温福铁路昆阳特大桥静力及稳定性分析
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摘要
温(州)福(州)昆阳特大桥为连续梁拱组合结构桥。本文以正在建造的昆阳特大桥为工程背景,应用有限元理论建立了该桥的计算模型,进行了主要施工阶段的静力分析、受力复杂的梁拱结合部空间应力分析和主要设计参数对成桥阶段内力及稳定性的影响分析,揭示了铁路大跨度连续梁拱组合桥的受力及稳定性特点。具体地说,本文主要进行了以下几个方面的工作:
1.运用MIDAS软件对昆阳特大桥整个施工过程中的结构内力、应力和变形进行了模拟计算,并将理论计算值与施工控制过程中的实测值进行了对比分析。结果证明采用先梁后拱,主梁为挂篮悬臂对称施工,各个施工阶段主梁及拱肋截面的应力均满足规范要求,施工方法比较合理。
2.根据圣维南原理,采用平面杆系结构分析和三维实体结构分析相结合的方法,运用ANSYS对受力复杂的梁拱结合部采用实体单元进行了空间应力分析。对于受力复杂的梁拱结合部,除应力集中区域外,该部位的应力均处于较合理的范围,本桥设计所采用的拱座外形及局部构造总体上是一种受力比较适宜的方案,能确保该桥拱座受力与传力的功能。
3.在连续梁拱组合桥的设计参数中,拱轴线线型、矢跨比和刚度比对结构内力的影响最为显著。通过改变桥梁的设计参数(拱轴线形式、矢跨比及刚度比),比较了不同设计参数对梁拱组合结构内力分布的影响,并得出合理的取值范围,为设计人员选取结构参数提供参考。
4.探讨了横撑及拱肋布置形式等因素对该桥型稳定性的影响。结果表明:拱肋横撑布置形式和数量对连续梁拱组合桥稳定性有较大影响,吊杆非保向力能提高整体稳定性大约10%,拱肋内倾角变化对该类桥型的稳定型影响不明显。
Kunyang Bridge on Wenzhou-Fuzhou Railway is a combined structure composed of prestressed concrete continuous box beam and concrete-filled steel tubular (CFST) arch. Based on the bridge under construction and the finite element theory, the calculating model for the bridge was built. This dissertation focuses on static analysis of the bridge in the main construction phases, a space-stress analysis for the connection area of the beam and arch with complicated structural stress, the influence of the main design parameters on the internal force and the stability. Specifically speaking, this dissertation has dealt with the following respects:
1. The internal forces, stress and deformation throughout the construction process of Kunyang Bridge have been calculated by MIDAS software. Comparison and analysis are made between the results of the theory analysis and the measured datum in the construction control. It is demonstrated that the sectional stress of the main girder and the arch ribs can meet the requirements of the standards in each construction stage by erecting the continuous girder prior to that of the arches and using cantilever casting construction. The construction method is also proved to be reasonable.
2. According to Saint-Venant principle, the finite element space model for the connection area of the beam and arch was built in order to simulate the stress characteristics by ANSYS software adopting the method of combining the plane bar structure analysis with three-dimensional finite element analysis. The stress of the connection area of the beam and arch are within a reasonable range with the exception of the stress concentration regions. The shape and the local structure of the arch abutment which have been adopted in this bridge design are basically a reasonable design scheme, which can ensure the function of the structural force and the force transferring.
3. Among the design parameters of the continuous beam-arch composite bridge, the arch axis, the ratio of the rise to span and the stiffness ratic have more obvious influence on the structural internal force. Through changing some design parameters(arch axis, ratio of the rise to span, stiffness ratic), the influence to the internal force distribution of the continuous beam-arch composite bridge is compared under different design parameters. The optimal range of these parameters is pointed out and some advances are also given.
4. The factors influencing buckling eigenvalues of the bridge, such as the number and the the type of the transverse brace, the arch rib obliquity etc., have been discussed. The results showed that the number and the the type of the transverse brace have great influence on the sability of the bridge and non-directional force of suspender can improve global stability about 10%, but the change of the arch rib obliquity has no obvious influence on the global stability.
