空心板简支梁桥地震非线性碰撞研究
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摘要
随着我国交通基础设施的大量兴建,使得作为交通枢纽的桥梁结构的抗震防灾问题日益受到重视,众所周知,在强震作用下,桥梁结构跨间相邻梁段可能发生碰撞灾害,碰撞将产生巨大的冲击力,可造成主梁不同程度的损坏,有时甚至会引发落梁的严重后果。为了减小或尽量避免地震作用下桥跨间的碰撞力作用,应选择与实际相符的碰撞模拟单元与计算模型,通过分析计算找到碰撞发生条件、影响因素以及碰撞对桥梁抗震性能的影响等。本文基于建立的桥梁结构梁段单元动力分析模型,利用非线性接触单元Kelvin碰撞模型,开展了桥梁结构纵向碰撞非线性地震响应分析。采用Visual Fortran语言编程,选择适合不同场地条件和不同峰值调幅的地震波、同时考虑桥梁约束情况及相邻跨径比的变化等,计算分析了京珠高速某桥梁结构纵向碰撞地震反应,说明了开展桥梁纵向碰撞地震响应分析的必要性。所做的具体工作内容如下：
(1)首先以空间梁段单元BSE为基础,建立了考虑空间梁板薄壁结构的梁段单元动力分析模型,该模型综合考虑了桥梁结构的横向弯扭耦合振动、约束扭转变形、桥墩变形和非线性支座对结构动力响应的影响等。采用能量原理推导给出了桥梁单元刚度矩阵、质量矩阵和阻尼矩阵。
(2)桥墩选择空间梁单元,支座选择非线性支座,采用“对号入座”法生成桥梁结构总体刚度矩阵、质量矩阵和阻尼矩阵,通过运用编制的结构频率模态计算程序,结合工程实例分析计算了多工况下桥梁结构的自振频率和模态变化。
(3)选择非线性接触单元Kelvin碰撞模型,并基于非线性支座单元Wen分析模型,考虑输入四种场地地震波及相应峰值调幅,采用Visual Fortran语言编程计算了京珠高速某桥梁结构在多工况下的纵向碰撞非线性响应,最后对计算结果进行了分析比较,所得结论可供桥梁抗震设计参考。
由于本文采用的是空间梁段单元建模与编程,该程序具有结构总体自由度少、计算速度快、计算精度较高等特点,特别适合大型结构的时程响应分析计算,经算例验证,程序具有较强的通用性与可植入性。
With China's transportation infrastructure construction, as a hub of aseismatic take precautions against natural calamities bridge structure is paid attention to problems in earthquake, as is known to all, under the bridge structure, across-chain adjacent beam may collide disasters, collision will produce the huge impact, can cause damage to the different degree and girder sometimes caused fall beam serious consequences. In order to reduce or avoid seismic action.based bridge across the room, should choose the collision force is consistent with the reality of collision with the calculation model for simulation unit, through the analysis to find a collision conditions, influence factors and collision of bridge seismic performance etc. Based on the establishment of bridge structure dynamic analysis model of beam element by using nonlinear contact Kelvin unit, the collision of bridge structure model of non-linear seismic response analysis of longitudinal collision. Using Visual Fortran programming, choose suitable for different site conditions and different seismic amplitude peaks of the bridge and also considering constraints and adjacent spans than change etc, were calculated and analyzed the beijing-zhuhai expressway bridge structure and seismic response of the collision of longitudinal launching bridge seismic response analysis of longitudinal collision of necessity. The specific content of work done:
(1)First to space beam element BSE, established considering spatial beam slab structure of thin-walled beam element dynamic analysis model, this model considering the bridge structure of bending-torsional coupling vibration, lateral restraint torsion deflection, piers and deformation of nonlinear dynamic response of structure, etc. Using energy principle is given, the quality of bridge stiffness matrix of matrix and the damping matrix.
(2)Piers choice space beam element, bearings, adopting "choose non-linear bearings accordingly" generation bridge structure stiffness matrix and overall quality of matrix and the damping matrix, the structure by using modal frequency calculation program, combined with engineering example calculated under the condition of bridge structure more natural frequencies and modal changes.
