三主桁连续钢桁拱桥静力特性及稳定极限承载力研究
|
摘要
本文以东平水道连续钢桁拱桥为工程背景,对其静力特性和稳定极限承载能力进行了研究,主要完成工作如下:
(1)利用ANSYS软件建立了三主桁连续钢桁拱桥空间力学计算模型。
(2)研究了大跨径连续钢桁拱桥在活载、温度、制动力及风力作用下主桁杆件的受力特性,探讨了设计参数对三主桁结构受力性能的影响,包括横梁刚度、平联刚度等。
(3)对三主桁连续钢桁拱桥和两主桁连续钢桁拱桥进行模拟对比,比较两种体系的刚度,主桁杆件、横梁及横联等的受力特性,并总结了两种结构体系各自的优缺点。
(4)分别采用线弹性、几何非线性、双重非线性三种不同的方法分析东平水道连续钢桁拱桥的极限承载力。通过比较三种方法的分析结果,研究上述方法使用的条件。
(5)总结和比较目前国内学者对稳定安全系数的定义方法,对定义最低容许值提出本文的建议。
(6)研究荷载形式、初始缺陷、材料强度等参数对连续钢桁拱桥极限承载力影响。
On the study of Dong Ping Bridge, a large-span steel truss arch bridge, the present paper gives an analysis of its static characteristics and ultimate bearing capacity. The main result of this paper are presented as follows:
(1) On the basis of finite element analysis software ANSYS, space mechanical model of three-truss continuous steel-truss arch bridge has been established.
(2) On the basis of long-span continuous steel-truss arch bridge, stress characteristics of main truss has been studied under the various conditions, such as live loads, temperature loads, braking loads and wind loads, etc. Meanwhile, the impact of various factors on the bridge has been discussed, such as the stiffness of transverse beam and combination among spans.
(3)This paper gives an comparison between three-truss and two-truss continuous steel truss arch bridge, including of stiffness in two systems as well as stress characteristics of main truss members, transverse beams and lateral combination. The respective advantages and disadvantagesof the two systems has been studied at the same time.
(4)The ultimate bearing capacity of Dong Ping continuous steel truss arch bridge has been analyzed by using three different ways, which are elastic, non-linear geometry, double nonlinear methods. The applied conditions of these three methods has been presented through the analysis and results of the comparison.
(5) On the summary and comparison of definition of stability safety factor among the current scholars, this paper gives an suggestion of defining its minimum value.
(6)Finally, the impact on ultimate bearing capacity by other parameters, such as loads form, initial defects as well as strength of materials in steel truss arch bridge has been studied.
(1)利用ANSYS软件建立了三主桁连续钢桁拱桥空间力学计算模型。
(2)研究了大跨径连续钢桁拱桥在活载、温度、制动力及风力作用下主桁杆件的受力特性,探讨了设计参数对三主桁结构受力性能的影响,包括横梁刚度、平联刚度等。
(3)对三主桁连续钢桁拱桥和两主桁连续钢桁拱桥进行模拟对比,比较两种体系的刚度,主桁杆件、横梁及横联等的受力特性,并总结了两种结构体系各自的优缺点。
(4)分别采用线弹性、几何非线性、双重非线性三种不同的方法分析东平水道连续钢桁拱桥的极限承载力。通过比较三种方法的分析结果,研究上述方法使用的条件。
(5)总结和比较目前国内学者对稳定安全系数的定义方法,对定义最低容许值提出本文的建议。
(6)研究荷载形式、初始缺陷、材料强度等参数对连续钢桁拱桥极限承载力影响。
On the study of Dong Ping Bridge, a large-span steel truss arch bridge, the present paper gives an analysis of its static characteristics and ultimate bearing capacity. The main result of this paper are presented as follows:
(1) On the basis of finite element analysis software ANSYS, space mechanical model of three-truss continuous steel-truss arch bridge has been established.
(2) On the basis of long-span continuous steel-truss arch bridge, stress characteristics of main truss has been studied under the various conditions, such as live loads, temperature loads, braking loads and wind loads, etc. Meanwhile, the impact of various factors on the bridge has been discussed, such as the stiffness of transverse beam and combination among spans.
