扁平薄壁钢箱梁计算方法研究
|
摘要
本文由国家自然科学基金项目(50608005)资助,对薄壁扁平钢箱梁的计算方法进行研究。薄壁扁平钢箱梁由于其优越的抗弯、抗扭及抗剪性能,被广泛运用于大跨度斜拉桥、悬索桥和拱桥中。
总结了前人的研究成果,论述了薄壁杆件理论和初等梁理论,详细介绍了桥面板计算分析的弹性薄板理论、等效格子梁法及P-E法等计算方法。
以青岛海湾大桥红岛航道桥为依托工程,建立斜拉桥空间杆系有限元模型,对全桥进行整体受力分析。结果表明,全桥受力合理,主梁应力未超过钢材容许应力。在汽车荷载作用下,主梁最大竖向位移为146.98mm,满足设计要求。
通过四组模型,分析了横隔板间距对顶板横向受力性能的影响。当横隔板间距在一定范围内变化时,顶板的最大横向应变随横隔板间距的减小而减小。采用钢箱梁节段模型板壳单元有限元法细致地分析了横隔板的受力特性,表明横隔板与箱梁其他板件连接处出现应力集中,其余区域的应力分布相对均匀。
分析了在不同的支承条件下梁高对钢箱梁顶板受力性能的影响,结果表明,钢箱梁的梁高对桥面板横向受力影响不明显；通过对比分析,认为桥面铺装对桥面板横向受力影响显著。比较了混合有限元模型、节段有限元模型和应力叠加法在相同工况下计算出的桥面板应力计算结果,表明混合有限元方法最适于模拟钢箱梁桥面板。
Under the commission of the National Natural Science Foundation of China (50608005), the calculational method of thin walled flat steel box girder was studied. As stiffened girder of modern long-span bridges with cable system, the thin-walled flat steel box girder had numerous advantages, such as good torsional stiffness, lateral bending stiffness, excellent wind resistance, etc. Therefore, it has been widely used in long-span cable-stayed bridges, suspension bridges, as well as arch bridges.
The author summarized the previous researches, and presented the theory of thin walled bar and general beam theory, as well as elastic thin plate theory, equivalent lattice beam method,and P-E method.
On the basis of Hongdao channel bridge of Qingdao bay bridge, spacial pole system finite element model was created to analyse the globle performance of steel box girder. The result showed that the behavior of the bridge was reasonable, the stress in main girder didn't beyond the steel allowable stress.Under the vehicle load, the deformation of main girder was 146.98mm which met the designing requirement.
Four models were used to study the influence of diaphragms spacing on top plate.The resulted showed that when the diaphragm spacing was within certain scope, the maximum transverse strain on the top plate decreased with the spacing decreasing. The behavior of diaphragm was studied with the Box girder section model.Stresses in diaphragms were fairly well-distributed on the diaphragm, except the joint areas with other plates.
This dissertation also studied the influence of girder height under different support condition on transverse strain of top plate. The result showed the height of girder didn't act obviously effect on the transverse strain. The result of compared analysis showed the pavement acted an important role on the transverse behaviour. Compared with shell finite element model, and the stress superposition method, the mixing finite element model method was sugguested to simulate the performance of the deck.
总结了前人的研究成果,论述了薄壁杆件理论和初等梁理论,详细介绍了桥面板计算分析的弹性薄板理论、等效格子梁法及P-E法等计算方法。
以青岛海湾大桥红岛航道桥为依托工程,建立斜拉桥空间杆系有限元模型,对全桥进行整体受力分析。结果表明,全桥受力合理,主梁应力未超过钢材容许应力。在汽车荷载作用下,主梁最大竖向位移为146.98mm,满足设计要求。
通过四组模型,分析了横隔板间距对顶板横向受力性能的影响。当横隔板间距在一定范围内变化时,顶板的最大横向应变随横隔板间距的减小而减小。采用钢箱梁节段模型板壳单元有限元法细致地分析了横隔板的受力特性,表明横隔板与箱梁其他板件连接处出现应力集中,其余区域的应力分布相对均匀。
分析了在不同的支承条件下梁高对钢箱梁顶板受力性能的影响,结果表明,钢箱梁的梁高对桥面板横向受力影响不明显；通过对比分析,认为桥面铺装对桥面板横向受力影响显著。比较了混合有限元模型、节段有限元模型和应力叠加法在相同工况下计算出的桥面板应力计算结果,表明混合有限元方法最适于模拟钢箱梁桥面板。
Under the commission of the National Natural Science Foundation of China (50608005), the calculational method of thin walled flat steel box girder was studied. As stiffened girder of modern long-span bridges with cable system, the thin-walled flat steel box girder had numerous advantages, such as good torsional stiffness, lateral bending stiffness, excellent wind resistance, etc. Therefore, it has been widely used in long-span cable-stayed bridges, suspension bridges, as well as arch bridges.
