,1990(81):131-150.
[54]L.H.Teh,M.J.Clarke.Co.rotational and Lagrangian formulations for elastic three.dimensional beam finite elements[J].Constructional Steel Research,1998(48):123-144.
[55]H.B.Jayaraman,W.C.Knudson.A curved element for the analysis of cable structures[J].Computers & Structures,1981(14):325-333.
[56]M.L.Gambhir,B.Batchelor.A finite element for 3.D prestressed cable nets[J].Int.J.Num.Meth.Engrg.,1986,6(1):17-34.
[57]Tang Jianmin,Shen Zuyan,Qian Ruojun.A nonlinear finite element method with five.node curved element for analysis of cable structures[C].Proceedings of IASS International Symposium,Milano,Italy,1995(2):929-935.
[58]袁行飞,董石麟.二节点曲线索单元非线性分析[J].工程力学,1999,16(4):59-64.
[59]杨孟刚,陈政清.基于U.L列式的两节点悬链线索元非线性有限元分析[J].土木工程学报,2003,36(8):63-68.
[60]王晓.自锚式悬索桥空间主缆系统计算与静风稳定性分析[D].长沙:湖南大学硕士学位论文,2008.5.指导老师:李寿英副教授,陈政清教授.
[61]L.S.Moisseiff,F.Lienhard.Suspension Bridges under the Action of Lateral Force[J].ASCE,1933,(58):1080-1141.
[62]A.Selberg.Berechnung des Verhaltens von H(a|¨)ngebr(u|¨)cken unter Windbelastung[J].Der Stahlbau,1946(14).
[63]F.W.Waltking.H(a|¨)ngebr(u|¨)cken unter Statischem Wind[J].Der Bauingenieur,1950(25).
[64]B.Topaloff.Station(a|¨)rer Winddruck auf H(a|¨)ngebr(u|¨)cken[J].Der Stahlbau,1954(23).
[65]C.Z.Erzen.Lateral Bending of Suspension Bridges[J].ASCE,1955(81).
[66]T.Fukuda.Multispan Suspension Bridges under Lateral Load[J].ASCE,1968(34).
[67]A.H.Gursoy.Lateral Wind on Side Spans of Suspension Bridges[J].ASCE,1968(94):2399-2410.
[68]小西一郎.钢桥(第五分册)[M].戴振潘译.北京:人民铁道出版社,1981.
[69]N.S.Sih.Torsional Analysis for Suspension Bridges[J].Structural Division,ASCE,1957(83).
[70]A.Hawranek,O.Steinhardt.Theorie und Berechnung der Stahlbr(u|¨)cken[M].German:Springer,1958.
[71]American Association of State Highway and Transportation Officials.Subcommittee on Bridges and Structures.Guide specifications for design of pedestrian bridges[S].Washington,D.C:AASHTO,1997.
[72]HMG,TBSSP/Helvetas.Short.Span Trail Bridge Standard:Suspension IS].Nepal:SKAT,2003.
[73]Light Bridge Manual[S].Australia:Outdoor Structures Australia,2001.
[74]Footbridges in the countryside.Design and construction[S].Perth:commissioned by the Countryside Commission for Scotland,1981.
[75]Emmanuel V Chipuru.Guidelines for the Design and Construction of Suspension Footbridges[S].Harare,Zimbabwe:ILO/ASIST,2000.
[76]蒋爵光.铁路工程地质学[M].北京:中国铁道出版社,1991.
[77]黄绍金,刘陌生.现代索道桥[M].北京:人民交通出版社.,2004.
[78]T.J.Lu,Z.Z.Zou,J.Liu.et al.Coordinate calculation of hanging points for the main cable of suspension bridges[C].Progress in Structural Engineering,Mechanics and Computation.2004:353-357.
[79]肖海波,余亚南,高庆丰.自锚式悬索桥主缆成桥线形分析[J].浙江大学学报(工学版),2004,38(11):1470-1473.
[80]谭冬莲.大跨径自锚式悬索桥合理成桥状态的确定方法[J].中国公路学报,2005,18(2):51-55.
[81]檀永刚,张哲,黄才良.一种自锚式悬索桥主缆线形的解析法[J].公路交通科技,2007.24(1):88-90,98.
[82]唐茂林,沈锐利,强士中.大跨度悬索桥丝股架设线形计算的精确方法[J].西南交通 大学学报,2001,36(3):303-307.
[83]梁秦红.山区大跨度悬索桥特点分析[J].硅谷,2009(9):82.