(3)Choose nonlinear contact Kelvin unit based on the nonlinear model, and the collision model analysis, Wen unit bearing input and four field earthquake affected by peak amplitude, the corresponding Fortran programming computing the Visual beijing-zhuhai expressway bridge structure in many cases of longitudinal collision nonlinear responses, and the results of calculation is analyzed and compared, the results can be used bridge seismic design reference.
Because the space is based beam element modeling and programming, this program structure with overall freedom and computing speed and high precision characteristics, especially suitable for the large-scale structure of the response analysis and calculation, the practical example, the program has strong commonality and implanting.
(1)首先以空间梁段单元BSE为基础,建立了考虑空间梁板薄壁结构的梁段单元动力分析模型,该模型综合考虑了桥梁结构的横向弯扭耦合振动、约束扭转变形、桥墩变形和非线性支座对结构动力响应的影响等。采用能量原理推导给出了桥梁单元刚度矩阵、质量矩阵和阻尼矩阵。
(2)桥墩选择空间梁单元,支座选择非线性支座,采用“对号入座”法生成桥梁结构总体刚度矩阵、质量矩阵和阻尼矩阵,通过运用编制的结构频率模态计算程序,结合工程实例分析计算了多工况下桥梁结构的自振频率和模态变化。
(3)选择非线性接触单元Kelvin碰撞模型,并基于非线性支座单元Wen分析模型,考虑输入四种场地地震波及相应峰值调幅,采用Visual Fortran语言编程计算了京珠高速某桥梁结构在多工况下的纵向碰撞非线性响应,最后对计算结果进行了分析比较,所得结论可供桥梁抗震设计参考。
由于本文采用的是空间梁段单元建模与编程,该程序具有结构总体自由度少、计算速度快、计算精度较高等特点,特别适合大型结构的时程响应分析计算,经算例验证,程序具有较强的通用性与可植入性。
With China's transportation infrastructure construction, as a hub of aseismatic take precautions against natural calamities bridge structure is paid attention to problems in earthquake, as is known to all, under the bridge structure, across-chain adjacent beam may collide disasters, collision will produce the huge impact, can cause damage to the different degree and girder sometimes caused fall beam serious consequences. In order to reduce or avoid seismic action.based bridge across the room, should choose the collision force is consistent with the reality of collision with the calculation model for simulation unit, through the analysis to find a collision conditions, influence factors and collision of bridge seismic performance etc. Based on the establishment of bridge structure dynamic analysis model of beam element by using nonlinear contact Kelvin unit, the collision of bridge structure model of non-linear seismic response analysis of longitudinal collision. Using Visual Fortran programming, choose suitable for different site conditions and different seismic amplitude peaks of the bridge and also considering constraints and adjacent spans than change etc, were calculated and analyzed the beijing-zhuhai expressway bridge structure and seismic response of the collision of longitudinal launching bridge seismic response analysis of longitudinal collision of necessity. The specific content of work done:
(1)First to space beam element BSE, established considering spatial beam slab structure of thin-walled beam element dynamic analysis model, this model considering the bridge structure of bending-torsional coupling vibration, lateral restraint torsion deflection, piers and deformation of nonlinear dynamic response of structure, etc. Using energy principle is given, the quality of bridge stiffness matrix of matrix and the damping matrix.
(2)Piers choice space beam element, bearings, adopting "choose non-linear bearings accordingly" generation bridge structure stiffness matrix and overall quality of matrix and the damping matrix, the structure by using modal frequency calculation program, combined with engineering example calculated under the condition of bridge structure more natural frequencies and modal changes.
(3)Choose nonlinear contact Kelvin unit based on the nonlinear model, and the collision model analysis, Wen unit bearing input and four field earthquake affected by peak amplitude, the corresponding Fortran programming computing the Visual beijing-zhuhai expressway bridge structure in many cases of longitudinal collision nonlinear responses, and the results of calculation is analyzed and compared, the results can be used bridge seismic design reference.
Because the space is based beam element modeling and programming, this program structure with overall freedom and computing speed and high precision characteristics, especially suitable for the large-scale structure of the response analysis and calculation, the practical example, the program has strong commonality and implanting.