The author summarized the previous researches, and presented the theory of thin walled bar and general beam theory, as well as elastic thin plate theory, equivalent lattice beam method,and P-E method.
On the basis of Hongdao channel bridge of Qingdao bay bridge, spacial pole system finite element model was created to analyse the globle performance of steel box girder. The result showed that the behavior of the bridge was reasonable, the stress in main girder didn't beyond the steel allowable stress.Under the vehicle load, the deformation of main girder was 146.98mm which met the designing requirement.
Four models were used to study the influence of diaphragms spacing on top plate.The resulted showed that when the diaphragm spacing was within certain scope, the maximum transverse strain on the top plate decreased with the spacing decreasing. The behavior of diaphragm was studied with the Box girder section model.Stresses in diaphragms were fairly well-distributed on the diaphragm, except the joint areas with other plates.
This dissertation also studied the influence of girder height under different support condition on transverse strain of top plate. The result showed the height of girder didn't act obviously effect on the transverse strain. The result of compared analysis showed the pavement acted an important role on the transverse behaviour. Compared with shell finite element model, and the stress superposition method, the mixing finite element model method was sugguested to simulate the performance of the deck.
引文
[1]陈伯蠡.中国焊接钢桥的发展[A].2006钢结构焊接国际论文论文集.
[2]吴冲.现代钢桥(上册)[M].北京：人民交通出版社,2006.
[3]严国敏.现代斜拉桥[M].北京：西南交通大学出版社,1996
[4]丹麦尼尔斯J.吉姆辛.缆索支承桥梁[M].北京：人民交通出版社,2002.
[5]乔朋.斜拉桥薄壁扁平钢箱梁剪力滞效应研究[D].西安：长安大学,2009.
[6]小西一郎.钢桥(第1,11分册)[M].北京：中国铁道出版社,1983.
[7]张太科,周小蓉.大跨度桥梁钢箱梁设计要素简述[J].中外公路,2005(4)：139～141.
[8]顾晓毅.大跨度桥梁扁平钢箱梁的构造特点和受力特性[C].中国市政工程,
[9]Argyris, J.H.,Hilpert.O.,Malejannakis, G.A.,Scharpf. D.W. On the Geometrical Stiffness of a Beam in Space-Aconsistent V.W. Approach[J].Comp.Meths.Appl.Mech. Eng,1979, 20:105-131.
[10]Bogdan O.R. and Graham H.J,Shear Lag in Box Girders[J].J.Struct. Divis.,ASCE 1981, 107(9):1701-1713.
[11]郭金琼等.箱形梁桥剪力滞效应分析[J].土木工程学报,1983,16(1)：1-13.
[12]Yeong-Bin Yang, William McGuire.Stiffness matrix for geometric nonlinear analysis[J]. Jouranl of Structural Engineering,1986,112:853-877.
[13]曾庆元.薄壁梁和柱极限荷载的空间分析方法[J].长沙铁道学院学报,1987,5(3)：1-14.
[14]Razaqpur A.G,Li H.G.A Finite Element with Exact Shape Functions for Shear Lag Analysis in Multi-cell Box Girders[J].Computer & Structures,1991,39(12):155-163.
[15]杨允表,宋启根.曲线箱梁剪力滞效应及有效宽度的理论分析[J].东南大学学报,1994,(3)：20-27.
[16]Mikkola M.J.,Paavola J. Finite Element Analysis of Curved Thin-walled Multicell Box Girders[J].Computer & Structures,1994,153(1):131-142.
[17]S.H.Lo.Geometrically Nonlinear Formulation of 3D Finite Strain Beam Element With Large Rotations[J].Computer & Structure,1992,44(1/2):147-157.