1.运用MIDAS软件对昆阳特大桥整个施工过程中的结构内力、应力和变形进行了模拟计算,并将理论计算值与施工控制过程中的实测值进行了对比分析。结果证明采用先梁后拱,主梁为挂篮悬臂对称施工,各个施工阶段主梁及拱肋截面的应力均满足规范要求,施工方法比较合理。
2.根据圣维南原理,采用平面杆系结构分析和三维实体结构分析相结合的方法,运用ANSYS对受力复杂的梁拱结合部采用实体单元进行了空间应力分析。对于受力复杂的梁拱结合部,除应力集中区域外,该部位的应力均处于较合理的范围,本桥设计所采用的拱座外形及局部构造总体上是一种受力比较适宜的方案,能确保该桥拱座受力与传力的功能。
3.在连续梁拱组合桥的设计参数中,拱轴线线型、矢跨比和刚度比对结构内力的影响最为显著。通过改变桥梁的设计参数(拱轴线形式、矢跨比及刚度比),比较了不同设计参数对梁拱组合结构内力分布的影响,并得出合理的取值范围,为设计人员选取结构参数提供参考。
4.探讨了横撑及拱肋布置形式等因素对该桥型稳定性的影响。结果表明:拱肋横撑布置形式和数量对连续梁拱组合桥稳定性有较大影响,吊杆非保向力能提高整体稳定性大约10%,拱肋内倾角变化对该类桥型的稳定型影响不明显。
Kunyang Bridge on Wenzhou-Fuzhou Railway is a combined structure composed of prestressed concrete continuous box beam and concrete-filled steel tubular (CFST) arch. Based on the bridge under construction and the finite element theory, the calculating model for the bridge was built. This dissertation focuses on static analysis of the bridge in the main construction phases, a space-stress analysis for the connection area of the beam and arch with complicated structural stress, the influence of the main design parameters on the internal force and the stability. Specifically speaking, this dissertation has dealt with the following respects:
1. The internal forces, stress and deformation throughout the construction process of Kunyang Bridge have been calculated by MIDAS software. Comparison and analysis are made between the results of the theory analysis and the measured datum in the construction control. It is demonstrated that the sectional stress of the main girder and the arch ribs can meet the requirements of the standards in each construction stage by erecting the continuous girder prior to that of the arches and using cantilever casting construction. The construction method is also proved to be reasonable.
2. According to Saint-Venant principle, the finite element space model for the connection area of the beam and arch was built in order to simulate the stress characteristics by ANSYS software adopting the method of combining the plane bar structure analysis with three-dimensional finite element analysis. The stress of the connection area of the beam and arch are within a reasonable range with the exception of the stress concentration regions. The shape and the local structure of the arch abutment which have been adopted in this bridge design are basically a reasonable design scheme, which can ensure the function of the structural force and the force transferring.
3. Among the design parameters of the continuous beam-arch composite bridge, the arch axis, the ratio of the rise to span and the stiffness ratic have more obvious influence on the structural internal force. Through changing some design parameters(arch axis, ratio of the rise to span, stiffness ratic), the influence to the internal force distribution of the continuous beam-arch composite bridge is compared under different design parameters. The optimal range of these parameters is pointed out and some advances are also given.
4. The factors influencing buckling eigenvalues of the bridge, such as the number and the the type of the transverse brace, the arch rib obliquity etc., have been discussed. The results showed that the number and the the type of the transverse brace have great influence on the sability of the bridge and non-directional force of suspender can improve global stability about 10%, but the change of the arch rib obliquity has no obvious influence on the global stability.
