钢—混凝土梁节点试验研究和有限元分析
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摘要
钢-混凝土组合桁梁桥是指钢桁和混凝土梁通过剪力连接件连接成整体并考虑共同受力的桥梁结构形式。组合桁梁节点受力复杂,是组合梁传力的关键部位。兰新第二双线铁路西兰高速立交特大桥,受桥头标高和桥下净空的限制,采用下承式组合桁梁桥。
下承式组合桁梁桥用于高速铁路桥梁具有一定的优势,有建筑高度低,用钢量少,噪声低,改善行车舒适度等优点。本文以兰新第二双线铁路西兰高速立交特大桥为工程背景,以桁梁组合节点为研究对象,设计节点1：2的缩尺模型,进行试验研究和有限元分析,研究钢-混凝土组合梁节点的荷载-位移曲线和传力机理。
论文介绍了节点试验的设计、制作、加载方式和测试内容；采用有限元软件ABAQUS,建立节点三维实体模型,PBL剪力键简化模型。计算过程中考虑了材料非线性和接触分析,在钢板和混凝土交界面建立接触面。
通过分析得出,钢-混凝土组合梁节点刚度大,具有良好的承载能力,PBL剪力键和横隔板协同传递剪力,相对滑移小；横隔板传递绝大部分剪力,PBL剪力键群受力很小,有进一步承受荷载的能力,节点钢-混凝土组合部分连接良好；在荷载为6000kN的作用下,节点模型仍未发生破坏,极限承载力已达到4倍安全系数。
Steel-concrete composite truss-girder bridge is a structure that a steel truss is connected to a concrete girder to bear loads by shear connectors. The composite truss-girder joint is the key components to transfer shear force, which is under complicated forces. When the second Lanzhou-xinjiang double railway cross the Xi'an-lanzhou highway, through type composite truss-girder bridge is employed to satisfy the bridge elevation and the clearance of highway.
Through type composite truss-girder bridge has some advantage in high-speed railway, such as low building height, less amount of steels, lower noise, improving drive comfortableness. In this thesis, a1:2scale model of the bottom chord joint of composite truss-girder in the second Lanzhou-xinjiang double railway that is over Xi'an-lanzhou highway is built, and by using the experimental study and finite element analysis, the load-displacement curves and the load transmission mechanism of the joint model is studied.
In this thesis, design, manufacture, loading mode and testing content of joint experiment are introduced. Finite element method software ABAQUS is employed to establish three-dimensional solid model and simplified model of PBL shear connector. The material nonlinearity and the contact analysis are considered. Contact surfaces are set up on the interface between steel plate and concrete.
According to the analysis, the steel-concrete composite truss-girder joint with a big stiffness has a high carrying capacity, and the PBL shear connectors and diaphragms collaboratively transfer shear force with small relative slipping; Most of the shear force is transmitted by diaphragms, and the rest is born by PBL shear connectors, which could carry more load. Steel-concrete composite part is well-connected; The joint are not damaged under the load of6000kN, and the ultimate bearing capacity has reached4times safety factor.
下承式组合桁梁桥用于高速铁路桥梁具有一定的优势,有建筑高度低,用钢量少,噪声低,改善行车舒适度等优点。本文以兰新第二双线铁路西兰高速立交特大桥为工程背景,以桁梁组合节点为研究对象,设计节点1：2的缩尺模型,进行试验研究和有限元分析,研究钢-混凝土组合梁节点的荷载-位移曲线和传力机理。
论文介绍了节点试验的设计、制作、加载方式和测试内容；采用有限元软件ABAQUS,建立节点三维实体模型,PBL剪力键简化模型。计算过程中考虑了材料非线性和接触分析,在钢板和混凝土交界面建立接触面。
通过分析得出,钢-混凝土组合梁节点刚度大,具有良好的承载能力,PBL剪力键和横隔板协同传递剪力,相对滑移小；横隔板传递绝大部分剪力,PBL剪力键群受力很小,有进一步承受荷载的能力,节点钢-混凝土组合部分连接良好；在荷载为6000kN的作用下,节点模型仍未发生破坏,极限承载力已达到4倍安全系数。
Steel-concrete composite truss-girder bridge is a structure that a steel truss is connected to a concrete girder to bear loads by shear connectors. The composite truss-girder joint is the key components to transfer shear force, which is under complicated forces. When the second Lanzhou-xinjiang double railway cross the Xi'an-lanzhou highway, through type composite truss-girder bridge is employed to satisfy the bridge elevation and the clearance of highway.