[18]Kermani B.,Waldron P. Analysis of Continuous Box Girder Bridges-include the Effects of Distortion[J].Computer & Structures,1993,47(3):427-439.
[19]谢旭,黄剑源.薄壁箱型梁剪力滞效应分析的刚度法[J].工程力学,1995.
[20]谢旭,黄剑源.曲线箱梁桥结构分析的一种有限元计算方法[J].土木工程学报,2005,3 8(2)：75-80.
[21]王荣辉,曾庆元.薄壁箱梁空间计算的板梁单元法[J].铁道学报,1999,21(5)：94-98.
[22]王全凤,李华煜.任意截面形状薄壁压杆的稳定[J].土木工程学报,1996,29(6)：18-24.
[23]吴幼明,罗旗帜,岳珠峰.考虑多参数分析薄壁箱梁剪滞效应的力学模型[J].汕头大学学报：自然科学版,2004,19(3)：27-32.
[24]牛庆芳,尹永青.薄壁杆件的有限元分析法[J].网上期刊,2006(13).
[25]Conci, A.,Gattas. M. Natural Approach for Geometric Nonlinear Analysis of Thin-Walled Frames[J].Int J Numer Methods Engrg,1990,30:207-231.
[26]Aura Conci.Stiffness Matrix for Nonlinear Analysis of Thin-Walled Frames[J].ASCE, J. Struct. Engng.,1986,112(4),853-877.
[27]Hong Chen, G.E.Blandford. Thin-Walled Space Frames.I.Large Deformation Analysis Theory[J].J. Struct. Engng. ASCE,1990,117(4):2521-2539.
[28]Hong Chen, GE.Blandford. Thin-Walled Space Frames.II.Algorith-mic Details and Applications[J].J.Struct. Engng. ASCE,1990,117(4):2499-2519.
[29]S.L. Chan, S. Kitipornchai. Geometric Nonlinear Analysis of Thin-Walled Beam-Columns[J].Engng.Struct.,1987,9(4):243-254.
[30]A.S.Gendy, A.F.Saleeb, T.Y.P.Chang. Generalized Thin-Walled Beam Moldels for Flexural-Torsional Analysis[J].Computer & Structure,1992,42(4):531-550.
[31]李士瀛,商伟军.具有初始挠度的薄壁箱形结构承载能力的研究[J].港口装卸,1995.
[32]吴亚平,赖远明,王步云.考虑剪滞效应的薄壁钢箱梁的弹塑性极限强度分析[J].工程力学增刊,1997：319-323.
[33]李华,曾庆元.考虑局部变形影响的薄壁箱形结构大位移分析[J]工程力学增刊,1998：178-184.
[34]郝超,张杰等.大跨度钢斜拉桥流线形扁平钢箱梁中纵隔板作用分析[J].中南公路工程,2002(4)：45～47.
[35]胡光伟,钱振东,黄卫.正交异性钢箱梁桥面第二体系结构优化设计[J].东南大学 学报(自然科学版),2001(3).
[36]裴岷山,郝超.宽幅扁平钢箱梁设置纵隔板的作用分析[J].公路,2001,11.
[37]刘丽萍,王应良.南京长江第二大桥南汊主桥流线形薄壁扁平钢箱梁分析的新方法[J].
[38]赵大亮,李爱群,王浩.大跨度斜拉桥扁平钢箱梁空间有限元分析[J].
[39]刘清平,王静峰.斜拉桥钢箱梁在车辆荷载作用下的局部应力分析[J].长江大学学报(自科版),2004,1(2/3).
[40]夏旻.上海长江大桥主梁钢箱梁受力特性分析[J].交通科技,2009,4.
[41]桥梁结构分析[M].同济大学.
[42]苏庆田,吴冲等.斜拉桥扁平钢箱梁的有限混合单元法分析[J].同济大学学报(自然科学版),2005(6)：742～746.
[43]顾晓毅.大跨度桥梁扁平钢箱梁的构造特点和受力特性[C].中国市政工程,
[44]郭金琼主编.箱形梁设计理论[M].人民交通出版社,1989.
[45]R.Szilard.Theory and Analysis of Plates[M].北京：中国铁道出版社,1984.