(3)This paper gives an comparison between three-truss and two-truss continuous steel truss arch bridge, including of stiffness in two systems as well as stress characteristics of main truss members, transverse beams and lateral combination. The respective advantages and disadvantagesof the two systems has been studied at the same time.
(4)The ultimate bearing capacity of Dong Ping continuous steel truss arch bridge has been analyzed by using three different ways, which are elastic, non-linear geometry, double nonlinear methods. The applied conditions of these three methods has been presented through the analysis and results of the comparison.
(5) On the summary and comparison of definition of stability safety factor among the current scholars, this paper gives an suggestion of defining its minimum value.
(6)Finally, the impact on ultimate bearing capacity by other parameters, such as loads form, initial defects as well as strength of materials in steel truss arch bridge has been studied.
引文
[1]项海帆等.高等桥梁结构理论[M].北京:人民交通出版社,2001:237-260.
[2]金成棣.预应力混凝土梁拱组合桥梁-设计研究与实践[M].北京:人民交通出版社,200l:51-72.
[3]何君毅,吴芝萍.工程结构非线性问题的数值解法[M].北京:国防工业出版社,1994:7-53.
[4]张建民.大跨度钢管混凝土拱桥承载力与施工控制研究[D].广州:华南理工大学,2001:5-11.
[5]程进.大跨度桥梁结构中若干问题研究[R].北京:清华大学,2002:4-23.
[6]陈宝春.钢管混凝土拱桥设计与施工[M].北京:人民交通出版社,1999:56-78.
[7]华孝良,徐光辉.桥梁结构非线性分析[M].北京:人民交通出版社,1997:11-38.
[8]丁皓江等.弹性和塑性力学中的有限元法(第二版)[M].北京:机械工业出版社,1989:41-72.
[9]王勖成,邵敏.有限单元法基本原理和数值方法[M].北京:清华大学出版社,1997:1-67.
[10]范立础.桥梁工程[M].北京:人民交通出版社,2001:33-78.
[11]JTJ D62-2004,公路钢筋混凝土及预应力混凝土桥涵设汁规范[S].北京:人民交通出版社,2004:20-22.
[12]潘家英,张政囤,程庆国.大跨度桥梁极限承载力的几何与材料非线性藕合分析[J].土木工程学报,2000,33():5-8.
[13]涂凌.钢筋混凝土拱桥极限承载力计算[J].重庆交通学院报,1996,18(2):8-11.
[14]胡大琳等.大跨径钢管混凝土拱桥空间几何非线性分析[J].中国公路学报,1998,11(2):45-51.
[15]金伟良.钢筋混凝土拱桥的极限承载力[J].浙江大学学报,1997,31(4):449-460.
[16]盛洪飞等.无风撑钢管棍凝土中承拱桥非线性试验分析[J].哈尔滨建筑大学学报,1997,30(4):103-108.
[17]邵旭东.钢筋混凝土杆系结构极限承载力高精度分析[J].中国公路学报,1993,6(4):45-50.
[18]刘忠,顾安邦,范立础,杜国华.万县长江大桥稳定与承载力分析[C].北京:人民交通出版社,1996:379-384.
[19]颜全胜等.大跨度拱桥的非线性与稳定分析[J].华南理工大学学报,2000,28(6):64-68.
[20]钟新谷,曾庆元.单拱面预应力混凝土系杆拱桥极限承载力分析.工程力学,1999,16(5):8-16.
[21]程进等.超大跨径缆索承重桥梁极限承载力分析的现状与展望[J].中国公路学报,1999,4:59-63.
[22]Hidetaka IWASAKI,etal.Precision of Ef Method for Evaluating Load-Carrying Capacity of Long-Span Cable-Stayed Bridges and Its Ultimate Strength Check.IABSE CONFERECE,2001:1-3.
[23]杨勇.PC单索面斜拉桥极限承载力分析[D].上海:同济大学,1996:6-48.
[24]谭也平.斜拉桥弹塑性空间稳定分析[D].上海:同济大学,1996:12-18.
