双塔三跨式单索面混凝土斜拉桥主梁变宽段受力分析及模型试验研究
|
摘要
郑州市中心区跨京广铁路桥(The ZCD Bridge)是一座双塔单索面混凝土斜拉桥,桥面布置为双向6车道,结构体系为塔梁固结,边跨设辅助墩,孔跨布置为(36+70+248+70+36)m。由于所处地理位置的特殊性,该桥西边跨主梁从边墩中心线起长63.5m的范围内被设计为变宽段,桥面宽度由42.07m渐变至33.0m,主梁截面由单箱五室渐变至单箱三室。该桥主梁构造新颖,受力复杂。本文采用有限元分析与模型试验相结合的方法,系统地研究了主梁变宽段的受力性能。完成的主要工作如下：
1、对实桥在恒载和活载作用下的受力性能进行了空间杆系有限元分析,在此基础上对实桥主梁变宽段进行了空间局部精细有限元分析。根据理论分析结果和试验室条件确定了主梁试验段的长度。
2、研究了斜拉索力、边界条件以及桥面荷载加载的试验模拟方法,将斜拉索力分解为水平和竖向两个分力,水平分力通过张拉布置在主梁中箱内的体外预应力来模拟,竖向分力通过设置在主梁底部的弹性支撑在加载时提供的竖向反力来模拟,并通过斜拉索水平分力、桥面荷载的同步协调作用来模拟主梁变宽段的受力状态。
3、设计、制作了一个1：4的主梁变宽段模型,对其完成了多种荷载工况的空间有限元分析,并将分析结果与实桥主梁变宽段的局部有限元分析结果进行了对比,结果表明：在各工况荷载作用下,试验模型的应力水平与实桥主梁变宽段大体相当,这说明试验方案设计正确,试验模型能够较好地模拟实桥主梁变宽段的受力状态。
4、完成了4个工况的对称模拟加载试验和3个工况的偏载模拟加载试验,并对对称模拟试验和偏载模拟试验的试验数据进行了对比分析。结果表明：在各工况荷载作用下,试验模型均处于线弹性状态,实测结果与理论分析结果吻合较好,且对称加载时变宽段的受力状态比偏载加载时更为不利。
本文的研究成果为郑州市中心区铁路跨线桥的设计、施工提供了依据,对其他同类桥梁的科学研究也具有一定的参考价值。
The ZCD Bridge is a single cable plane cable-stayed bridge with double towers and six highway lanes. The girder of the bridge is fixed rigidly to the towers, and two auxiliary piers are set separately in each side span. The span arrangement is (36+70+248+70+36) m. Because of the special geographical position, a girder segment with a length of 63.5m at the west side span is designed with variable width. The width of the deck changes gradually from 42.07m to 33.0m, and the cross section changes gradually from single box five cells to single box three cells. This kind of design is creative, and the stress state of the girder is very complex. Mechanical behavior of the variable width girder segment was studied systematically in this thesis by means of FEM analysis and model test. The major work is summarized as follows:
1.Based on the space bar-system FEM analysis of the whole bridge, mechanical behavior of the variable width girder segment was analyzed by space local refined FEM under dead load and live load. The length of the test segment was determined according to the theoretical analysis results and actual situation of the testing laboratory.
2.Simulation method of the cables, boundary conditions and deck load were studied. That is to divide the cable force into two.One is horizontal, and the other is vertical.The horizontal force was simulated by tensioning prestressed tendons which were arranged in the mid cell of the box girder, and the vertical one was simulated by the reaction force which was generated by the elastic beams arranged under the bottom deck of the girder when the model was loaded. Stress state of the variable width girder segment was simulated by the synchronization of the cable force and the deck load.
3.A 1:4 test model was designed and produced, and FEM analysis was finished under several load conditions for this model.The theoretical analysis results of the test model and the variable width girder segment were compared, and the results show that the stress level of the former is very close to the latter under all load conditions.This indicates that the test program was designed correctly, and the model test can simulate the stress state of the real bridge very well.
4.Four symmetric load cases and three eccentric load cases were completed, and the results of symmetric test and eccentric test were compared. The results show that the test model was on linear elastic state all the time, and the test values show good agreement with the theoretical analysis under all load conditions.Stress state under symmetric load is worse than that under eccentric load of the variable width girder segment.
The research results of this thesis not only provide the basis for design and construction of The ZCD Bridge, but also provide references for study of other similar bridge structures.