[46]成鸿学,郭建华,包义望.薄壳力学的数值计算[M].武汉：华中工学院出版社,1986.
[47]徐芝纶.弹性力学(上、下册).北京：高等教育出版社,1990.
[48]项海帆.高等桥梁结构理论[M].北京：人民交通出版社,2001
[49]V.克里斯特克.箱梁理论[M].何福照,吴德心译.北京：人民交通出版社,1988.
[50]山村信道.闭口断面钢桥面板的实用计算计算法.桥梁与基础.1981,44-51
[51]曾庆元.薄壁箱梁计算的板梁框架法[J].长沙铁道学院学报,1979,(1)：45-79
[52]陈大好.钢板薄膜效应和预应力撑杆柱的理论分析、试验研究与应用[D].东南大学,2004.
[53]成鸿学,郭建华,包义望.薄壳力学的数值计算[M].武汉：华中工学院出版社,1986.
[54]陈大好.钢板薄膜效应和预应力撑杆柱的理论分析、试验研究与应用[D].东南大学,2004.
[55]Specification for structural steel buildings[S].American Institute of Steel Construction, INC.March 9,2005.
[56]许长青,阴晓云,薛卫杰.扁平钢箱梁横隔板应力分析[J].山东交通学院学报,2009,17(2).
[57]陈红,谢军,黄成造.大跨度扁平钢箱梁斜拉桥主梁横隔板局部应力分析[J].重庆交通大学学报(自然科学版),2008,27(4)
[58]曾明根,苏庆田,吴冲.大跨斜拉桥扁平钢箱梁受力计算[J].桥梁建设,2007(3)：17～20.
[59]王应良,许春荣等.流线型扁平钢箱梁横隔板的应力分析和设计[J].公路,1999(2).
[60]周建林,吴冲.大跨度斜拉桥扁平钢箱梁悬臂拼装截面变形分析[J].桥梁建设,2006(1).
[61]徐金勇,颜全胜等.斜拉桥扁平空腹钢箱梁悬拼施工时的截面变形[J].华南理工大学学报(自然科学版),2007(3)：127-131.
[62]樊启武.正交异性桥面系第二体系应力计算方法研究[D].成都,西南交大,2002.
[63]狄谨,周绪红,吕忠达等..正交异性钢箱梁U型肋加劲板极限承载力试验研究[J].中国路学报,2009,22(2)：59-64.
[64]严辉军.钢桁架节点刚性次应力及正交异性桥面板计算方法分析[D].合肥工业大学,2007.
[65]山村信道.闭口断面钢桥面板的实用计算计算法.桥梁与基础.1981,44-51.
[66]苏庆田,吴冲,董冰.斜拉桥扁平钢箱梁的有限混合单元法分析[J].同济大学学报(自然科学版),2005,33(6)：742-746.
[67]方萍,伍波.钢桥面板及铺装的静载试验和有限元分析[J].华东公路,2000,125(4)：39-42
[68]JTG/T D64-2009.公路钢结构桥梁设计规范(征求意见稿)[S].
[69]庄卫林.正交异性板和钢箱梁设计关键技术研究.
[70]王应良,李小珍,强士中.梯形加劲肋正交异性板钢桥面分析的等效格子梁法[J].西南交通大学学报,1999,34(5)：545-549.
[71]李立峰.正交异性钢箱梁局部稳定分析理论及模型试验研究[D].长沙：湖南大学土木工程学院,2005.
[72]李立峰,邵旭东.扁平钢箱梁闭口U形加劲板屈曲特性理论分析[J].公路交通科技,2008,25(3)：88-92.
[73]日本道路協會.道路橋示方書·同解說(Ⅱ鋼橋篇)[S].平成14年3月.
[74]日本本州四國聯絡橋.上部结構設計標準·及解說[S].1989,4.
[75]日本本州四國聯絡橋公圑.鋼板床設計要领同解說[S].1989,4.
[76]周建林,吴冲.大跨度斜拉桥扁平钢箱梁悬臂拼装截面变形分析[J].桥梁建设,2006(1)：29-31.
[77]徐军,陈忠延.正交异性钢桥面板的结构分析[J].同济大学学报,1999,27(2)：170-174.
[78]GB 50018-2002.冷弯薄壁型钢结构技术规范[S].北京：中国计划出版社,2002.