[84]雷俊卿,郑明珠,徐恭义.悬索桥设计[M].北京:人民交通出版社,2002.
[85]周远棣,徐君兰.钢桥[M].北京:人民交通出版社.1990.
[86]向中富,徐君兰.悬索桥施工控制分析的恒定无应力索长迭代法[J].重庆交通学院学报,2000,19(3):16-21.
[87]沈锐利.悬索桥主缆系统设计及架设计算方法研究[J].土木工程学报,1996,29(2):3-9.
[88]李小珍,强士中.悬索桥主缆空缆状态的线形分析[J].重庆交通学院学报,1999,18(3):7-13.
[89]李富文,沈锐利.悬索桥的非线性静力分析[J].桥梁建设,1989.
[90]Peery.D.J.An Influence Line Analysis for Suspension Bridge[J].ASCE.80.1954.
[91]陈宝春.桥梁工程[M].北京:人民交通出版社,2009.
[92]唐茂林,沈锐利.悬索桥索鞍位置设计[J].公路交通科技.2001,18(4):55-57.
[93]唐茂林,强士中,宁晓骏.悬索桥索鞍理论位置的精确计算[C].工程力学,1999,3(3).
[94]郑丽凤,周新年,冯建祥,等.柔性吊桥设计理论及其应用研究Ⅲ.简易柔性悬索桥主索张力的研究[J].福建林学院学报,2001,21(2):105-108.
[95]杨昀.悬索桥桥塔设计研究[J].公路交通科技,1994,11(3):11-16.
[96]郑碧仿.悬索桥隧道式复合锚碇的设计与施工[J].石家庄铁道学院学报,2005,3(1 8):44-46.
[97]中华人民共和国交通部.公路桥涵设计规范(合订本)[M].北京:人民交通出版社.1995.
[98]Pelikan,W.Esslinger,M.Die stahlfahrbahn berechnung und konstruktion[M].M.A.N.forsch Heft,1957.
[99]张立明.Algor、Ansys在桥梁工程中的应用方法与实例[M].北京:人民交通出版社,2005.
[100]小西一郎.钢桥(第一分册)[M].戴振潘译.北京:人民铁道出版社,1981.
[101]王解军,杨文华,刘光栋.大跨悬索桥的几何非线性分析[J].湖南大学学报,1998,25(3):70-73.
[102]田启贤.悬索桥非线性结构分析[J].桥梁建设,1998(2).
[103]重庆交通科研设计院.公路桥梁抗震设计细则JTG/T B02-01-2008[S].北京:人民交通出版社,2008.
[104]范立础.桥梁抗震[M].上海:同济大学出版社,1997.
[105]陈海滨.桁式钢管混凝土拱桥极限承载能力研究[D].杭州:浙江大学硕士学位论文,2006.指导老师:谢旭教授.
[106]凌道盛,徐兴.非线性有限元及程序[M].杭州:浙江大学出版社,2004.
[107]过镇海.混凝土的强度和本构关系-原理和应用[M].北京:中国建筑工业出版社,2004.
[108]赵瑾.几种平面应变加载路径下混凝土本构关系的试验研究[D].北京:北京交通大学硕士学位论文,2006.指导老师:王哲副研究员.
[109]刘小敏,王华,杨萌,等.混凝土本构关系研究现状及发展[J].河南科技大学学报(自然科学版),2004(5):58-61.
[110]熊猛,李岗.简析混凝土本构关系模型[J].广西大学学报(自然科学版),2002年增刊,170-172.
[111]景林海,夏祖讽,洪善桃.混凝土的本构关系及其应用[J].结构工程师,2004(6):20-24.
[112]韩林海,冯九斌.混凝土的本构关系模型及其在钢管混凝土数值分析中的应用[J].哈尔滨建筑大学学报,1995,25(5):26-32.
[113]康清梁.钢筋混凝土有限元分析[M].北京:中国水利水电出版社,1996.
[114]巫昌海,汪基伟,夏颂佑.混凝土三维正交弥散裂缝模型[J].河海大学学报,1999,27(5):17-20.
[115]何政,欧进萍.钢筋混凝土结构非线性分析[M].哈尔滨:哈尔滨工业大学出版社,2006
[116]中国建筑研究院.混凝土结构设计规范(GB 50010--2002)[S].北京:中国建筑工业出版社,2004.
[117]邱文亮.自锚式悬索桥非线性分析与试验研究[D].大连:大连理工大学博士学位论文,2004.指导老师:张哲教授.