1、对实桥在恒载和活载作用下的受力性能进行了空间杆系有限元分析,在此基础上对实桥主梁变宽段进行了空间局部精细有限元分析。根据理论分析结果和试验室条件确定了主梁试验段的长度。
2、研究了斜拉索力、边界条件以及桥面荷载加载的试验模拟方法,将斜拉索力分解为水平和竖向两个分力,水平分力通过张拉布置在主梁中箱内的体外预应力来模拟,竖向分力通过设置在主梁底部的弹性支撑在加载时提供的竖向反力来模拟,并通过斜拉索水平分力、桥面荷载的同步协调作用来模拟主梁变宽段的受力状态。
3、设计、制作了一个1：4的主梁变宽段模型,对其完成了多种荷载工况的空间有限元分析,并将分析结果与实桥主梁变宽段的局部有限元分析结果进行了对比,结果表明：在各工况荷载作用下,试验模型的应力水平与实桥主梁变宽段大体相当,这说明试验方案设计正确,试验模型能够较好地模拟实桥主梁变宽段的受力状态。
4、完成了4个工况的对称模拟加载试验和3个工况的偏载模拟加载试验,并对对称模拟试验和偏载模拟试验的试验数据进行了对比分析。结果表明：在各工况荷载作用下,试验模型均处于线弹性状态,实测结果与理论分析结果吻合较好,且对称加载时变宽段的受力状态比偏载加载时更为不利。
本文的研究成果为郑州市中心区铁路跨线桥的设计、施工提供了依据,对其他同类桥梁的科学研究也具有一定的参考价值。
The ZCD Bridge is a single cable plane cable-stayed bridge with double towers and six highway lanes. The girder of the bridge is fixed rigidly to the towers, and two auxiliary piers are set separately in each side span. The span arrangement is (36+70+248+70+36) m. Because of the special geographical position, a girder segment with a length of 63.5m at the west side span is designed with variable width. The width of the deck changes gradually from 42.07m to 33.0m, and the cross section changes gradually from single box five cells to single box three cells. This kind of design is creative, and the stress state of the girder is very complex. Mechanical behavior of the variable width girder segment was studied systematically in this thesis by means of FEM analysis and model test. The major work is summarized as follows:
1.Based on the space bar-system FEM analysis of the whole bridge, mechanical behavior of the variable width girder segment was analyzed by space local refined FEM under dead load and live load. The length of the test segment was determined according to the theoretical analysis results and actual situation of the testing laboratory.
2.Simulation method of the cables, boundary conditions and deck load were studied. That is to divide the cable force into two.One is horizontal, and the other is vertical.The horizontal force was simulated by tensioning prestressed tendons which were arranged in the mid cell of the box girder, and the vertical one was simulated by the reaction force which was generated by the elastic beams arranged under the bottom deck of the girder when the model was loaded. Stress state of the variable width girder segment was simulated by the synchronization of the cable force and the deck load.
3.A 1:4 test model was designed and produced, and FEM analysis was finished under several load conditions for this model.The theoretical analysis results of the test model and the variable width girder segment were compared, and the results show that the stress level of the former is very close to the latter under all load conditions.This indicates that the test program was designed correctly, and the model test can simulate the stress state of the real bridge very well.
4.Four symmetric load cases and three eccentric load cases were completed, and the results of symmetric test and eccentric test were compared. The results show that the test model was on linear elastic state all the time, and the test values show good agreement with the theoretical analysis under all load conditions.Stress state under symmetric load is worse than that under eccentric load of the variable width girder segment.
The research results of this thesis not only provide the basis for design and construction of The ZCD Bridge, but also provide references for study of other similar bridge structures.