[79]陈绍蕃.钢结构设计原理(第二版)[M].北京：科学出版社,2003.
[80]苏庆田,吴冲等.斜拉桥扁平钢箱梁的有限混合单元法分析[J].同济大学学报(自然科学版),2005(6)：742～746.
[81]周建林,吴冲.大跨度斜拉桥扁平钢箱梁悬臂拼装截面变形分析[J].桥梁建设,2006(1).
[82]徐金勇,颜全胜等.斜拉桥扁平空腹钢箱梁悬拼施工时的截面变形[J].华南理工大学学报(自然科学版),2007(3)：127-131.
[83]邢中凯.钢箱梁正交异性桥面板受力特性及计算方法分析研究[D].上海：同济大学,2003.
[84]严辉军.钢桁架节点刚性次应力及正交异性桥面板计算方法分析[D].合肥工业大学,2007.
[85]庄卫林.正交异性板和钢箱梁设计关键技术研究[J].
[2]吴冲.现代钢桥(上册)[M].北京：人民交通出版社,2006.
[3]严国敏.现代斜拉桥[M].北京：西南交通大学出版社,1996
[4]丹麦尼尔斯J.吉姆辛.缆索支承桥梁[M].北京：人民交通出版社,2002.
[5]乔朋.斜拉桥薄壁扁平钢箱梁剪力滞效应研究[D].西安：长安大学,2009.
[6]小西一郎.钢桥(第1,11分册)[M].北京：中国铁道出版社,1983.
[7]张太科,周小蓉.大跨度桥梁钢箱梁设计要素简述[J].中外公路,2005(4)：139～141.
[8]顾晓毅.大跨度桥梁扁平钢箱梁的构造特点和受力特性[C].中国市政工程,
[9]Argyris, J.H.,Hilpert.O.,Malejannakis, G.A.,Scharpf. D.W. On the Geometrical Stiffness of a Beam in Space-Aconsistent V.W. Approach[J].Comp.Meths.Appl.Mech. Eng,1979, 20:105-131.
[10]Bogdan O.R. and Graham H.J,Shear Lag in Box Girders[J].J.Struct. Divis.,ASCE 1981, 107(9):1701-1713.
[11]郭金琼等.箱形梁桥剪力滞效应分析[J].土木工程学报,1983,16(1)：1-13.
[12]Yeong-Bin Yang, William McGuire.Stiffness matrix for geometric nonlinear analysis[J]. Jouranl of Structural Engineering,1986,112:853-877.
[13]曾庆元.薄壁梁和柱极限荷载的空间分析方法[J].长沙铁道学院学报,1987,5(3)：1-14.
[14]Razaqpur A.G,Li H.G.A Finite Element with Exact Shape Functions for Shear Lag Analysis in Multi-cell Box Girders[J].Computer & Structures,1991,39(12):155-163.
[15]杨允表,宋启根.曲线箱梁剪力滞效应及有效宽度的理论分析[J].东南大学学报,1994,(3)：20-27.
[16]Mikkola M.J.,Paavola J. Finite Element Analysis of Curved Thin-walled Multicell Box Girders[J].Computer & Structures,1994,153(1):131-142.
[17]S.H.Lo.Geometrically Nonlinear Formulation of 3D Finite Strain Beam Element With Large Rotations[J].Computer & Structure,1992,44(1/2):147-157.
[18]Kermani B.,Waldron P. Analysis of Continuous Box Girder Bridges-include the Effects of Distortion[J].Computer & Structures,1993,47(3):427-439.
[19]谢旭,黄剑源.薄壁箱型梁剪力滞效应分析的刚度法[J].工程力学,1995.
[20]谢旭,黄剑源.曲线箱梁桥结构分析的一种有限元计算方法[J].土木工程学报,2005,3 8(2)：75-80.
[21]王荣辉,曾庆元.薄壁箱梁空间计算的板梁单元法[J].铁道学报,1999,21(5)：94-98.
[22]王全凤,李华煜.任意截面形状薄壁压杆的稳定[J].土木工程学报,1996,29(6)：18-24.
[23]吴幼明,罗旗帜,岳珠峰.考虑多参数分析薄壁箱梁剪滞效应的力学模型[J].汕头大学学报：自然科学版,2004,19(3)：27-32.
