矮塔斜拉桥0号块局部分析
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摘要
矮塔斜拉桥是近20年来发展起来的一种新桥型结构,它的力学行为介于传统的连续梁桥和斜拉桥之间,跨径在100m—300m范围内具有相当的竞争力,目前已被广泛运用。
矮塔斜拉桥可以根据索塔、主梁和桥墩的不同结合方式分为不同结构体系,一般分为塔梁固结体系、支承体系以及刚构体系,该文所研究的对象是刚构体系的矮塔斜拉桥,此类矮塔斜拉桥刚度大,主梁挠度小,十分适合悬臂法施工,但是此类体系动力性能很差,在主梁固结处负弯矩很大,因此在零号块及附近截面都很大。零号块特殊的结构形状和边界条件决定了它的应力是复杂的三维应力状态,同时随着施工的进行,零号块的应力状态也随之而改变。成桥状态下零号块的真实应力状态都是在整个施工过程中累计形成的,而且施工过程复杂,期间还要经历多次结构体系转换。因此,对主梁零号块进行不同施工阶段下的局部应力分析是有重要意义的。
该文以四川某大桥(矮塔斜拉桥)为工程背景,研究刚构体系矮塔斜拉桥零号块局部应力问题,主要内容包括：
1、对传统刚构桥和斜拉桥与矮塔斜拉桥在零号块构造上的区别及特点进行对比和总结；
2、利用专业桥梁有限元软件midas采用杆系模型,对四川某大桥进行静力分析,粗略地探讨施工过程中零号块内力及应力的变化；
3、利用专业桥梁有限元软件midas采用杆系模型和实体模型结合使用的方法,建立四川某大桥全桥模型对零号块进行局部应力分析,并研究其分布规律。
Partial cable-stayed bridge is a new kind of bridge structure that has developed in the latest two decades, its mechanical behavior is located between a beam bridge and a cable-stayed bridge, it has great competitive power at the span of100m～300m,and now this kind of bridge has been used widely.
Partial cable-stayed bridge can be divided into different structural systems according to the ways how pylon,main beam and pier connect together each other,it generally part into tower-beam consolidation system, supporting system and rigid frame system, the partial cable-stayde bridge that belongs to rigid frame system is mainly researched in this article.This kind of bridge has big rigidity,its deflection of main beam is very small,it is very suitable to be built by the cantilever construction,but this kind of bridge has poor dynamic characteristics,the negative moment near the tower-beam consolidation position is very big,so the section near the0#block is usually very huge.The special structural shape and edge conditions of0#block lead to its complex3D stress condition,along with the construction going,its stress condition changes.The last stress condition of the0#block is contributed by the storaging in the whole construction which is very complex and has several system conversion.For these reasons,it is very significant to analyse0#block's local stress in different construction steps.
In this article the author mainly researches the local stress of the partial cable-stayde bridge that belongs to rigid system in order to Luzhou QianCao Yangtze River Bridge(Partial cable-stayed bridge) as the engineering background,the main idea includes:
1、Contrast and summarize the different structure of the0#block among the partial cable-stayde, the traditional beam bridge and cable-stayed bridge;
2、Make a beam mode to do static analysis of Luzhou QianCao Yangtze River Bridge with professional bridge finite element software which is called midas,then investigation the inner force and stress of the0#block in the construction process;
3、Combine beam mode and solid mode to set up a complete mode of Luzhou QianCao Yangtze River Bridge with professional bridge finite element software which is called midas,then analyse the local stress of0#block,at last research its regularities of distribution.