Through type composite truss-girder bridge has some advantage in high-speed railway, such as low building height, less amount of steels, lower noise, improving drive comfortableness. In this thesis, a1:2scale model of the bottom chord joint of composite truss-girder in the second Lanzhou-xinjiang double railway that is over Xi'an-lanzhou highway is built, and by using the experimental study and finite element analysis, the load-displacement curves and the load transmission mechanism of the joint model is studied.
In this thesis, design, manufacture, loading mode and testing content of joint experiment are introduced. Finite element method software ABAQUS is employed to establish three-dimensional solid model and simplified model of PBL shear connector. The material nonlinearity and the contact analysis are considered. Contact surfaces are set up on the interface between steel plate and concrete.
According to the analysis, the steel-concrete composite truss-girder joint with a big stiffness has a high carrying capacity, and the PBL shear connectors and diaphragms collaboratively transfer shear force with small relative slipping; Most of the shear force is transmitted by diaphragms, and the rest is born by PBL shear connectors, which could carry more load. Steel-concrete composite part is well-connected; The joint are not damaged under the load of6000kN, and the ultimate bearing capacity has reached4times safety factor.
引文
[1]聂建国,刘明,叶列平.钢-混凝土组合结构[M].北京：中国建筑工业出版社,2005
[2]刘玉擎.组合结构桥梁[M].北京：人民交通出版社,2005
[3]项海帆.世界桥梁发展中的主要技术创新.广西交通科技,2003,28(5)：1-7
[4]聂建国.钢-混凝土组合结构桥梁[M].北京：人民交通出版社,2011
[5]王树东,任钢,张维福.板析组合梁桥的几种计算方法介绍[J].北方交通,2008,(4)：136-138
[6]韦成龙,曾庆元,刘小燕.板精结合梁剪滞效应分析的有限段法[J].桥梁建设,2000,(3)：11-13
[7]王文军,梁志广,苏木标.芜湖长江大桥连续组合桁架结合梁的空间结构分析.石家庄铁道学院学报,2001,14(2)：72-75
[8]Ashraf Ayoub, Filip C. Filippou. Mixed formulation of nonlinear steel-concrete composite beam element. Journal of Structure Engineering,2000,126(3):371-381
[9]谈遂.钢桁架-混凝土组合梁空间有限元分析：[硕士学位论文].长沙：中南大学,2009
[10]Aldo Baeehetta, Hans G. Dauner. The Dreirosenbruck over Rhine.16th Congress of IABSE, Lueerne,2000
[11]Minami H., Yamamura M., Taira Y.et al. Design of The Kinokawa Viaduet Composite Truss Bridge. Proceeding of The 1st Fib Congress,2003
[12]廖江林,肖杰.板桁组合梁桥受力特点及其计算方法发展研究.山西建筑,2007,33(17)：300-331
[13]张晔芝.下承式铁路钢桁结合桥的桥式结构比较.铁道学报,2005,27(5)：107-110
[14]唐九如.钢筋混凝土框架节点抗震[M].东南大学出版社,1989
[15]张亚.大型钢管桁架节点试验与分析研究：[硕士学位论文].上海：同济大学,2009
[16]卜德岭.空间结构大型节点试验全方位加载系统的机构设计：[硕士学位论文].杭州：浙江大学,2006
[17]杨德建,王宁.建筑结构试验[M].武汉：武汉理工大学出版社.2006.5-6
[18]易伟建,张望喜.建筑结构试验[M].北京：中国建筑工业出版社.2005.3-6
[19]任亚用.钢-混凝土组合桁架节点受力性能试验研究和有限元分析：[硕士学位论文].长沙：中南大学,2011
[20]何旭林.高速铁路梁桁组合桥节点仿真分析：[硕士学位论文].成都：西南交通大学,2012