[24]牛庆芳,尹永青.薄壁杆件的有限元分析法[J].网上期刊,2006(13).
[25]Conci, A.,Gattas. M. Natural Approach for Geometric Nonlinear Analysis of Thin-Walled Frames[J].Int J Numer Methods Engrg,1990,30:207-231.
[26]Aura Conci.Stiffness Matrix for Nonlinear Analysis of Thin-Walled Frames[J].ASCE, J. Struct. Engng.,1986,112(4),853-877.
[27]Hong Chen, G.E.Blandford. Thin-Walled Space Frames.I.Large Deformation Analysis Theory[J].J. Struct. Engng. ASCE,1990,117(4):2521-2539.
[28]Hong Chen, GE.Blandford. Thin-Walled Space Frames.II.Algorith-mic Details and Applications[J].J.Struct. Engng. ASCE,1990,117(4):2499-2519.
[29]S.L. Chan, S. Kitipornchai. Geometric Nonlinear Analysis of Thin-Walled Beam-Columns[J].Engng.Struct.,1987,9(4):243-254.
[30]A.S.Gendy, A.F.Saleeb, T.Y.P.Chang. Generalized Thin-Walled Beam Moldels for Flexural-Torsional Analysis[J].Computer & Structure,1992,42(4):531-550.
[31]李士瀛,商伟军.具有初始挠度的薄壁箱形结构承载能力的研究[J].港口装卸,1995.
[32]吴亚平,赖远明,王步云.考虑剪滞效应的薄壁钢箱梁的弹塑性极限强度分析[J].工程力学增刊,1997：319-323.
[33]李华,曾庆元.考虑局部变形影响的薄壁箱形结构大位移分析[J]工程力学增刊,1998：178-184.
[34]郝超,张杰等.大跨度钢斜拉桥流线形扁平钢箱梁中纵隔板作用分析[J].中南公路工程,2002(4)：45～47.
[35]胡光伟,钱振东,黄卫.正交异性钢箱梁桥面第二体系结构优化设计[J].东南大学 学报(自然科学版),2001(3).
[36]裴岷山,郝超.宽幅扁平钢箱梁设置纵隔板的作用分析[J].公路,2001,11.
[37]刘丽萍,王应良.南京长江第二大桥南汊主桥流线形薄壁扁平钢箱梁分析的新方法[J].
[38]赵大亮,李爱群,王浩.大跨度斜拉桥扁平钢箱梁空间有限元分析[J].
[39]刘清平,王静峰.斜拉桥钢箱梁在车辆荷载作用下的局部应力分析[J].长江大学学报(自科版),2004,1(2/3).
[40]夏旻.上海长江大桥主梁钢箱梁受力特性分析[J].交通科技,2009,4.
[41]桥梁结构分析[M].同济大学.
[42]苏庆田,吴冲等.斜拉桥扁平钢箱梁的有限混合单元法分析[J].同济大学学报(自然科学版),2005(6)：742～746.
[43]顾晓毅.大跨度桥梁扁平钢箱梁的构造特点和受力特性[C].中国市政工程,
[44]郭金琼主编.箱形梁设计理论[M].人民交通出版社,1989.
[45]R.Szilard.Theory and Analysis of Plates[M].北京：中国铁道出版社,1984.
[46]成鸿学,郭建华,包义望.薄壳力学的数值计算[M].武汉：华中工学院出版社,1986.
[47]徐芝纶.弹性力学(上、下册).北京：高等教育出版社,1990.
[48]项海帆.高等桥梁结构理论[M].北京：人民交通出版社,2001
[49]V.克里斯特克.箱梁理论[M].何福照,吴德心译.北京：人民交通出版社,1988.
[50]山村信道.闭口断面钢桥面板的实用计算计算法.桥梁与基础.1981,44-51
[51]曾庆元.薄壁箱梁计算的板梁框架法[J].长沙铁道学院学报,1979,(1)：45-79
[52]陈大好.钢板薄膜效应和预应力撑杆柱的理论分析、试验研究与应用[D].东南大学,2004.
[53]成鸿学,郭建华,包义望.薄壳力学的数值计算[M].武汉：华中工学院出版社,1986.
[54]陈大好.钢板薄膜效应和预应力撑杆柱的理论分析、试验研究与应用[D].东南大学,2004.