引文
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[2]金成棣.预应力混凝土梁拱组合桥梁一设计研究与实践,人民交通出版社,2001
[3]陈宝春.钢管混凝土拱桥设计与施工,人民交通出版社,2000
[4]陈宝春,陈友杰等.钢管与钢管混凝土复合拱桥,桥梁建设,2001(1)
[5]李国平.连续拱梁组合桥的性能与特点.桥梁建设No.1 1999
[6]蒋彦征.拱梁组合式体系桥梁的受力性能分析:硕士论文.同济大学,1999
[7]孙建渊,李志胜.钢劲性骨架在梁拱组合体系中的作用研究.公路.1999(9)
[8]李国平.连续梁拱组合桥的性能研究,中国土木工程学会桥梁及结构工程学会第13届年会论文集,同济大学出版社,1998
[9]孙树礼.连续梁拱组合桥梁设计关键技术对策研究.铁道标准设计.2005(5)
[10]于淑兰.梁拱组合桥梁结构体系性能分析(硕士论文).大连:大连理工大学,2003
[11]C.N.Srinivasan."Discussion of 'Design of Circular Thin-Wailed Concrete Filled Steel Tubes,'by Martin D.O'Shea,M.ASCE and Russel Q.Bridge,F.ASCE."J.Struct.Engrg,2002:128-133
[12]Peter Doinghaus,Dipl.-hag.Claus Goralski,Dipl.-Ing.Norbert Will,Dr,-Ing."Design Rules for Composite Structures with High Performance Steel and High Performance Concrete."Bridge Materials.2001
[13]上官兴,童林,黄剑虹等.三座梁拱组合桥梁的设计简介.中南公路工程.2003,28(2):98-102
[14]朱卫国.三跨连续梁拱组合体系桥梁的分析及其试验研究(硕士论文).杭州浙江大学,2003
[15]张云.浅谈拱梁组合体系桥梁在苏南运河苏州段的应用,水运工程,1998,(5)
[16]Wim Hoeckman,Bridge over the River Loire in Orleans,France,Structural Engineering International,2001,vol2
[17]王文涛.刚构一连续组合梁桥.人民交通出版社,1997.
[18]童林,洪上官兴.钢管混凝土拱梁组合体系的探讨.城市道桥与防 2004(6)
[19]Hussian and I.Wilson.The Hume Arch Bridge Manchester Civil Engineering 1999 132,Feb.11640,213
[20]中国工程建设标准化协会标准,钢管混凝土结构设计与施工规程(CECS 28: 90)北京,中国计划出版社,1990
[21]国家建筑材料工业局标准,钢管混凝土结构设计与施工规程(JCJ01-89),上海,同济大学出版社,1989
[22]电力部.钢-混凝土组合结构设计规程(DL 5099-97)
[23]陈宝春.钢管混凝土拱桥计算理论研究进展,桥梁建设,1997(2)
[24]谢肖礼,秦荣.收缩徐变对钢管混凝土拱桥影响的理论研究.桥梁建设2001(4)
[25]吴波,瞿光义.钢管混凝土拱桥徐变产生的截面内力重分布计算.西安公路学院学报 1991.Vol.11.No.4
[26]李国平,张哲元.钢-混凝土组合桥混凝土徐变收缩分析.结构工程师,1999(1)
[27]李国豪.桥梁结构稳定与振动(修订版),中国铁道出版社,1996
[28]戴公连,李建德,曾庆元等.深圳市芙蓉大桥连续钢管拱系杆拱桥空间稳定性分析.中国公路学报,2001,14(1)
[29]郑振飞,徐艳,陈宝春.深圳北站大桥拱墩固结点局部应力.中国公路学报2000(2)
[30]孙潮,陈宝春.钢管混凝土拱梁组合桥拱脚节点应力分析.福州大学学报,2004,32(2)
[31]丁皓江、何福保、谢贻权、徐兴.弹性和塑性力学中的有限单元法,机械工业出版社,1989.11
[32]朱伯芳.有限单元法原理与应用(第二版),中国水利水电出版社,1998
[33]王勋成,邵敏.有限单元基本原理与数值方法,清华大学出版社,1988
[34]杨菊生,揽生瑞.有限元法程序设计,西安交通大学出版社,1990
[35]朱杰江,吕西林,容柏生.高层混凝土结构重力二阶效应的影响分析.建筑结构学报。2003(12)