引文
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[7]Kilar V, FajfarP. Simplified posh-over analysis of building struetures. [J].The 11th World Conferene on Earthquake Engineering.
[8]范立础,李建中,王君杰著.高架桥梁抗震设计[M].北京：人民交通出版社,2001.64-102
[9]龙驭球、包世华主编：结构力学(第二版)(下册)[M].北京：高等教育出版社,1995.6.156～211
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[19]孙立,霍立飞.城市桥梁地震反应中防碰撞措施分析[J].工业建筑.2007年第37卷增刊.704～706
[20]郭安薪,崔丽丽,李惠.地震作用下公路桥梁碰撞的半主动控制研究[J].地震工程与工程振动.2008,Vol.28(2).147～152
[21]Ping Zhu, Masato Abe, Yozo Fujino. Modelling three～dimensional non-linear seismic performance of elevated bridges with emphasis on pounding of girders [J]. Earthquake Engineering and Structural Dynamics.2002,31.1891～1913
[22]Anat Ruangrassamee, Kazuhiko, Kawashima. Relative displacement response spectra with pounding effect [J]. Earthquake Engineering and Structural Dynamics.2001;30:1511-1538
[23]郭在田.薄壁结构的弯曲与扭转[M].北京：中国建筑工业出版社.1989
[24]吴秀水.考虑剪切变形的薄壁杆件分析[J].工程力学,1993,10(1)：76～83
[25]imoshenko S P, GereJ M, Theory ofElastic Stability[M]. New York:2nd edition, Mcgram HilICo. Inc.1961
[26]陈淮.高架铁路桥横向刚度研究[D].[博士学位论文].长沙：长沙铁道学院.1993
[27]陈滔,黄宗明.钢筋混凝土框架非弹性地震反应分析模型研究进展[J].世界振动工程,2002,18(1).91～97
[28]吕西林.金国芳等.钢筋混凝土非线性有限元理论与应用[M].上海：伺济大学出版社.1996
[29]朱伯芳.有限单元法原理与应用[M].北京：中国水利水电出版社.1998.56～112
[30]朱镜清.结构抗震分析原理[M].北京：地震出版社.2002.202～266
[31]王勖成,邵敏.有限单元法基本原理与数值方法[M].清华大学出版社.2001.1
[32]朱东生,朱晞,田琪.识别桥梁模态参数时域法的仿真研究.兰州铁道学院学报,1995,14(3)：1～9
[33]江见鲸,陆新征,叶列平.混凝土结构有限元分析[M]北京：清华大学出版社,2004：278～283
[34]吴鸿庆,任侠.结构有限元分析[M].北京：中国铁道出版社,2002：215～228
[35]顾秋来.开裂对简支梁自振频率影响研究[J].山西建筑,2006,32(5)：70～72
[36]秦泗风,柳春光,林皋.基于改进ASPA法的高阶振型对桥墩抗震性能的影响评价[J].中国公路学报.2008,21(5)：57～62
[37]吴彬.铅芯橡胶支座力学性能及其在桥梁工程中减、隔震应用的研究[D].北京：铁道科学研究院,2003
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[44]李杰.地震工程学导论[M].北京：地震出版社.1993
[2]Kilar V, FajfarP. Simplified posh～over analysis of building struetures. [J].The 11th World Conferene on Earthquake Engineering.
[3]范立础,李建中,王君杰著.高架桥梁抗震设计[M].北京：人民交通出版社,2001.64-102
[4]汪芳芳.公路桥梁落梁防止装置的研究[D].[硕士学位论文].长安：长安大学,2003
[5]朱文正.公路桥梁减、抗震防落梁系统研究[D].[博士学位论文].长安：长安大学,2004
[6]中华人民共和国交通部部标准：公路工程抗震设计规范(JTJ0o4—89),人民交通出版社,1989
[7]龙驭球、包世华主编：结构力学(第二版)(下册)[M].高等教育出版社,1995.6.156-211
[8]贾俊峰.连续桥梁三向隔震体系地震反应分析[D].[硕士学位论文].哈尔滨：哈尔滨工业大学,2006
[5]李献忠,岳福青.城市桥梁地震碰撞反应研究与分析[J].地震工程与工程振动,2005,vol.25(4).91～97
[7]Kilar V, FajfarP. Simplified posh-over analysis of building struetures. [J].The 11th World Conferene on Earthquake Engineering.