[25]伏魁先等.斜拉桥面内整体失稳分析[J].铁道学报,1993,4():74-79.
[26]颜全胜.大跨度钢斜拉桥极限承载力分析[D].长沙:长沙铁道学院,1999:24-77.
[27]戴公连.单拱面预应力混凝土系杆拱桥空间稳定极限承载力分析[J].中国公路学报,2002,15(2):44-47.
[28]Chia-Chih Tang and Hung-Shah Shu.Stability analysis of steel cable-stayed bridges[J],Structure Engineering and Mechanics,2001,11(1):35-48.
[29]Yong-lin Pi and N.S.Trahair.Non-linear buckling and post-bucking of elastic arches[J].Engineering Structuer,1998,20(?):571-579.
[30]胡大琳等.拱上拱式结构钢筋混凝土拱桥极限承载力分析[J].中国公路学报,1993,1:69-75.
[31]钟新谷.单拱面预应力混凝土系杆拱桥极限承载力分析[D].长沙:长沙铁道学院,1997:5-58.
[32]钟新谷.吊杆刚度对系杆拱桥极限承载力的影响分析[J].湘潭矿业学院学报,1999,4:73-78.
[33]谢尚英等.混凝土拱桥在施工阶段的非线性稳定分析[J].西南交通大学学报.1999,1:32-35.
[34]赵雷等.大跨度钢筋混凝土拱桥钢管混凝土劲性骨架施工阶段稳定性分析[J].西南交通大学学报,1999,4:446-452.
[35]盛洪飞等.无风撑钢管混凝土中承式拱桥非线性试验分析[J].哈尔滨建筑大学学报,1997,4:103-108.
[36]S.E.Kim.Directd esigno ft russb ridgesu singa dvanceda nalysis[J].Structure Engineering and Mechanics,1998,6(8):871-882.
[37]李华.大跨度预应力混凝土箱形刚构桥极限承载力[D].长沙:长沙铁道学院,1998:51-78.
[38]周世军.钢筋混凝土箱形梁的极限承载力分析[J].铁道学报,1997.2:73-79.
[39]张国政.铁路悬索桥非线性分析及其极限承载能力的研究[D].北京:铁道部科学研究院,1994:23-28.
[40]任伟新.钢桁架桥压杆局部与整体相关屈曲极限承载力研究[D].长沙:长沙铁道学院,1992:45-81.
[41]N.K.Subedi.Ultimate load analysis of plate reinforced concrete beams[J].Engineering Structure,2001,23(9):1068-1079.
[42]T.Kitada.Ultimates trength and ductility of state-of-the-art concrete filled steel bridge piers in Japan[J].Engineering Structure,1998,72:279-354.
[43]R.M.Mutobe and T.R.Cooper.Nonlinear analysis of alarge bridge with isolation bearings[J].Computer& Structure,1999,72:279-292.
[44]D.Hyung Lee and Amr S.Elnashai.Inelastic seismic analysis of RC bridge piers in cluding flexure-shear-axial interaction[J].Structure Engineering and Mechanics,2002,13(3):241-260.
[45]Abul K.Azad and Hani M.M.Mohdaly.Optimum design of parabolic steel box arches[J].Structure Engineering and Mechanics,2000,9(2):169-180.
[46]梁硕等.大跨度混凝土斜拉桥极限承载力分析综述[J].长沙交通学院学报,1997,3:39-46.
[47]戴公连等.桥梁结构空间分析设计方法与应用[M].北京:人民交通出版社,2001:79-101.
[48]赵长军等.考虑弹性大位移影响的中承式钢管混凝土拱桥的稳定性[J].西安公路交通大学学报,2001,21(2):44-46.
[49]汪秀鹤,韩逸林,李德演.桁桥空间受力分析[C].铁道部大桥工程局桥梁论文选集,1983:8-22.
[50]铁道部西南交通大学铁路桥梁专业《铁路钢桥》编写组.铁路钢桥[M].北京:人民铁道出版社,1978:11-42.
[51]李国豪.桥梁结构稳定与振动(修订版)[M].北京:中国铁道出版社,2003:17-89.