[36]向中富.桥梁施工控制技术.北京:人们交通出版社,2001.5
[37]顾安邦.大跨径预应变硅连续刚构桥施工控制理论与方法.1999年桥梁学术讨论会论文集,1999
[38]徐君兰.大跨度桥梁施工控制.北京:人民交通出版社.2000.5
[39]谢肖礼.彭文立.秦荣.圣维南原理在钢管混凝土拱桥分析中的应用.中国公路学报,2001,14(2)
[40]陈精一蔡国忠.电脑辅助工程分析ANSYS使用指南.第1版.北京:中国铁道出版社,2001.4
[41]钟善桐.钢管混凝土统一理论-研究与应用,清华大学出版社 2006.8
[42]贺栓海.拱桥挠度理论.北京:人民交通出版社,1996
[43]Nazmy A S.Stability and load-carrying capacity of three-dimensional long-span steel arch bridges[J].Computers & Structures,1997,65(6)
[44]王小岗.钢管混凝土拱稳定分析的三维退化层合梁单元有限元法:硕士论文.浙江大学,1999
[45]S.N.Shukla,M.Ojalvo.Lateral buckling of parabolic arches with tilting loads.Proc.,ASCE.Jun,1971,97(6)
[46]S.P.Timosenko.弹性稳定理论[M].北京:科学出版社.1958
[47]Yong-Lin Pi,N.S.Trahair,Inelastic lateral buckling strength and design of steel arches[J],Engineering Structures 2000(22)
[48]P.N.,Almeida.Lateral Bulking of Twin Arch Ribs with Transverse Bars [M],Dissertation of Ohio State Univ.,Co lumber,Ohio,USA,1970
[2]金成棣.预应力混凝土梁拱组合桥梁一设计研究与实践,人民交通出版社,2001
[3]陈宝春.钢管混凝土拱桥设计与施工,人民交通出版社,2000
[4]陈宝春,陈友杰等.钢管与钢管混凝土复合拱桥,桥梁建设,2001(1)
[5]李国平.连续拱梁组合桥的性能与特点.桥梁建设No.1 1999
[6]蒋彦征.拱梁组合式体系桥梁的受力性能分析:硕士论文.同济大学,1999
[7]孙建渊,李志胜.钢劲性骨架在梁拱组合体系中的作用研究.公路.1999(9)
[8]李国平.连续梁拱组合桥的性能研究,中国土木工程学会桥梁及结构工程学会第13届年会论文集,同济大学出版社,1998
[9]孙树礼.连续梁拱组合桥梁设计关键技术对策研究.铁道标准设计.2005(5)
[10]于淑兰.梁拱组合桥梁结构体系性能分析(硕士论文).大连:大连理工大学,2003
[11]C.N.Srinivasan."Discussion of 'Design of Circular Thin-Wailed Concrete Filled Steel Tubes,'by Martin D.O'Shea,M.ASCE and Russel Q.Bridge,F.ASCE."J.Struct.Engrg,2002:128-133
[12]Peter Doinghaus,Dipl.-hag.Claus Goralski,Dipl.-Ing.Norbert Will,Dr,-Ing."Design Rules for Composite Structures with High Performance Steel and High Performance Concrete."Bridge Materials.2001
[13]上官兴,童林,黄剑虹等.三座梁拱组合桥梁的设计简介.中南公路工程.2003,28(2):98-102
[14]朱卫国.三跨连续梁拱组合体系桥梁的分析及其试验研究(硕士论文).杭州浙江大学,2003
[15]张云.浅谈拱梁组合体系桥梁在苏南运河苏州段的应用,水运工程,1998,(5)
[16]Wim Hoeckman,Bridge over the River Loire in Orleans,France,Structural Engineering International,2001,vol2
[17]王文涛.刚构一连续组合梁桥.人民交通出版社,1997.