矮塔斜拉桥可以根据索塔、主梁和桥墩的不同结合方式分为不同结构体系,一般分为塔梁固结体系、支承体系以及刚构体系,该文所研究的对象是刚构体系的矮塔斜拉桥,此类矮塔斜拉桥刚度大,主梁挠度小,十分适合悬臂法施工,但是此类体系动力性能很差,在主梁固结处负弯矩很大,因此在零号块及附近截面都很大。零号块特殊的结构形状和边界条件决定了它的应力是复杂的三维应力状态,同时随着施工的进行,零号块的应力状态也随之而改变。成桥状态下零号块的真实应力状态都是在整个施工过程中累计形成的,而且施工过程复杂,期间还要经历多次结构体系转换。因此,对主梁零号块进行不同施工阶段下的局部应力分析是有重要意义的。
该文以四川某大桥(矮塔斜拉桥)为工程背景,研究刚构体系矮塔斜拉桥零号块局部应力问题,主要内容包括：
1、对传统刚构桥和斜拉桥与矮塔斜拉桥在零号块构造上的区别及特点进行对比和总结；
2、利用专业桥梁有限元软件midas采用杆系模型,对四川某大桥进行静力分析,粗略地探讨施工过程中零号块内力及应力的变化；
3、利用专业桥梁有限元软件midas采用杆系模型和实体模型结合使用的方法,建立四川某大桥全桥模型对零号块进行局部应力分析,并研究其分布规律。
Partial cable-stayed bridge is a new kind of bridge structure that has developed in the latest two decades, its mechanical behavior is located between a beam bridge and a cable-stayed bridge, it has great competitive power at the span of100m～300m,and now this kind of bridge has been used widely.
Partial cable-stayed bridge can be divided into different structural systems according to the ways how pylon,main beam and pier connect together each other,it generally part into tower-beam consolidation system, supporting system and rigid frame system, the partial cable-stayde bridge that belongs to rigid frame system is mainly researched in this article.This kind of bridge has big rigidity,its deflection of main beam is very small,it is very suitable to be built by the cantilever construction,but this kind of bridge has poor dynamic characteristics,the negative moment near the tower-beam consolidation position is very big,so the section near the0#block is usually very huge.The special structural shape and edge conditions of0#block lead to its complex3D stress condition,along with the construction going,its stress condition changes.The last stress condition of the0#block is contributed by the storaging in the whole construction which is very complex and has several system conversion.For these reasons,it is very significant to analyse0#block's local stress in different construction steps.
In this article the author mainly researches the local stress of the partial cable-stayde bridge that belongs to rigid system in order to Luzhou QianCao Yangtze River Bridge(Partial cable-stayed bridge) as the engineering background,the main idea includes:
1、Contrast and summarize the different structure of the0#block among the partial cable-stayde, the traditional beam bridge and cable-stayed bridge;
2、Make a beam mode to do static analysis of Luzhou QianCao Yangtze River Bridge with professional bridge finite element software which is called midas,then investigation the inner force and stress of the0#block in the construction process;
3、Combine beam mode and solid mode to set up a complete mode of Luzhou QianCao Yangtze River Bridge with professional bridge finite element software which is called midas,then analyse the local stress of0#block,at last research its regularities of distribution.
引文
[1]宁德飚、强士中、郑祥中.北汊大桥零号块空间应力分析[J].工程力学增刊,2000.
[2]高飞、陈淮、杨磊、王艳.部分斜拉桥力学性能[J].郑州大学学报(工学版),2005.
[3]李贞新、强士中、卫星、郭丰哲.歧江河大桥主桥总体结构静力仿真分析[J].桥梁建设,2005.
[4]严国敏.现代斜拉桥[M].西南交通大学出版社,1995.
[5]陈粜、郑为明.双层部分斜拉连续箱梁桥预应力作用效应[J].苏州科技学院学报(工程技术版),2005.6.
[6]黄仁杰.一种MIDAS/Civil实体单元实现预应力的方法[J].山西建筑,2006.6.
[7]高翔.矮塔斜拉桥的结构行为分析及施工控制[D].西南交通大学硕士研究生学位论文,2007.
