斜靠式拱桥结构侧倾失稳分析的Ritz法
|
摘要
采用Ritz法,首次推导了主拱肋拱脚铰接、稳定拱肋拱脚固接边界条件下,斜靠式拱桥的侧倾失稳临界荷载系数的计算公式,并通过有限元法验证了该计算公式的正确性。进一步分析了稳定拱肋弯曲变形能和扭转变形能、主拱肋与稳定拱肋间横撑切向和径向弯曲变形能及吊杆非保向力位势和桥面系侧向弯曲变形能对斜靠式拱桥侧倾失稳临界荷载系数λcr的影响。研究结果表明:稳定拱肋的侧向弯曲变形能对斜靠式拱桥侧倾失稳临界荷载系数λcr有一定的影响,而扭转变形对侧倾失稳临界荷载系数λcr影响甚微;若忽略横撑的所有变形能,侧倾失稳临界荷载系数λcr降低65%～83%,即横撑对斜靠式拱桥侧倾失稳临界荷载系数λcr的影响非常显著;随着稳定拱肋倾角的增加,侧倾失稳临界荷载系数λcr呈增大趋势,且增设稳定拱肋对提高斜靠式拱桥的侧向稳定性大有帮助。
Based on Ritz method,the calculation formula of the critical load coefficient about leaning-type arch bridge has been first derived under the hinged boundary condition at the main arch ribs springers and clamped boundary condition at the stable arch ribs.And compared it with the result obtained from FEM,it is verified that the formula presented in this paper is accurate.Furthermore,those effect factors are analyzed,such as the bending deformation energy and torsional deformation energy of the stable arch ribs,the tangential the radial bending deformation energy of transverse braces,the potential energy of non-directional load of hangers and the bending deformation energy of bridge deck on the critical load coefficientλcrof leaning-type arch bridge.It is shown from the research results that:The bending deformation energy of the stable arch ribs have some influence on the critical load coefficientλcr while the torsional deformation energy have little influence on it;If the tangential the radial bending deformation energy of transverse braces are ignored,the critical load coefficientλcrwill decrease by approximately 65%to 83%,so the transverse brace between the main arch rib and stable arch rib have significant impact on the critical load coefficientλcr;The leaning-type arch bridge’s critical load coefficientλcr increases effectively with the increasing of stable arch rib’s inclined angle,and adding the stability of arch rib is a great help for the lateral stability of leaning-type arch bridge.
Based on Ritz method,the calculation formula of the critical load coefficient about leaning-type arch bridge has been first derived under the hinged boundary condition at the main arch ribs springers and clamped boundary condition at the stable arch ribs.And compared it with the result obtained from FEM,it is verified that the formula presented in this paper is accurate.Furthermore,those effect factors are analyzed,such as the bending deformation energy and torsional deformation energy of the stable arch ribs,the tangential the radial bending deformation energy of transverse braces,the potential energy of non-directional load of hangers and the bending deformation energy of bridge deck on the critical load coefficientλcrof leaning-type arch bridge.It is shown from the research results that:The bending deformation energy of the stable arch ribs have some influence on the critical load coefficientλcr while the torsional deformation energy have little influence on it;If the tangential the radial bending deformation energy of transverse braces are ignored,the critical load coefficientλcrwill decrease by approximately 65%to 83%,so the transverse brace between the main arch rib and stable arch rib have significant impact on the critical load coefficientλcr;The leaning-type arch bridge’s critical load coefficientλcr increases effectively with the increasing of stable arch rib’s inclined angle,and adding the stability of arch rib is a great help for the lateral stability of leaning-type arch bridge.
引文
[1]刘爱荣,禹奇才,张俊平,等.斜拱肋倾角变化对斜靠式拱桥地震响应的影响[J].暨南大学学报,2010,31(3):268-272.(LIU Ai-rong,YU Qi-cai,ZHANG Jun-ping,et al.Influence of variation of incline angle of in-clined arch rib on the seismic response of leaning-typearch bridge[J].Journal of Jinan University,2010,31(3):268-272.(in Chinese))
[2]刘爱荣,申富林,邝钜滔,等.斜靠式拱肋系侧倾失稳临界荷载计算方法[J].工程力学,2011,28(12):166-172.(LIU Ai-rong,SHEN Fu-lin,KUANG Ju-tao,etal.Calculation method for lateral buckling critical loadof leaning-type arch rib system[J].Engineering Me-chanics,2011,28(12):166-172.(in Chinese))
[3]肖汝诚,孙海涛,贾丽君,等.昆山玉峰大桥——首座大跨度无推力斜靠式拱桥的设计研究[J].土木工程学报,2005,38(1):78-83.(XIAO Ru-cheng,SUNHai-tao,JIA Li-jun,et al.Kunshan Yufeng Bridge-de-sign of the first long-span leaning-type arch bridgewithout thrust[J].China Civil Engineering Journal,2005,38(1):78-83.(in Chinese))
[4]Francisco A C.Acro Colour Thematic Architecture[M].SA:Acro Editorial,1989.