[118]黄吉锋.钢筋混凝土结构非线性有限元分析及有限单元构造方法的研究[D].中国建筑科学研究院博士学位论文,2001.指导老师:何广乾研究员,魏文郎研究员.
[119]卢明奇.钢管混凝土结构三维非线性有限元分析和设计理论的研究[D].天津:天津大学博士学位论文,2005.指导老师:王铁成教授.
[120]BATHE KJ.Finite Element Procedures in Engineering Analysis[M].New Jersey:Pretice.Hall Inc.1982.
[2]雷俊卿,钱冬生.大跨度桥梁结构理论与应用[M].北京:清华大学出版社,北京交通大学出版社,2007.
[3]铁道部大桥工程局桥梁科学研究所.悬索桥[M].北京:科学技术文献出版社,1996.
[4]严国敏.现代悬索桥[M].北京:人民交通出版社,2002.
[5]A.O.John,P.B.David.Self.anchored suspension bridges[J].Bridge Engineering,1999,4(3):151-156.
[6]颜娟.自锚式悬索桥[J].国外桥梁,2002(1):19-22.
[7]楼庄鸿.自锚式悬索桥[J].中外公路,2002,22(3):49-51.
[8]张哲,窦鹏,石磊,等.自锚式悬索桥的发展综述[J].世界桥梁,2003(1):5-9.
[9]张元凯,肖汝诚,金成棣.自锚式悬索桥的概念设计[J].公路,2002(11):46-49.
[10]张元凯,肖汝诚,金成棣.自锚式悬索桥的设计[J].桥梁建设,2002(5):30-32.
[11]雷俊卿,郑明珠,徐恭义.悬索桥设计[M].北京:人民交通出版社,2002.
[12]周新年,郑丽凤,冯建祥,等.柔性悬索桥设计理论及其研究Ⅰ.福建省简易柔性悬索桥分析研究[J].福建林业科技,2000,27(4):1-5.
[13]Pugsley,A.G..The Theory of Suspension Bridge[M].London:Edward Arnold,1957.
[14]F.Bleich.Die Berechnung Verankerter Hangebrucken[M].J.Springer,Berlin:1935
[15]William John Macquorn Rankine,W.J.Millar.A Manual of Applied Mechanics[M].London:Charles Griffin and Company,Ltd.1858.
[16]D.B.Steinman.A Practical Treatise on Suspension Bridges,their design,construction and erection[M].2~(nd) Ed New York:Wiley,1929.
[17]J.Melan.D.B.Steinman.Theory of Arches and Suspension Bridges[M].Chicago,Clark Pub.Co,1913.
[18]D.B.Steinman.A Generalized Deflection Theory for Suspension Bridges[J].Trans.ASCE.1934,1133-1170.
[19]S.Timoshenko.Steifigkeit yon H(a|¨)ngebr(u|¨)cken[J].Z.angew.Math.Mech,1928,8:1-10.
[20]M.T.Godard.Recherches sur le calcul de la resistance des tabliers des ponts suspendus[J].Ann.Pantset chausses,1894.
[21]Heinrich Neukrich.Berechnung der H(a|¨)ngebr(u|¨)cke bei Ber(u|¨)chsichtigung der Verformung des Kabels[J].Ingenleur.Archiv.1936(7):140-155.
[22]Heinrich Neukrich.Angen(a|¨)herte Berechnung der H(a|¨)ngebr(u|¨)cke unter Ber(u|¨)cksichtigung ihre Verformung[J].Der Stahlbau.1936(9).
[23]K.H.Lie.Praktische Berechnung vor H(a|¨)ngebr(u|¨)cken nach der Theorie Ⅱ.Ordnung[J].Der Stahlbau,1941(14).65-78.
[24]R.Atkinson,R.V.Southwell.On the problem of Stiffened Suspension Bridge,and its Treatment by Relaxation method[J].ICE,1939(12):453-456.
[25]李国豪.桥梁与结构理论研究[M].上海:上海科学技术文献出版社,1983.
[26]C.D.Crosthwaite.Analysis of the long span suspension bridge[C].3~(rd) Congress IABSE,1948.
[27]A.G.Pugsley.A flexibility coefficient approach to suspension bridge theory[J].ICE.,1949(32):226-229.
[28]H.Moppert.Statische und dynamische Berechnung erd.verankerter H(a|¨)ngebr(u|¨)cken mit Hilfe von Greenschen Funktionen und Integralgleichungen[J].Veroffentlichrugen des Deutschen Stahlbau.Verbandes,Heft.1955(9).