[21]王倩,刘玉擎,黄生富.桁腹式组合桥梁节点构造研究.第十八届全国桥梁学术会议论文集(下),2008：1030-1034
[22]周明华.土木工程结构试验与检测[M].南京：东南大学出版社,2002
[23]王勖成,邵敏.有限单元法基本原理和数值分析[M].北京：清华大学出版社,1996
[24]曹金凤,石亦平ABAQUS有限元分析常见问题解答.北京：机械工业出版社,2009
[251石亦平,周玉蓉ABAQUS有限元分析实例详解.北京：机械工业出版社,2006
[26]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
[27]ABAQUS Theory Manual, ABAQUS, Inc,2006
[28]ABAQUS Analysis User's Manual, ABAQUS, Inc,2006
[29]王金昌,陈页开ABAQUS在土木工程中的应用[M].杭州：浙江大学出版社,2006
[30]Leonhardt E F, Andrae W, Andrae H P, et al. Neues, vorteilhaftes verbundmittel fur stahlverbundtragwerke mit hoher Dauerfestigkeit[J]. Beton und Stahlbetonbau,1987,82(12):325-331 (in German)
[31]Oguejiofor E C, Hosain M U. Numerical analysis of push-out specimens with perfobond rib connectors [J]. Computers & Structures,1997,62(4):617-624
[32]胡建华,叶梅新,黄琼.PBL剪力连接件承载力试验[J].中国公路学报,2006,19(6)：65-72
[33]肖林,李小珍,卫星.PBL剪力键静载力学性能推出试验研究[J].中国铁道科学,2010,31(3)：15-21
[34]崔冰,孟凡超,赵灿晖,等.南京长江第三大桥主塔钢混结合段设计研究[C]/／中国公路学会桥梁和结构工程分会2005年全国桥梁学术会议论文集.杭州：中国公路学会,2005
[35]宗周红,车惠民.剪力连接件静载和疲劳试验研究[J].福州大学学报：自然科学版,1999,27(6)：61-66
[36]夏嵩,赵灿晖,张育智,等.PBL传剪器极限承载力的试验研究[J].西南交通大学学报,2009,44(2)：166-170
[37]张清华,李乔,唐亮. 剪力连接件的三维非线性仿真分析方法[J]. 西南交通大学学报,2005,40(5)：595-599
[38]张清华,李乔,唐亮.桥塔钢-混凝土结合段剪力键破坏机理及极限承载力[J]. 中国公路学报,2007,20(1)：85-90
[39]Veldanda M R, Hosain M U. Behavior of perfobond rib shear connectors:push-out tests[J]. Canadian Journal of Civil Engineering,1992,19(1):1-10
[40]聂建国,樊健生.《钢结构设计规范》(GB50017—2002)钢-混凝土组合梁修订内容介绍明.建筑结构学报,2003,26(1)：34-39
[41]Slobodan Rankovie, Dragoljub Drenie. Static Strength of the shear connectors in steel-concrete composite beams-regulations and research analysis. Architecture and civil engineering,2002, 2(4):251-259
[42]Neal S.Anderson, Donald F.Meinheit. A review of headed-stud design criteria in the six edition of the PCI Design Handbook. PCI Journal,2007, (1-2):2-20
[43]BS5400:Part5. Code of practice for design of composite bridges,1979, British Standards Institution.
[44]赵洁,聂建国.钢板-混凝土组合梁的非线性有限元分析[J].工程力学,2009,26(4)：105-112
[45]王振海,赵灿晖,李乔.PBL剪力键荷载-滑移关系试验研究[J].西南交通大学学报,2011,46(4)： 547-552
[2]刘玉擎.组合结构桥梁[M].北京：人民交通出版社,2005
[3]项海帆.世界桥梁发展中的主要技术创新.广西交通科技,2003,28(5)：1-7
[4]聂建国.钢-混凝土组合结构桥梁[M].北京：人民交通出版社,2011
[5]王树东,任钢,张维福.板析组合梁桥的几种计算方法介绍[J].北方交通,2008,(4)：136-138
[6]韦成龙,曾庆元,刘小燕.板精结合梁剪滞效应分析的有限段法[J].桥梁建设,2000,(3)：11-13
[7]王文军,梁志广,苏木标.芜湖长江大桥连续组合桁架结合梁的空间结构分析.石家庄铁道学院学报,2001,14(2)：72-75
[8]Ashraf Ayoub, Filip C. Filippou. Mixed formulation of nonlinear steel-concrete composite beam element. Journal of Structure Engineering,2000,126(3):371-381
[9]谈遂.钢桁架-混凝土组合梁空间有限元分析：[硕士学位论文].长沙：中南大学,2009
[10]Aldo Baeehetta, Hans G. Dauner. The Dreirosenbruck over Rhine.16th Congress of IABSE, Lueerne,2000