[8]范立础,李建中,王君杰著.高架桥梁抗震设计[M].北京：人民交通出版社,2001.64-102
[9]龙驭球、包世华主编：结构力学(第二版)(下册)[M].北京：高等教育出版社,1995.6.156～211
[10]R. DesRoehes, Seismic mitigation of bridges using smart restrainers, Proc. SPIE Ini. Soe. OPt. Eng. v3671. P11～20
[11]王东升,冯启民,凌贤长等.桥梁非线性地震反应分析若干问题研究现状[J].地震工程与工程振动,2002.61～66
[12]刘健新、胡兆同、李子青,《公路桥梁减震装置及设计方法研究》总报告.西安：长安大学,2000年10月20日
[13]于海龙,朱晞.地震作用下简支梁桥梁间碰撞的反应性能[J].北方交通大学学报.2004年,第1期.44-46
[14]陈学喜,朱晞,高学奎.地震作用下桥梁梁体间的碰撞响应分析[J].中国铁道科学, 2005,第6期.75～79
[15]于海龙,朱晞.地震作用下梁式桥碰撞反应分析[J].中国铁道科学.2004年,第1期.49～52
[16]赵岩.桥梁抗震的线性与非线性分析[D].[博士学位论文].大连：大连理工大学,2003
[17]王军文,李建中,范立础.桥梁结构地震碰撞效应及防落梁措施研究现状[J]．公路交通科技.2007,Vol.24(5)71～75
[18]林华东,王强.近场地震下简支梁桥的碰撞响应研究[J].广州公路交通.2008年,第4期.19～21
[19]孙立,霍立飞.城市桥梁地震反应中防碰撞措施分析[J].工业建筑.2007年第37卷增刊.704～706
[20]郭安薪,崔丽丽,李惠.地震作用下公路桥梁碰撞的半主动控制研究[J].地震工程与工程振动.2008,Vol.28(2).147～152
[21]Ping Zhu, Masato Abe, Yozo Fujino. Modelling three～dimensional non-linear seismic performance of elevated bridges with emphasis on pounding of girders [J]. Earthquake Engineering and Structural Dynamics.2002,31.1891～1913
[22]Anat Ruangrassamee, Kazuhiko, Kawashima. Relative displacement response spectra with pounding effect [J]. Earthquake Engineering and Structural Dynamics.2001;30:1511-1538
[23]郭在田.薄壁结构的弯曲与扭转[M].北京：中国建筑工业出版社.1989
[24]吴秀水.考虑剪切变形的薄壁杆件分析[J].工程力学,1993,10(1)：76～83
[25]imoshenko S P, GereJ M, Theory ofElastic Stability[M]. New York:2nd edition, Mcgram HilICo. Inc.1961
[26]陈淮.高架铁路桥横向刚度研究[D].[博士学位论文].长沙：长沙铁道学院.1993
[27]陈滔,黄宗明.钢筋混凝土框架非弹性地震反应分析模型研究进展[J].世界振动工程,2002,18(1).91～97
[28]吕西林.金国芳等.钢筋混凝土非线性有限元理论与应用[M].上海：伺济大学出版社.1996
[29]朱伯芳.有限单元法原理与应用[M].北京：中国水利水电出版社.1998.56～112
[30]朱镜清.结构抗震分析原理[M].北京：地震出版社.2002.202～266
[31]王勖成,邵敏.有限单元法基本原理与数值方法[M].清华大学出版社.2001.1
[32]朱东生,朱晞,田琪.识别桥梁模态参数时域法的仿真研究.兰州铁道学院学报,1995,14(3)：1～9
[33]江见鲸,陆新征,叶列平.混凝土结构有限元分析[M]北京：清华大学出版社,2004：278～283
[34]吴鸿庆,任侠.结构有限元分析[M].北京：中国铁道出版社,2002：215～228
[35]顾秋来.开裂对简支梁自振频率影响研究[J].山西建筑,2006,32(5)：70～72
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