[29]M.Esslinger.Suspension Bridge Design Calculated by Electric Computer[J].Acier.Stahl.Steel,1955,5(27):223-230.
[30]陈仁福.大跨悬索桥理论[M].成都:西南交通大学出版社,1994.
[31]D.M.Brotten,N.M.Williamson,M.Millar.The Solution of Suspension Bridge Problems by Digital Computers-Part 1[J].Structural Engineering,1963,4(41):121-126.
[32]D.M.Brotten.A General Computer Program for the Solution of Suspension Bridge Problems[J].Structural Engineering,1966,5(44):161-167.
[33]A.S.Saafan.Theoretical Analysis of Suspension Bridges[J].ASCE,1966,92(4):1-11.
[34]S.S.Tezcan.Stiffness Analysis of Suspension Bridges by Iteration[C].Symposium on Suspension Bridges,Lisbon,1966.
[35]J.F.Borges,C.S.Lima,E.R.Arantes e Oliveira.Matrix Analysis of Suspension Bridges[C].Symposium on the Use of Computers in Civil Engineering,Lisbon,1962.
[36]J.F.Borges,C.S.Lima,E.R.Arantes e Oliveira.Studies concerning the Structural Solution and the Design Method adopted for the Tagus River Suspension Bridge[C].Symposium on Suspension Bridges,Lisbon,1966.
[37]C.F.P.Bowen,T.M.Charlton.A Note on the Approximate Analysis of Suspension Bridges[J].Structural Engineering,1967(45).
[38]T.Janiszewski.Suspender tension method for Bridge Analysis[J].ASCE,1967(93):567-598.
[39]T.Fukuda.Analysis of Multispan Suspension Bridges[J].ASCE,1967(93):90-103.
[40]T.Fukuda.Analysis of Longitudinally Loaded Suspension Bridges[J].ASCE,1968(94):63-86.
[41]H.H.West,A.R.Robinson.Continuous Method of Suspension Bridge Analysis[J].ASCE,1968(14).
[42]W.C.Knudson.Static and dynamic analysis of cable net structures[D].University of California,Berkely,California,1971.
[43]K.J.Bathe,S.Bolourchi.Large displacement analysis of three.dimensional beam structures[J].Int.J.Num.Meth.Eng.,1979(14):961-986.
[44]K.J.Bathe,E.Ramm,E.L.Wilson.Finite element formulations for large deformation dynamic analysis[J].Int.J.Num.Meth.Eng.,1975(9):353-386.
[45]J.F.Fleming.Nonlinear static analysis of cable stayed bridge structures[J].Computers & Structures,1979(10).
[46]金问鲁.悬挂结构计算理论[M].杭州:浙江科学技术出版社,1981.
[47]单圣涤,李飞云,陈洁余,等.索曲线理论及其应用[M].长沙:湖南科学技术出版社.1983.
[48]A.S.Nazmy,A.Abdel.Ghaffar.Three.dimensional nonlinear static analysis of cable stayed bridges[J].Computers & Structures,1990,34(2).
[49]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[J].土木工程学报,1992,25(5):34-44.
[50]潘家英,程庆国.大跨度悬索桥有限位移分析[J].土木工程学报.1994,27(1):1-10.
[51]黄文,李明瑞,黄文彬.杆系结构的几何非线性分析--Ⅰ.三维问题[J].计算结构力学及其应用,1995,12(2):133-141.
[52]J.S.Sandhu,K.A.Stevens,G.A.O.Davies.A 3.D,co.rotational,curved and twisted beam element[J].Computers & Structures,1990,35(1):69-79.
[53]M.A.Crisfield.A consistent co.rotational formulation for non.linear,three.dimensional,beam.elements[J].Computer Methods in Applied Mechanics and Engineering,1990(81):131-150.
[54]L.H.Teh,M.J.Clarke.Co.rotational and Lagrangian formulations for elastic three.dimensional beam finite elements[J].Constructional Steel Research,1998(48):123-144.
[55]H.B.Jayaraman,W.C.Knudson.A curved element for the analysis of cable structures[J].Computers & Structures,1981(14):325-333.
[56]M.L.Gambhir,B.Batchelor.A finite element for 3.D prestressed cable nets[J].Int.J.Num.Meth.Engrg.,1986,6(1):17-34.