[11]Minami H., Yamamura M., Taira Y.et al. Design of The Kinokawa Viaduet Composite Truss Bridge. Proceeding of The 1st Fib Congress,2003
[12]廖江林,肖杰.板桁组合梁桥受力特点及其计算方法发展研究.山西建筑,2007,33(17)：300-331
[13]张晔芝.下承式铁路钢桁结合桥的桥式结构比较.铁道学报,2005,27(5)：107-110
[14]唐九如.钢筋混凝土框架节点抗震[M].东南大学出版社,1989
[15]张亚.大型钢管桁架节点试验与分析研究：[硕士学位论文].上海：同济大学,2009
[16]卜德岭.空间结构大型节点试验全方位加载系统的机构设计：[硕士学位论文].杭州：浙江大学,2006
[17]杨德建,王宁.建筑结构试验[M].武汉：武汉理工大学出版社.2006.5-6
[18]易伟建,张望喜.建筑结构试验[M].北京：中国建筑工业出版社.2005.3-6
[19]任亚用.钢-混凝土组合桁架节点受力性能试验研究和有限元分析：[硕士学位论文].长沙：中南大学,2011
[20]何旭林.高速铁路梁桁组合桥节点仿真分析：[硕士学位论文].成都：西南交通大学,2012
[21]王倩,刘玉擎,黄生富.桁腹式组合桥梁节点构造研究.第十八届全国桥梁学术会议论文集(下),2008：1030-1034
[22]周明华.土木工程结构试验与检测[M].南京：东南大学出版社,2002
[23]王勖成,邵敏.有限单元法基本原理和数值分析[M].北京：清华大学出版社,1996
[24]曹金凤,石亦平ABAQUS有限元分析常见问题解答.北京：机械工业出版社,2009
[251石亦平,周玉蓉ABAQUS有限元分析实例详解.北京：机械工业出版社,2006
[26]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
[27]ABAQUS Theory Manual, ABAQUS, Inc,2006
[28]ABAQUS Analysis User's Manual, ABAQUS, Inc,2006
[29]王金昌,陈页开ABAQUS在土木工程中的应用[M].杭州：浙江大学出版社,2006
[30]Leonhardt E F, Andrae W, Andrae H P, et al. Neues, vorteilhaftes verbundmittel fur stahlverbundtragwerke mit hoher Dauerfestigkeit[J]. Beton und Stahlbetonbau,1987,82(12):325-331 (in German)
[31]Oguejiofor E C, Hosain M U. Numerical analysis of push-out specimens with perfobond rib connectors [J]. Computers & Structures,1997,62(4):617-624
[32]胡建华,叶梅新,黄琼.PBL剪力连接件承载力试验[J].中国公路学报,2006,19(6)：65-72
[33]肖林,李小珍,卫星.PBL剪力键静载力学性能推出试验研究[J].中国铁道科学,2010,31(3)：15-21
[34]崔冰,孟凡超,赵灿晖,等.南京长江第三大桥主塔钢混结合段设计研究[C]/／中国公路学会桥梁和结构工程分会2005年全国桥梁学术会议论文集.杭州：中国公路学会,2005
[35]宗周红,车惠民.剪力连接件静载和疲劳试验研究[J].福州大学学报：自然科学版,1999,27(6)：61-66
[36]夏嵩,赵灿晖,张育智,等.PBL传剪器极限承载力的试验研究[J].西南交通大学学报,2009,44(2)：166-170
[37]张清华,李乔,唐亮. 剪力连接件的三维非线性仿真分析方法[J]. 西南交通大学学报,2005,40(5)：595-599
[38]张清华,李乔,唐亮.桥塔钢-混凝土结合段剪力键破坏机理及极限承载力[J]. 中国公路学报,2007,20(1)：85-90
[39]Veldanda M R, Hosain M U. Behavior of perfobond rib shear connectors:push-out tests[J]. Canadian Journal of Civil Engineering,1992,19(1):1-10
[40]聂建国,樊健生.《钢结构设计规范》(GB50017—2002)钢-混凝土组合梁修订内容介绍明.建筑结构学报,2003,26(1)：34-39
[41]Slobodan Rankovie, Dragoljub Drenie. Static Strength of the shear connectors in steel-concrete composite beams-regulations and research analysis. Architecture and civil engineering,2002, 2(4):251-259
[42]Neal S.Anderson, Donald F.Meinheit. A review of headed-stud design criteria in the six edition of the PCI Design Handbook. PCI Journal,2007, (1-2):2-20
[43]BS5400:Part5. Code of practice for design of composite bridges,1979, British Standards Institution.
[44]赵洁,聂建国.钢板-混凝土组合梁的非线性有限元分析[J].工程力学,2009,26(4)：105-112
[45]王振海,赵灿晖,李乔.PBL剪力键荷载-滑移关系试验研究[J].西南交通大学学报,2011,46(4)： 547-552