[52]程进,江见鲸,肖汝诚,项海帆.拱桥结构极限承载力的研究现状和发展[J].公路交通科技,2002,19(4):57-59.
[53]程进,江见鲸,肖汝诚,项海帆.静风荷载作用下大跨度钢拱桥极限承载力分析[J].计算力学学报,2003,20(4):417-422.
[54]戴公连,李德建,曾庆元,蒋凌云.深圳市芙蓉大桥连续钢管拱系杆拱桥空间稳定性分析[J].中国公路学报,200l,14(1):48-51.
[55]程进,江见鲸,肖汝诚,项海帆.不同加载方式对大跨度钢拱桥极限承载力的影响[J].公路交通科技,2003,20(1):67-70.
[56]靳飞.京沪高速南京大胜关长江大桥结点受力性能研究[D].长沙:中南大学,2007:55-63.
[57]TB10002.1-2005.铁路桥涵设计基本规范[S].北京:中国铁道出版社,2005:14-23.
[58]铁建设[2005]140号.新建时速200～250公里客运专线铁路设计暂行规定[S].北京:中国铁道出版社,2005:33-41.
[59]TB10002.2-2005.铁路桥梁钢结构设计规范[S].北京:中国铁道出版社,2005:12-25.
[60]邱顺冬.大跨度中承式无推力拱桥极限承载力的分析与研究[D].上海:同济大学,2003:2-55.
[61]孙海涛.大跨度钢桁架拱桥关键问题研究[D].上海:同济大学,2006:2-43.
[62]戴公连,李德建,曾庆元,梅尧坤.单拱面预应力混凝土系杆拱梁桥极限承载力分析的截面内力塑性系数法[J].土木工程学报,2002,1:45-48.
[63]王贤基.南京大胜关长江大桥有限元计算方法和边桥分析计算研究[D].长沙:中南大学,2007:11-45.
[64]陈玉骥.高速铁路下承式钢桁结合梁桥的计算理论及其应用研究[D].长沙:中南大学,2004:3-22.
[65]刘煜.卢浦大桥的静力与稳定分析[D].上海:同济大学,2002:7-50.
[66]李富文,伏魁先,刘学信.钢桥[M].北京:中国铁道出版社,2002:10-75.
[67]小西一郎.钢桥[M].北京:人民铁道出版社,1980:12-78.
[68]周远棣,徐君兰.钢桥[M].北京:人民交通出版社,2003:14-85.
[69]钱冬生,夏建国.铁路钢桥-设计和制造[M].成都:西南交通大学出版社,1994:7-18.
[70]吴冲.钢桥[M].北京:人民交通出版社,2006:9-54.
[71]Petrescu,Iordan,Popa,Nicolae.Comparative study of a bowstring arch bridge stability with various types of wind bracings[J].Stahlbau,1999,68(2):145-148.
[72]Wen,Robert K,Medallah,Khaled.ELASTIC STABILITY OF DECK-TYPE ARCH BRIDGES[J].Journal of Structural Engineering,1987,113(4):757-768.
[73]Kim,Seung-Eock;Choi,Se-Hyu;Ma,Sang-Soo.Performance based design of steel arch bridges using practical inelastic nonlinear analysis[J].Journal of Constructional Steel Research,2003,59(1):91-108.
[74]Waszczyszyn,Zenon;Cichon,Czoslaw.N-LINEAR STABILITY ANALYSIS OF STRUCTURES UNDER MULTIPLE PARAMETER LOADS[J].Engineering Computations,1988,5(1):10-14.
[75]Feng,L.M.;Pekau,O.A.;Zhang,C.H.Cracking analysis of arch dams by 3D boundary element method[J].Journal of Structural Engineering,1996,122(6):691-699.
[76]Taniguchi,Katsuhiko;Tanabe,Tada-Aki.Analytical study on the stability of long span reinforced concrete arch bridges[J].Transactions of the Japan Concrete Institute,2001,23:267-272.
[77]陈骥.钢结构稳定理论与设计[M].北京:科学出版社,2001:1-24,206-240.
[78]魏明钟.钢结构[M].武汉:武汉理工大学出版社,2002:9-21.