[8]马书强.国内外矮塔斜拉桥发展概况探讨[J].中国水运,2011,11(12)
[9]刘秀芝.矮塔斜拉桥静力性能的有限元分析[J].西南公路,2011,3
[10]曲佳、刘义河、赵亮、时成伟.矮塔斜拉桥0号块隔板空间应力分析[J].北方交通,2011,2
[11]曹忠强.矮塔斜拉桥全桥静动力计算和塔墩梁固结部位详细应力分析研究[D].西南交通大学硕士学位论文,2006,
[12]向中富.桥梁施工控制技术[J].人民交通出版社,2001
[13]张海文.矮塔斜拉桥索鞍局部混凝土应力分析[D].西南交通大学硕士学位论文,2005
[14]时蕊、张和.高墩大跨连续刚构桥零号块的空间应力分析[J].山西建筑,2007,33(2)：279-280
[15]周家新.重庆鱼洞长江大桥零号块实体分析方法[J].铁道建筑技术,2008
[16]刘润华.连续刚构桥零号块空间应力分析[J].铁道勘测与设计,2010
[17]吴用贤.某大跨PC连续梁桥零号块实体分析[J].山西建筑,2010.12.,36(36)：329-330
[18]MIDAS IT(Beijing) Corporation[CP].MIDAS/CIVIL Analysis for Civil Structure.2004
[19]雷涛、李粉玲、陈晖.论矮塔斜拉桥受力性能与发展前景[J].山西建筑,2012,38(3)：202－203
[20]张同舟.悬臂浇筑大跨度连续刚构桥零号块竖向开孔受力性能研究[D].长安大学硕士学位论文,2011
[21]高宏伟.刚构－连续组合梁桥0#块应力分析[D].长安大学硕士学位论文,2007
[22]Norio Tarada, Toshiaki Mochizuki. The Design and Construction of the Miyakodagawa Bridge in the 2nd Tomei Expressway [J].Porcedings of the 15 FIB Congress, Session2:71-80,Japan
[23]刘锋民.大跨度PC矮塔斜拉桥设计参数研究[D].长安大学硕士学位论文,2006.11
[24]吴东升.大跨独塔斜拉桥计算分析研究[D].西南交通大学硕士学位论文,2004
[25]黎耀.桥塔墩梁固结部位详细应力计算分析[J].广东公路交通,2007
[26]陈小玲.单索面矮塔斜拉桥塔梁固结局部应力分析[J].交通科技,2012,1：4－6
[27]梁爱霞.矮塔斜拉桥斜拉索结构和受力行为研究[D].西南交通大学硕士学位论文,2006
[28]赵瑁,宋松林.连续梁桥的零号块应力分析[J].桥隧机械&施工技术,2009
[29]赵经文,王宏钰.结构有限元分析[M].科学出版社,2001
[30]刘世忠,欧阳永金.独塔单索面部分斜拉桥力学性能及建设实践[M].北京中国铁道出版社,2006.3
[31]Heny W.george. Cable-Stayed Bridge-Parametric study[J] Joumal of Bridge Engineering/August 1998:148-150
[32]Massaru Nishmura, Hidetugu Mochizuki [J]. Design and Construction of Sntanigawa; Proceedings of the 1st FIB Congress, Session2:35-44, Japan
[33]张宏伟,郑海东,郑一峰.部分斜拉桥构造设计[J].公路,2005.5：53-56
[34]李亚东.桥梁工程概论(第二版)[M].成都：西南交通大学出版社,2005
[35]石成,李亚东.日本预应力混凝土桥设计施工新技术[J].世界桥梁,2007.3
[36]李乔.混凝土结构设计原理(第二版)[M].中国铁道出版社,2009
[37]孙训方等.材料力学(I)[M].高等教育出版社,2002
[38]Pao-Hsii Wang, Chiung-Guei Yang. Parametric studies on cable-stayed bridges[J].Computers and Structures.1996,60(2):243-260
[39]藏华,刘钊.部分斜拉桥的应用于发展[J].中国市政工程,2004.3
[40]朱宝春,彭桂瀚.部分斜拉桥发展综述[J].规划与设计,2005(11)
[41]艾国柱.斜拉桥通鉴[M].西南交通大学出版社,2011
[42]Anil K.Chopra. Elastic Response Spectrum:A historical Note[J]. Earthquake Engineering and Structural Dynamics,2006
[43]Michel Virlogeux. Recent Evolution of Cable-stayed Bridges[J], Engineering structures.1999(21)
[44]G.M.LGladweel. Contact Problems in the Classical Theory of Elasticity[J]. Sijthoff and Noordhoff Alphen a/d Rijin, the Netherland,1980:266-282
[45]V M. Fridman, V S. Chemina. The Solution of the Contact Problem of Elastic Bodies By Means of an Iteration Method[J]. Mechanika Tverdogo Tela Akademia Nauk SSSR I,2000(6):116-120
[46]Konrad ZILCH, Christian GLAESER, Development in testing of stay cables[A]. IABSE Conference on Cable-supported Bridges-Challenging Technical Limits[C]. Seoul Korea. June 2001
[47]Yineheng HOU.A novel stay eable system[A].IABSE Conference on Cable-supportedBridges- Challenging Teehnical Limits[C].Seoul, Korea. June 2001.