[5]范伟擎.斜靠式拱桥设计参数研究[D].长安大学,2008.(FAN Wei-zhi.The Design Parameters Analy-sis of the Leaning Type Arch Bridge[D].Chang’anUniversity,2008.(in Chinese))
[6]韦建刚,陈宝春,吴庆雄.钢管混凝土纯压失稳临界荷载计算的等效梁柱法[J].计算力学学报,2010,27(4):698-703.(WEI Jian-gang,CHEN Bao-chun,WUQing-xiong.Equivalent column method to calculatecritical load for concrete-filled steel tubular arch un-der pure compression[J].Chinese Journal of Com-putational Mechanics,2010,27(4):698-703.(in Chi-nese))
[7]钱莲萍,项海帆.空间拱桥结构侧倾稳定性的实用计算[J].同济大学学报,1989,17(2):161-172.(QIANLian-ping,XIANG Hai-fan.A practical method forlateral buckling analysis of arch bridges[J].Journalof Tongji University,1989,17(2):161-172.(in Chi-nese))
[8]金伟良,顾淑兴,赵国藩.无横撑拱桥横向稳定性的研究[J].中国公路学报,1989,2(3):42-48.(JIN Wei-liang,GU Shu-xing,ZHAO Guo-fan.The lateral sta-bility of tied arch bridge without bracing beams[J].China Journal of Highway and Transport,1989,22(2):44-54.(in Chinese))
[9]刘钊,吕志涛.有横撑系杆拱桥的侧向稳定承载力[J].工程力学,2004,21(3):21-24,54.(LIU Zhao,LU Zhi-tao.Lateral buckling load of tied-arch bridgeswith transverse braces[J].Engineering Mechanics,2004,21(3):21-24,54.(in Chinese))
[10]申富林.斜靠式拱桥侧倾失稳临界荷载的计算方法[D].广州大学,2011.(SHEN Fu-lin.CalculationMethod of Lateral Buckling Critical Load of Leaning-type Arch Bridge[D].Guangzhou University,2011.(in Chinese))
[2]刘爱荣,申富林,邝钜滔,等.斜靠式拱肋系侧倾失稳临界荷载计算方法[J].工程力学,2011,28(12):166-172.(LIU Ai-rong,SHEN Fu-lin,KUANG Ju-tao,etal.Calculation method for lateral buckling critical loadof leaning-type arch rib system[J].Engineering Me-chanics,2011,28(12):166-172.(in Chinese))
[3]肖汝诚,孙海涛,贾丽君,等.昆山玉峰大桥——首座大跨度无推力斜靠式拱桥的设计研究[J].土木工程学报,2005,38(1):78-83.(XIAO Ru-cheng,SUNHai-tao,JIA Li-jun,et al.Kunshan Yufeng Bridge-de-sign of the first long-span leaning-type arch bridgewithout thrust[J].China Civil Engineering Journal,2005,38(1):78-83.(in Chinese))
[4]Francisco A C.Acro Colour Thematic Architecture[M].SA:Acro Editorial,1989.
[5]范伟擎.斜靠式拱桥设计参数研究[D].长安大学,2008.(FAN Wei-zhi.The Design Parameters Analy-sis of the Leaning Type Arch Bridge[D].Chang’anUniversity,2008.(in Chinese))
[6]韦建刚,陈宝春,吴庆雄.钢管混凝土纯压失稳临界荷载计算的等效梁柱法[J].计算力学学报,2010,27(4):698-703.(WEI Jian-gang,CHEN Bao-chun,WUQing-xiong.Equivalent column method to calculatecritical load for concrete-filled steel tubular arch un-der pure compression[J].Chinese Journal of Com-putational Mechanics,2010,27(4):698-703.(in Chi-nese))
[7]钱莲萍,项海帆.空间拱桥结构侧倾稳定性的实用计算[J].同济大学学报,1989,17(2):161-172.(QIANLian-ping,XIANG Hai-fan.A practical method forlateral buckling analysis of arch bridges[J].Journalof Tongji University,1989,17(2):161-172.(in Chi-nese))
[8]金伟良,顾淑兴,赵国藩.无横撑拱桥横向稳定性的研究[J].中国公路学报,1989,2(3):42-48.(JIN Wei-liang,GU Shu-xing,ZHAO Guo-fan.The lateral sta-bility of tied arch bridge without bracing beams[J].China Journal of Highway and Transport,1989,22(2):44-54.(in Chinese))
[9]刘钊,吕志涛.有横撑系杆拱桥的侧向稳定承载力[J].工程力学,2004,21(3):21-24,54.(LIU Zhao,LU Zhi-tao.Lateral buckling load of tied-arch bridgeswith transverse braces[J].Engineering Mechanics,2004,21(3):21-24,54.(in Chinese))
[10]申富林.斜靠式拱桥侧倾失稳临界荷载的计算方法[D].广州大学,2011.(SHEN Fu-lin.CalculationMethod of Lateral Buckling Critical Load of Leaning-type Arch Bridge[D].Guangzhou University,2011.(in Chinese))
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心