[79]欧阳可庆.钢结构[M].上海:同济大学出版社,1986,21-50.
[80]安亚世太.ANSYS结构分析指南[M].北京:安亚世太,2002:57-100.
[81]刘庆潭.材料力学[M].北京:机械工业出版社,2003:24-65.
[82]徐芝纶.弹性力学(下册)[M].北京:高等教育出版社,1994:133-163.
[83]铁道第四勘测设计院.东平水道施工图设计.中南大学,2007:1-5.
[2]金成棣.预应力混凝土梁拱组合桥梁-设计研究与实践[M].北京:人民交通出版社,200l:51-72.
[3]何君毅,吴芝萍.工程结构非线性问题的数值解法[M].北京:国防工业出版社,1994:7-53.
[4]张建民.大跨度钢管混凝土拱桥承载力与施工控制研究[D].广州:华南理工大学,2001:5-11.
[5]程进.大跨度桥梁结构中若干问题研究[R].北京:清华大学,2002:4-23.
[6]陈宝春.钢管混凝土拱桥设计与施工[M].北京:人民交通出版社,1999:56-78.
[7]华孝良,徐光辉.桥梁结构非线性分析[M].北京:人民交通出版社,1997:11-38.
[8]丁皓江等.弹性和塑性力学中的有限元法(第二版)[M].北京:机械工业出版社,1989:41-72.
[9]王勖成,邵敏.有限单元法基本原理和数值方法[M].北京:清华大学出版社,1997:1-67.
[10]范立础.桥梁工程[M].北京:人民交通出版社,2001:33-78.
[11]JTJ D62-2004,公路钢筋混凝土及预应力混凝土桥涵设汁规范[S].北京:人民交通出版社,2004:20-22.
[12]潘家英,张政囤,程庆国.大跨度桥梁极限承载力的几何与材料非线性藕合分析[J].土木工程学报,2000,33():5-8.
[13]涂凌.钢筋混凝土拱桥极限承载力计算[J].重庆交通学院报,1996,18(2):8-11.
[14]胡大琳等.大跨径钢管混凝土拱桥空间几何非线性分析[J].中国公路学报,1998,11(2):45-51.
[15]金伟良.钢筋混凝土拱桥的极限承载力[J].浙江大学学报,1997,31(4):449-460.
[16]盛洪飞等.无风撑钢管棍凝土中承拱桥非线性试验分析[J].哈尔滨建筑大学学报,1997,30(4):103-108.
[17]邵旭东.钢筋混凝土杆系结构极限承载力高精度分析[J].中国公路学报,1993,6(4):45-50.
[18]刘忠,顾安邦,范立础,杜国华.万县长江大桥稳定与承载力分析[C].北京:人民交通出版社,1996:379-384.
[19]颜全胜等.大跨度拱桥的非线性与稳定分析[J].华南理工大学学报,2000,28(6):64-68.
[20]钟新谷,曾庆元.单拱面预应力混凝土系杆拱桥极限承载力分析.工程力学,1999,16(5):8-16.
[21]程进等.超大跨径缆索承重桥梁极限承载力分析的现状与展望[J].中国公路学报,1999,4:59-63.
[22]Hidetaka IWASAKI,etal.Precision of Ef Method for Evaluating Load-Carrying Capacity of Long-Span Cable-Stayed Bridges and Its Ultimate Strength Check.IABSE CONFERECE,2001:1-3.
[23]杨勇.PC单索面斜拉桥极限承载力分析[D].上海:同济大学,1996:6-48.
[24]谭也平.斜拉桥弹塑性空间稳定分析[D].上海:同济大学,1996:12-18.
[25]伏魁先等.斜拉桥面内整体失稳分析[J].铁道学报,1993,4():74-79.
[26]颜全胜.大跨度钢斜拉桥极限承载力分析[D].长沙:长沙铁道学院,1999:24-77.
[27]戴公连.单拱面预应力混凝土系杆拱桥空间稳定极限承载力分析[J].中国公路学报,2002,15(2):44-47.
[28]Chia-Chih Tang and Hung-Shah Shu.Stability analysis of steel cable-stayed bridges[J],Structure Engineering and Mechanics,2001,11(1):35-48.