[18]童林,洪上官兴.钢管混凝土拱梁组合体系的探讨.城市道桥与防 2004(6)
[19]Hussian and I.Wilson.The Hume Arch Bridge Manchester Civil Engineering 1999 132,Feb.11640,213
[20]中国工程建设标准化协会标准,钢管混凝土结构设计与施工规程(CECS 28: 90)北京,中国计划出版社,1990
[21]国家建筑材料工业局标准,钢管混凝土结构设计与施工规程(JCJ01-89),上海,同济大学出版社,1989
[22]电力部.钢-混凝土组合结构设计规程(DL 5099-97)
[23]陈宝春.钢管混凝土拱桥计算理论研究进展,桥梁建设,1997(2)
[24]谢肖礼,秦荣.收缩徐变对钢管混凝土拱桥影响的理论研究.桥梁建设2001(4)
[25]吴波,瞿光义.钢管混凝土拱桥徐变产生的截面内力重分布计算.西安公路学院学报 1991.Vol.11.No.4
[26]李国平,张哲元.钢-混凝土组合桥混凝土徐变收缩分析.结构工程师,1999(1)
[27]李国豪.桥梁结构稳定与振动(修订版),中国铁道出版社,1996
[28]戴公连,李建德,曾庆元等.深圳市芙蓉大桥连续钢管拱系杆拱桥空间稳定性分析.中国公路学报,2001,14(1)
[29]郑振飞,徐艳,陈宝春.深圳北站大桥拱墩固结点局部应力.中国公路学报2000(2)
[30]孙潮,陈宝春.钢管混凝土拱梁组合桥拱脚节点应力分析.福州大学学报,2004,32(2)
[31]丁皓江、何福保、谢贻权、徐兴.弹性和塑性力学中的有限单元法,机械工业出版社,1989.11
[32]朱伯芳.有限单元法原理与应用(第二版),中国水利水电出版社,1998
[33]王勋成,邵敏.有限单元基本原理与数值方法,清华大学出版社,1988
[34]杨菊生,揽生瑞.有限元法程序设计,西安交通大学出版社,1990
[35]朱杰江,吕西林,容柏生.高层混凝土结构重力二阶效应的影响分析.建筑结构学报。2003(12)
[36]向中富.桥梁施工控制技术.北京:人们交通出版社,2001.5
[37]顾安邦.大跨径预应变硅连续刚构桥施工控制理论与方法.1999年桥梁学术讨论会论文集,1999
[38]徐君兰.大跨度桥梁施工控制.北京:人民交通出版社.2000.5
[39]谢肖礼.彭文立.秦荣.圣维南原理在钢管混凝土拱桥分析中的应用.中国公路学报,2001,14(2)
[40]陈精一蔡国忠.电脑辅助工程分析ANSYS使用指南.第1版.北京:中国铁道出版社,2001.4
[41]钟善桐.钢管混凝土统一理论-研究与应用,清华大学出版社 2006.8
[42]贺栓海.拱桥挠度理论.北京:人民交通出版社,1996
[43]Nazmy A S.Stability and load-carrying capacity of three-dimensional long-span steel arch bridges[J].Computers & Structures,1997,65(6)
[44]王小岗.钢管混凝土拱稳定分析的三维退化层合梁单元有限元法:硕士论文.浙江大学,1999
[45]S.N.Shukla,M.Ojalvo.Lateral buckling of parabolic arches with tilting loads.Proc.,ASCE.Jun,1971,97(6)
[46]S.P.Timosenko.弹性稳定理论[M].北京:科学出版社.1958
[47]Yong-Lin Pi,N.S.Trahair,Inelastic lateral buckling strength and design of steel arches[J],Engineering Structures 2000(22)
[48]P.N.,Almeida.Lateral Bulking of Twin Arch Ribs with Transverse Bars [M],Dissertation of Ohio State Univ.,Co lumber,Ohio,USA,1970