[55]Specification for structural steel buildings[S].American Institute of Steel Construction, INC.March 9,2005.
[56]许长青,阴晓云,薛卫杰.扁平钢箱梁横隔板应力分析[J].山东交通学院学报,2009,17(2).
[57]陈红,谢军,黄成造.大跨度扁平钢箱梁斜拉桥主梁横隔板局部应力分析[J].重庆交通大学学报(自然科学版),2008,27(4)
[58]曾明根,苏庆田,吴冲.大跨斜拉桥扁平钢箱梁受力计算[J].桥梁建设,2007(3)：17～20.
[59]王应良,许春荣等.流线型扁平钢箱梁横隔板的应力分析和设计[J].公路,1999(2).
[60]周建林,吴冲.大跨度斜拉桥扁平钢箱梁悬臂拼装截面变形分析[J].桥梁建设,2006(1).
[61]徐金勇,颜全胜等.斜拉桥扁平空腹钢箱梁悬拼施工时的截面变形[J].华南理工大学学报(自然科学版),2007(3)：127-131.
[62]樊启武.正交异性桥面系第二体系应力计算方法研究[D].成都,西南交大,2002.
[63]狄谨,周绪红,吕忠达等..正交异性钢箱梁U型肋加劲板极限承载力试验研究[J].中国路学报,2009,22(2)：59-64.
[64]严辉军.钢桁架节点刚性次应力及正交异性桥面板计算方法分析[D].合肥工业大学,2007.
[65]山村信道.闭口断面钢桥面板的实用计算计算法.桥梁与基础.1981,44-51.
[66]苏庆田,吴冲,董冰.斜拉桥扁平钢箱梁的有限混合单元法分析[J].同济大学学报(自然科学版),2005,33(6)：742-746.
[67]方萍,伍波.钢桥面板及铺装的静载试验和有限元分析[J].华东公路,2000,125(4)：39-42
[68]JTG/T D64-2009.公路钢结构桥梁设计规范(征求意见稿)[S].
[69]庄卫林.正交异性板和钢箱梁设计关键技术研究.
[70]王应良,李小珍,强士中.梯形加劲肋正交异性板钢桥面分析的等效格子梁法[J].西南交通大学学报,1999,34(5)：545-549.
[71]李立峰.正交异性钢箱梁局部稳定分析理论及模型试验研究[D].长沙：湖南大学土木工程学院,2005.
[72]李立峰,邵旭东.扁平钢箱梁闭口U形加劲板屈曲特性理论分析[J].公路交通科技,2008,25(3)：88-92.
[73]日本道路協會.道路橋示方書·同解說(Ⅱ鋼橋篇)[S].平成14年3月.
[74]日本本州四國聯絡橋.上部结構設計標準·及解說[S].1989,4.
[75]日本本州四國聯絡橋公圑.鋼板床設計要领同解說[S].1989,4.
[76]周建林,吴冲.大跨度斜拉桥扁平钢箱梁悬臂拼装截面变形分析[J].桥梁建设,2006(1)：29-31.
[77]徐军,陈忠延.正交异性钢桥面板的结构分析[J].同济大学学报,1999,27(2)：170-174.
[78]GB 50018-2002.冷弯薄壁型钢结构技术规范[S].北京：中国计划出版社,2002.
[79]陈绍蕃.钢结构设计原理(第二版)[M].北京：科学出版社,2003.
[80]苏庆田,吴冲等.斜拉桥扁平钢箱梁的有限混合单元法分析[J].同济大学学报(自然科学版),2005(6)：742～746.
[81]周建林,吴冲.大跨度斜拉桥扁平钢箱梁悬臂拼装截面变形分析[J].桥梁建设,2006(1).
[82]徐金勇,颜全胜等.斜拉桥扁平空腹钢箱梁悬拼施工时的截面变形[J].华南理工大学学报(自然科学版),2007(3)：127-131.
[83]邢中凯.钢箱梁正交异性桥面板受力特性及计算方法分析研究[D].上海：同济大学,2003.
[84]严辉军.钢桁架节点刚性次应力及正交异性桥面板计算方法分析[D].合肥工业大学,2007.
[85]庄卫林.正交异性板和钢箱梁设计关键技术研究[J].