[29]Yong-lin Pi and N.S.Trahair.Non-linear buckling and post-bucking of elastic arches[J].Engineering Structuer,1998,20(?):571-579.
[30]胡大琳等.拱上拱式结构钢筋混凝土拱桥极限承载力分析[J].中国公路学报,1993,1:69-75.
[31]钟新谷.单拱面预应力混凝土系杆拱桥极限承载力分析[D].长沙:长沙铁道学院,1997:5-58.
[32]钟新谷.吊杆刚度对系杆拱桥极限承载力的影响分析[J].湘潭矿业学院学报,1999,4:73-78.
[33]谢尚英等.混凝土拱桥在施工阶段的非线性稳定分析[J].西南交通大学学报.1999,1:32-35.
[34]赵雷等.大跨度钢筋混凝土拱桥钢管混凝土劲性骨架施工阶段稳定性分析[J].西南交通大学学报,1999,4:446-452.
[35]盛洪飞等.无风撑钢管混凝土中承式拱桥非线性试验分析[J].哈尔滨建筑大学学报,1997,4:103-108.
[36]S.E.Kim.Directd esigno ft russb ridgesu singa dvanceda nalysis[J].Structure Engineering and Mechanics,1998,6(8):871-882.
[37]李华.大跨度预应力混凝土箱形刚构桥极限承载力[D].长沙:长沙铁道学院,1998:51-78.
[38]周世军.钢筋混凝土箱形梁的极限承载力分析[J].铁道学报,1997.2:73-79.
[39]张国政.铁路悬索桥非线性分析及其极限承载能力的研究[D].北京:铁道部科学研究院,1994:23-28.
[40]任伟新.钢桁架桥压杆局部与整体相关屈曲极限承载力研究[D].长沙:长沙铁道学院,1992:45-81.
[41]N.K.Subedi.Ultimate load analysis of plate reinforced concrete beams[J].Engineering Structure,2001,23(9):1068-1079.
[42]T.Kitada.Ultimates trength and ductility of state-of-the-art concrete filled steel bridge piers in Japan[J].Engineering Structure,1998,72:279-354.
[43]R.M.Mutobe and T.R.Cooper.Nonlinear analysis of alarge bridge with isolation bearings[J].Computer& Structure,1999,72:279-292.
[44]D.Hyung Lee and Amr S.Elnashai.Inelastic seismic analysis of RC bridge piers in cluding flexure-shear-axial interaction[J].Structure Engineering and Mechanics,2002,13(3):241-260.
[45]Abul K.Azad and Hani M.M.Mohdaly.Optimum design of parabolic steel box arches[J].Structure Engineering and Mechanics,2000,9(2):169-180.
[46]梁硕等.大跨度混凝土斜拉桥极限承载力分析综述[J].长沙交通学院学报,1997,3:39-46.
[47]戴公连等.桥梁结构空间分析设计方法与应用[M].北京:人民交通出版社,2001:79-101.
[48]赵长军等.考虑弹性大位移影响的中承式钢管混凝土拱桥的稳定性[J].西安公路交通大学学报,2001,21(2):44-46.
[49]汪秀鹤,韩逸林,李德演.桁桥空间受力分析[C].铁道部大桥工程局桥梁论文选集,1983:8-22.
[50]铁道部西南交通大学铁路桥梁专业《铁路钢桥》编写组.铁路钢桥[M].北京:人民铁道出版社,1978:11-42.
[51]李国豪.桥梁结构稳定与振动(修订版)[M].北京:中国铁道出版社,2003:17-89.
[52]程进,江见鲸,肖汝诚,项海帆.拱桥结构极限承载力的研究现状和发展[J].公路交通科技,2002,19(4):57-59.
[53]程进,江见鲸,肖汝诚,项海帆.静风荷载作用下大跨度钢拱桥极限承载力分析[J].计算力学学报,2003,20(4):417-422.
[54]戴公连,李德建,曾庆元,蒋凌云.深圳市芙蓉大桥连续钢管拱系杆拱桥空间稳定性分析[J].中国公路学报,200l,14(1):48-51.