[57]Tang Jianmin,Shen Zuyan,Qian Ruojun.A nonlinear finite element method with five.node curved element for analysis of cable structures[C].Proceedings of IASS International Symposium,Milano,Italy,1995(2):929-935.
[58]袁行飞,董石麟.二节点曲线索单元非线性分析[J].工程力学,1999,16(4):59-64.
[59]杨孟刚,陈政清.基于U.L列式的两节点悬链线索元非线性有限元分析[J].土木工程学报,2003,36(8):63-68.
[60]王晓.自锚式悬索桥空间主缆系统计算与静风稳定性分析[D].长沙:湖南大学硕士学位论文,2008.5.指导老师:李寿英副教授,陈政清教授.
[61]L.S.Moisseiff,F.Lienhard.Suspension Bridges under the Action of Lateral Force[J].ASCE,1933,(58):1080-1141.
[62]A.Selberg.Berechnung des Verhaltens von H(a|¨)ngebr(u|¨)cken unter Windbelastung[J].Der Stahlbau,1946(14).
[63]F.W.Waltking.H(a|¨)ngebr(u|¨)cken unter Statischem Wind[J].Der Bauingenieur,1950(25).
[64]B.Topaloff.Station(a|¨)rer Winddruck auf H(a|¨)ngebr(u|¨)cken[J].Der Stahlbau,1954(23).
[65]C.Z.Erzen.Lateral Bending of Suspension Bridges[J].ASCE,1955(81).
[66]T.Fukuda.Multispan Suspension Bridges under Lateral Load[J].ASCE,1968(34).
[67]A.H.Gursoy.Lateral Wind on Side Spans of Suspension Bridges[J].ASCE,1968(94):2399-2410.
[68]小西一郎.钢桥(第五分册)[M].戴振潘译.北京:人民铁道出版社,1981.
[69]N.S.Sih.Torsional Analysis for Suspension Bridges[J].Structural Division,ASCE,1957(83).
[70]A.Hawranek,O.Steinhardt.Theorie und Berechnung der Stahlbr(u|¨)cken[M].German:Springer,1958.
[71]American Association of State Highway and Transportation Officials.Subcommittee on Bridges and Structures.Guide specifications for design of pedestrian bridges[S].Washington,D.C:AASHTO,1997.
[72]HMG,TBSSP/Helvetas.Short.Span Trail Bridge Standard:Suspension IS].Nepal:SKAT,2003.
[73]Light Bridge Manual[S].Australia:Outdoor Structures Australia,2001.
[74]Footbridges in the countryside.Design and construction[S].Perth:commissioned by the Countryside Commission for Scotland,1981.
[75]Emmanuel V Chipuru.Guidelines for the Design and Construction of Suspension Footbridges[S].Harare,Zimbabwe:ILO/ASIST,2000.
[76]蒋爵光.铁路工程地质学[M].北京:中国铁道出版社,1991.
[77]黄绍金,刘陌生.现代索道桥[M].北京:人民交通出版社.,2004.
[78]T.J.Lu,Z.Z.Zou,J.Liu.et al.Coordinate calculation of hanging points for the main cable of suspension bridges[C].Progress in Structural Engineering,Mechanics and Computation.2004:353-357.
[79]肖海波,余亚南,高庆丰.自锚式悬索桥主缆成桥线形分析[J].浙江大学学报(工学版),2004,38(11):1470-1473.
[80]谭冬莲.大跨径自锚式悬索桥合理成桥状态的确定方法[J].中国公路学报,2005,18(2):51-55.
[81]檀永刚,张哲,黄才良.一种自锚式悬索桥主缆线形的解析法[J].公路交通科技,2007.24(1):88-90,98.
[82]唐茂林,沈锐利,强士中.大跨度悬索桥丝股架设线形计算的精确方法[J].西南交通 大学学报,2001,36(3):303-307.
[83]梁秦红.山区大跨度悬索桥特点分析[J].硅谷,2009(9):82.
[84]雷俊卿,郑明珠,徐恭义.悬索桥设计[M].北京:人民交通出版社,2002.
[85]周远棣,徐君兰.钢桥[M].北京:人民交通出版社.1990.
[86]向中富,徐君兰.悬索桥施工控制分析的恒定无应力索长迭代法[J].重庆交通学院学报,2000,19(3):16-21.
[87]沈锐利.悬索桥主缆系统设计及架设计算方法研究[J].土木工程学报,1996,29(2):3-9.