[48]Marcos P Loizias. Rcent developments in concrete cable-stayed bridges in the United States[A]. IABSE Conference on Cable-supported Bridges- Challenging Technical Limits[C].Seoul Korea. June 2001
[49]Mark KACZINSKI. Corrosion protection of cables[A]. IABSE Conference on Cable-supported Bridges-Challenging Technical Limits [C]. Seoul Korea. June 2001
[50]Kim K S,Lee H S.Analysis of target configurations under dead loads for cable-supported bridges[J]. Computers & Structures,2001,79(30):2681-2692
[51]Chelsa.Conceptual desgin for the sunniberg bridge Honigmann[J]. Journal of Bridge Engineering,2003
[2]高飞、陈淮、杨磊、王艳.部分斜拉桥力学性能[J].郑州大学学报(工学版),2005.
[3]李贞新、强士中、卫星、郭丰哲.歧江河大桥主桥总体结构静力仿真分析[J].桥梁建设,2005.
[4]严国敏.现代斜拉桥[M].西南交通大学出版社,1995.
[5]陈粜、郑为明.双层部分斜拉连续箱梁桥预应力作用效应[J].苏州科技学院学报(工程技术版),2005.6.
[6]黄仁杰.一种MIDAS/Civil实体单元实现预应力的方法[J].山西建筑,2006.6.
[7]高翔.矮塔斜拉桥的结构行为分析及施工控制[D].西南交通大学硕士研究生学位论文,2007.
[8]马书强.国内外矮塔斜拉桥发展概况探讨[J].中国水运,2011,11(12)
[9]刘秀芝.矮塔斜拉桥静力性能的有限元分析[J].西南公路,2011,3
[10]曲佳、刘义河、赵亮、时成伟.矮塔斜拉桥0号块隔板空间应力分析[J].北方交通,2011,2
[11]曹忠强.矮塔斜拉桥全桥静动力计算和塔墩梁固结部位详细应力分析研究[D].西南交通大学硕士学位论文,2006,
[12]向中富.桥梁施工控制技术[J].人民交通出版社,2001
[13]张海文.矮塔斜拉桥索鞍局部混凝土应力分析[D].西南交通大学硕士学位论文,2005
[14]时蕊、张和.高墩大跨连续刚构桥零号块的空间应力分析[J].山西建筑,2007,33(2)：279-280
[15]周家新.重庆鱼洞长江大桥零号块实体分析方法[J].铁道建筑技术,2008
[16]刘润华.连续刚构桥零号块空间应力分析[J].铁道勘测与设计,2010
[17]吴用贤.某大跨PC连续梁桥零号块实体分析[J].山西建筑,2010.12.,36(36)：329-330
[18]MIDAS IT(Beijing) Corporation[CP].MIDAS/CIVIL Analysis for Civil Structure.2004
[19]雷涛、李粉玲、陈晖.论矮塔斜拉桥受力性能与发展前景[J].山西建筑,2012,38(3)：202－203
[20]张同舟.悬臂浇筑大跨度连续刚构桥零号块竖向开孔受力性能研究[D].长安大学硕士学位论文,2011
[21]高宏伟.刚构－连续组合梁桥0#块应力分析[D].长安大学硕士学位论文,2007
[22]Norio Tarada, Toshiaki Mochizuki. The Design and Construction of the Miyakodagawa Bridge in the 2nd Tomei Expressway [J].Porcedings of the 15 FIB Congress, Session2:71-80,Japan
[23]刘锋民.大跨度PC矮塔斜拉桥设计参数研究[D].长安大学硕士学位论文,2006.11
[24]吴东升.大跨独塔斜拉桥计算分析研究[D].西南交通大学硕士学位论文,2004
[25]黎耀.桥塔墩梁固结部位详细应力计算分析[J].广东公路交通,2007
[26]陈小玲.单索面矮塔斜拉桥塔梁固结局部应力分析[J].交通科技,2012,1：4－6
[27]梁爱霞.矮塔斜拉桥斜拉索结构和受力行为研究[D].西南交通大学硕士学位论文,2006
[28]赵瑁,宋松林.连续梁桥的零号块应力分析[J].桥隧机械&施工技术,2009
[29]赵经文,王宏钰.结构有限元分析[M].科学出版社,2001
[30]刘世忠,欧阳永金.独塔单索面部分斜拉桥力学性能及建设实践[M].北京中国铁道出版社,2006.3