[55]程进,江见鲸,肖汝诚,项海帆.不同加载方式对大跨度钢拱桥极限承载力的影响[J].公路交通科技,2003,20(1):67-70.
[56]靳飞.京沪高速南京大胜关长江大桥结点受力性能研究[D].长沙:中南大学,2007:55-63.
[57]TB10002.1-2005.铁路桥涵设计基本规范[S].北京:中国铁道出版社,2005:14-23.
[58]铁建设[2005]140号.新建时速200～250公里客运专线铁路设计暂行规定[S].北京:中国铁道出版社,2005:33-41.
[59]TB10002.2-2005.铁路桥梁钢结构设计规范[S].北京:中国铁道出版社,2005:12-25.
[60]邱顺冬.大跨度中承式无推力拱桥极限承载力的分析与研究[D].上海:同济大学,2003:2-55.
[61]孙海涛.大跨度钢桁架拱桥关键问题研究[D].上海:同济大学,2006:2-43.
[62]戴公连,李德建,曾庆元,梅尧坤.单拱面预应力混凝土系杆拱梁桥极限承载力分析的截面内力塑性系数法[J].土木工程学报,2002,1:45-48.
[63]王贤基.南京大胜关长江大桥有限元计算方法和边桥分析计算研究[D].长沙:中南大学,2007:11-45.
[64]陈玉骥.高速铁路下承式钢桁结合梁桥的计算理论及其应用研究[D].长沙:中南大学,2004:3-22.
[65]刘煜.卢浦大桥的静力与稳定分析[D].上海:同济大学,2002:7-50.
[66]李富文,伏魁先,刘学信.钢桥[M].北京:中国铁道出版社,2002:10-75.
[67]小西一郎.钢桥[M].北京:人民铁道出版社,1980:12-78.
[68]周远棣,徐君兰.钢桥[M].北京:人民交通出版社,2003:14-85.
[69]钱冬生,夏建国.铁路钢桥-设计和制造[M].成都:西南交通大学出版社,1994:7-18.
[70]吴冲.钢桥[M].北京:人民交通出版社,2006:9-54.
[71]Petrescu,Iordan,Popa,Nicolae.Comparative study of a bowstring arch bridge stability with various types of wind bracings[J].Stahlbau,1999,68(2):145-148.
[72]Wen,Robert K,Medallah,Khaled.ELASTIC STABILITY OF DECK-TYPE ARCH BRIDGES[J].Journal of Structural Engineering,1987,113(4):757-768.
[73]Kim,Seung-Eock;Choi,Se-Hyu;Ma,Sang-Soo.Performance based design of steel arch bridges using practical inelastic nonlinear analysis[J].Journal of Constructional Steel Research,2003,59(1):91-108.
[74]Waszczyszyn,Zenon;Cichon,Czoslaw.N-LINEAR STABILITY ANALYSIS OF STRUCTURES UNDER MULTIPLE PARAMETER LOADS[J].Engineering Computations,1988,5(1):10-14.
[75]Feng,L.M.;Pekau,O.A.;Zhang,C.H.Cracking analysis of arch dams by 3D boundary element method[J].Journal of Structural Engineering,1996,122(6):691-699.
[76]Taniguchi,Katsuhiko;Tanabe,Tada-Aki.Analytical study on the stability of long span reinforced concrete arch bridges[J].Transactions of the Japan Concrete Institute,2001,23:267-272.
[77]陈骥.钢结构稳定理论与设计[M].北京:科学出版社,2001:1-24,206-240.
[78]魏明钟.钢结构[M].武汉:武汉理工大学出版社,2002:9-21.
[79]欧阳可庆.钢结构[M].上海:同济大学出版社,1986,21-50.
[80]安亚世太.ANSYS结构分析指南[M].北京:安亚世太,2002:57-100.
[81]刘庆潭.材料力学[M].北京:机械工业出版社,2003:24-65.
[82]徐芝纶.弹性力学(下册)[M].北京:高等教育出版社,1994:133-163.
[83]铁道第四勘测设计院.东平水道施工图设计.中南大学,2007:1-5.