[88]李小珍,强士中.悬索桥主缆空缆状态的线形分析[J].重庆交通学院学报,1999,18(3):7-13.
[89]李富文,沈锐利.悬索桥的非线性静力分析[J].桥梁建设,1989.
[90]Peery.D.J.An Influence Line Analysis for Suspension Bridge[J].ASCE.80.1954.
[91]陈宝春.桥梁工程[M].北京:人民交通出版社,2009.
[92]唐茂林,沈锐利.悬索桥索鞍位置设计[J].公路交通科技.2001,18(4):55-57.
[93]唐茂林,强士中,宁晓骏.悬索桥索鞍理论位置的精确计算[C].工程力学,1999,3(3).
[94]郑丽凤,周新年,冯建祥,等.柔性吊桥设计理论及其应用研究Ⅲ.简易柔性悬索桥主索张力的研究[J].福建林学院学报,2001,21(2):105-108.
[95]杨昀.悬索桥桥塔设计研究[J].公路交通科技,1994,11(3):11-16.
[96]郑碧仿.悬索桥隧道式复合锚碇的设计与施工[J].石家庄铁道学院学报,2005,3(1 8):44-46.
[97]中华人民共和国交通部.公路桥涵设计规范(合订本)[M].北京:人民交通出版社.1995.
[98]Pelikan,W.Esslinger,M.Die stahlfahrbahn berechnung und konstruktion[M].M.A.N.forsch Heft,1957.
[99]张立明.Algor、Ansys在桥梁工程中的应用方法与实例[M].北京:人民交通出版社,2005.
[100]小西一郎.钢桥(第一分册)[M].戴振潘译.北京:人民铁道出版社,1981.
[101]王解军,杨文华,刘光栋.大跨悬索桥的几何非线性分析[J].湖南大学学报,1998,25(3):70-73.
[102]田启贤.悬索桥非线性结构分析[J].桥梁建设,1998(2).
[103]重庆交通科研设计院.公路桥梁抗震设计细则JTG/T B02-01-2008[S].北京:人民交通出版社,2008.
[104]范立础.桥梁抗震[M].上海:同济大学出版社,1997.
[105]陈海滨.桁式钢管混凝土拱桥极限承载能力研究[D].杭州:浙江大学硕士学位论文,2006.指导老师:谢旭教授.
[106]凌道盛,徐兴.非线性有限元及程序[M].杭州:浙江大学出版社,2004.
[107]过镇海.混凝土的强度和本构关系-原理和应用[M].北京:中国建筑工业出版社,2004.
[108]赵瑾.几种平面应变加载路径下混凝土本构关系的试验研究[D].北京:北京交通大学硕士学位论文,2006.指导老师:王哲副研究员.
[109]刘小敏,王华,杨萌,等.混凝土本构关系研究现状及发展[J].河南科技大学学报(自然科学版),2004(5):58-61.
[110]熊猛,李岗.简析混凝土本构关系模型[J].广西大学学报(自然科学版),2002年增刊,170-172.
[111]景林海,夏祖讽,洪善桃.混凝土的本构关系及其应用[J].结构工程师,2004(6):20-24.
[112]韩林海,冯九斌.混凝土的本构关系模型及其在钢管混凝土数值分析中的应用[J].哈尔滨建筑大学学报,1995,25(5):26-32.
[113]康清梁.钢筋混凝土有限元分析[M].北京:中国水利水电出版社,1996.
[114]巫昌海,汪基伟,夏颂佑.混凝土三维正交弥散裂缝模型[J].河海大学学报,1999,27(5):17-20.
[115]何政,欧进萍.钢筋混凝土结构非线性分析[M].哈尔滨:哈尔滨工业大学出版社,2006
[116]中国建筑研究院.混凝土结构设计规范(GB 50010--2002)[S].北京:中国建筑工业出版社,2004.
[117]邱文亮.自锚式悬索桥非线性分析与试验研究[D].大连:大连理工大学博士学位论文,2004.指导老师:张哲教授.
[118]黄吉锋.钢筋混凝土结构非线性有限元分析及有限单元构造方法的研究[D].中国建筑科学研究院博士学位论文,2001.指导老师:何广乾研究员,魏文郎研究员.
[119]卢明奇.钢管混凝土结构三维非线性有限元分析和设计理论的研究[D].天津:天津大学博士学位论文,2005.指导老师:王铁成教授.
[120]BATHE KJ.Finite Element Procedures in Engineering Analysis[M].New Jersey:Pretice.Hall Inc.1982.