引文
[1]姚玲森.桥梁工程[M].北京：北京人民交通出版社,2008：342～347
[2]王伯惠.斜拉桥结构发展和中国经验[M].北京：人民交通出版社,2003
[3]刘士林,王似舜.斜拉桥设计[M].北京：人民交通出版社,2006
[4]杨允表,朱鸿蕾.关于大跨度单索面斜拉桥的抗风与抗扭分析[J].中国市政工程,2001年第1期：30～32
[5]杜春林,杨春.涪陵乌江二桥单索面斜拉桥主梁优化设计[J].世界桥梁,2007年第1期：13～15
[6]Man-Chung Tang, G L Ren, C Yang. The tenth East Asia-Pacific Conference on Structure Engineering & Construction:real structures part[M]. Bangkok, Thailand:School of Engineering and Technology & Asian Institute of Technology,2006:505～510
[7]腾家俊,沈平.现代桥梁建筑设计[M].北京：人民交通出版社,2008
[8]刘士林.斜拉桥[M].北京：人民交通出版社,2002：17～18
[9]王应良,高宗余.欧美桥梁设计思想[M].北京：中国铁道出版社,2008
[10]谢玉英.海印大桥换索工程施工质量的监控[J].中南公路工程,1997,22(1)：21-25
[11]周先雁,王智丰,冯新.基于频率法的斜拉索力测试研究[J].中南林业科技大学学报,2009,29(2)：102-106
[12]郑全跃,毛志坚,谭立心.崖门大桥斜拉索施工[J].公路,2004年第7期：162～164
[13]代希华,方世乐,陈达章等.崖门大桥总体设计与分析[J].桥梁建设,2003年第1期：1～4
[14]邓文中,任国雷,杨春.涪陵乌江二桥总体设计[J].桥梁建设,2007年第1期：43～46
[15]朱朝银.高低塔单索面斜拉桥组合有限元分析研究[D]：[硕士学位论文].成都：西南交通大学,2003：3～4
[16]徐占军.双塔单索面斜拉桥极限承载力研究[J].企业技术开发,2004,23(8)：17～19
[17]胡昌炳.珠海淇澳大桥主梁悬臂拼装技术[J].桥梁建设,2000年第4期：45～48
[18]宋鑫,邱文亮.吉林兰旗松花江大桥抗震分析与研究[J].公路交通科技, 2006,23(3)：93～96
[19]谢学强.马来西亚柔佛州双塔单索面斜拉桥上部结构架设施工[J].中国高新技术企业,2009年第5期：175～177
[20]吴冲,董冰,曾明根.大跨度单索面组合箱梁斜拉桥扭转受力分析[J].桥梁建设,2006年第6期：8～10
[21]重庆市东水门长江大桥与千厮门嘉陵江大桥工程初步设计咨询报告.武汉：中铁第四勘察设计院集团有限公司,2009：1～18
[22]康厚军,赵跃宇,周海兵等.湘潭湘江四大桥模型试验的加载方法研究[J].湖南大学学报,2007,34(10)：25～30.
[23]刘自明.桥梁结构模型试验研究[J].桥梁建设,1999年第4期：1～7
[24]戴公连.混凝土斜拉桥局部与整体相关屈曲极限承载力分析[D]：[博士学位论文].长沙：长沙铁道学院,1997
[25]程进,肖汝诚,项海帆.超大跨径缆索承重桥梁极限承载力分析的现状与展望[J].中国公路学报,1999,12(4)：59～63
[26]Honshu-Shikoku Bridge Authority. THE TATARA BRIDGE Design and Construction Technology for the world's longest Cable-Stayed Bridge [M].JAPAN, May,1999
[27]Honshu-Shikoku Bridge Authority.THE AKASHI-KAIKYO BRIDGE Design and Construction of the world's longest Bridge [M].JAPAN, October,1998
[28]朱绍玮,张宇峰,张健飞.桥梁极限承载力研究现状与发展[J].现代交通技术,2007,4(1)：20～23
[29]颜全胜.大跨度钢斜拉桥极限承载力分析[D]：[博士学位论文].长沙：长沙铁道学院,1994
[30]杨勇.PC单索面斜拉桥极限承载力分析[D]：[博士学位论文].上海：同济大学,1996
[31]李佳升,颜东煌,陈唱松等.湖南岳阳洞庭湖大桥模型试验实施介绍[J].中南公路工程,1999,24(2)：36-38
[32]盖红环.大跨度不对称有推力钢管混凝土拱桥试验研究[D]：[硕士学位论文].长沙：中南大学,2007：60～64
[33]屈志锋.武广客运专线大跨度下承式钢箱系杆拱桥试验研究[D]：[硕士学位论文].长沙：中南大学,2008：33～81
[34]王勖成.有限单元法[M].北京：清华大学出版社,2003：5～7
[35]谢贻权,何福保.弹性和塑性力学中的有限元法[M].北京：机械工业出版社,1991
[36]中华人民共和国交通部.JTG D62-2004.公路钢筋混凝土及预应力混凝土桥涵设计规范[S].北京：人民交通出版社,2004：102～104
[37]中华人民共和国交通部.JTG D60-2004.公路桥涵设计通用规范[S].北京：人民交通出版社,2004：24～25
[38]Lertsima,chartee.Three-dimensional stress finite element modeling of a long span cable-statyed bridge for local analysis.Structural Engineering and Mechanics,2004:113-124