[31]Heny W.george. Cable-Stayed Bridge-Parametric study[J] Joumal of Bridge Engineering/August 1998:148-150
[32]Massaru Nishmura, Hidetugu Mochizuki [J]. Design and Construction of Sntanigawa; Proceedings of the 1st FIB Congress, Session2:35-44, Japan
[33]张宏伟,郑海东,郑一峰.部分斜拉桥构造设计[J].公路,2005.5：53-56
[34]李亚东.桥梁工程概论(第二版)[M].成都：西南交通大学出版社,2005
[35]石成,李亚东.日本预应力混凝土桥设计施工新技术[J].世界桥梁,2007.3
[36]李乔.混凝土结构设计原理(第二版)[M].中国铁道出版社,2009
[37]孙训方等.材料力学(I)[M].高等教育出版社,2002
[38]Pao-Hsii Wang, Chiung-Guei Yang. Parametric studies on cable-stayed bridges[J].Computers and Structures.1996,60(2):243-260
[39]藏华,刘钊.部分斜拉桥的应用于发展[J].中国市政工程,2004.3
[40]朱宝春,彭桂瀚.部分斜拉桥发展综述[J].规划与设计,2005(11)
[41]艾国柱.斜拉桥通鉴[M].西南交通大学出版社,2011
[42]Anil K.Chopra. Elastic Response Spectrum:A historical Note[J]. Earthquake Engineering and Structural Dynamics,2006
[43]Michel Virlogeux. Recent Evolution of Cable-stayed Bridges[J], Engineering structures.1999(21)
[44]G.M.LGladweel. Contact Problems in the Classical Theory of Elasticity[J]. Sijthoff and Noordhoff Alphen a/d Rijin, the Netherland,1980:266-282
[45]V M. Fridman, V S. Chemina. The Solution of the Contact Problem of Elastic Bodies By Means of an Iteration Method[J]. Mechanika Tverdogo Tela Akademia Nauk SSSR I,2000(6):116-120
[46]Konrad ZILCH, Christian GLAESER, Development in testing of stay cables[A]. IABSE Conference on Cable-supported Bridges-Challenging Technical Limits[C]. Seoul Korea. June 2001
[47]Yineheng HOU.A novel stay eable system[A].IABSE Conference on Cable-supportedBridges- Challenging Teehnical Limits[C].Seoul, Korea. June 2001.
[48]Marcos P Loizias. Rcent developments in concrete cable-stayed bridges in the United States[A]. IABSE Conference on Cable-supported Bridges- Challenging Technical Limits[C].Seoul Korea. June 2001
[49]Mark KACZINSKI. Corrosion protection of cables[A]. IABSE Conference on Cable-supported Bridges-Challenging Technical Limits [C]. Seoul Korea. June 2001
[50]Kim K S,Lee H S.Analysis of target configurations under dead loads for cable-supported bridges[J]. Computers & Structures,2001,79(30):2681-2692
[51]Chelsa.Conceptual desgin for the sunniberg bridge Honigmann[J]. Journal of Bridge Engineering,2003