[39]Decorte.W.;Delesie,C. Van Bogaert.p.. Examination of local stresses in relation to fatigue failure at the tib to floorbeam joint of orthotropic plated bridge decks.Bridge structures,2007:183～191
[40]侯文崎.郑州市中心区铁路跨线桥主桥变宽段1：4缩尺模型试验研究报告[R].长沙：中南大学土木建筑学院,2008：16～21
[41]盛波,许崇法.斜拉桥模型试验研究和实施[J].山东交通科技,2005,21(2)：22～25
[42]梁田甜,王洪枢.模型试验边界条件模拟研究[J].科技创新导报,2007年第3期：207～208
[43]章关永.桥梁结构试验[M].北京：人民交通出版社,2001
[44]Wright.J. Use of Models in Structural Analysis[J].Engineering, 1953:741～743
[45]Fumagalh.E. Model Simulation of Rock Mechanics Problems[J].Rock Mechanics in Engineering Practice.1968:79～82
[46]Ghaswala,S.K. Model and Analogies in Structural Engineering[J]. Civil Engineering and Public Work Review.1952:21～26
[47]张如一等.试验应力分析[M].北京：机械工业出版社,1981：2～15
[48]Borges,J.F..Statistical Theories of Structural Similitude[J], Rilcm. 1960:156～162
[49]罗文泉,叶霜.模型试验的相似方法[J].工业加热,1999,17(19)：17～19
[50]杨俊杰.相似理论与结构模型试验[M].武汉：武汉理工大学出版社,2005
[51]崔军,孙炳楠等.钢管混凝土桁架拱桥模型试验研究[J].工程力学,2004,21(5)：83～86
[52]谷音,郑振.白塔大桥模型实验分析[J].福州大学学报(自然科学版),2000年第5期：72～76
[53]成尚锋.钢管混凝土拱肋受力性能及节段模型试验研究[D].[硕士学位论文].长沙：湖南大学,2003：13～17
[2]王伯惠.斜拉桥结构发展和中国经验[M].北京：人民交通出版社,2003
[3]刘士林,王似舜.斜拉桥设计[M].北京：人民交通出版社,2006
[4]杨允表,朱鸿蕾.关于大跨度单索面斜拉桥的抗风与抗扭分析[J].中国市政工程,2001年第1期：30～32
[5]杜春林,杨春.涪陵乌江二桥单索面斜拉桥主梁优化设计[J].世界桥梁,2007年第1期：13～15
[6]Man-Chung Tang, G L Ren, C Yang. The tenth East Asia-Pacific Conference on Structure Engineering & Construction:real structures part[M]. Bangkok, Thailand:School of Engineering and Technology & Asian Institute of Technology,2006:505～510
[7]腾家俊,沈平.现代桥梁建筑设计[M].北京：人民交通出版社,2008
[8]刘士林.斜拉桥[M].北京：人民交通出版社,2002：17～18
[9]王应良,高宗余.欧美桥梁设计思想[M].北京：中国铁道出版社,2008
[10]谢玉英.海印大桥换索工程施工质量的监控[J].中南公路工程,1997,22(1)：21-25
[11]周先雁,王智丰,冯新.基于频率法的斜拉索力测试研究[J].中南林业科技大学学报,2009,29(2)：102-106
[12]郑全跃,毛志坚,谭立心.崖门大桥斜拉索施工[J].公路,2004年第7期：162～164
[13]代希华,方世乐,陈达章等.崖门大桥总体设计与分析[J].桥梁建设,2003年第1期：1～4
[14]邓文中,任国雷,杨春.涪陵乌江二桥总体设计[J].桥梁建设,2007年第1期：43～46
[15]朱朝银.高低塔单索面斜拉桥组合有限元分析研究[D]：[硕士学位论文].成都：西南交通大学,2003：3～4
[16]徐占军.双塔单索面斜拉桥极限承载力研究[J].企业技术开发,2004,23(8)：17～19
[17]胡昌炳.珠海淇澳大桥主梁悬臂拼装技术[J].桥梁建设,2000年第4期：45～48
[18]宋鑫,邱文亮.吉林兰旗松花江大桥抗震分析与研究[J].公路交通科技, 2006,23(3)：93～96
[19]谢学强.马来西亚柔佛州双塔单索面斜拉桥上部结构架设施工[J].中国高新技术企业,2009年第5期：175～177
[20]吴冲,董冰,曾明根.大跨度单索面组合箱梁斜拉桥扭转受力分析[J].桥梁建设,2006年第6期：8～10
[21]重庆市东水门长江大桥与千厮门嘉陵江大桥工程初步设计咨询报告.武汉：中铁第四勘察设计院集团有限公司,2009：1～18
[22]康厚军,赵跃宇,周海兵等.湘潭湘江四大桥模型试验的加载方法研究[J].湖南大学学报,2007,34(10)：25～30.
[23]刘自明.桥梁结构模型试验研究[J].桥梁建设,1999年第4期：1～7
[24]戴公连.混凝土斜拉桥局部与整体相关屈曲极限承载力分析[D]：[博士学位论文].长沙：长沙铁道学院,1997
[25]程进,肖汝诚,项海帆.超大跨径缆索承重桥梁极限承载力分析的现状与展望[J].中国公路学报,1999,12(4)：59～63
[26]Honshu-Shikoku Bridge Authority. THE TATARA BRIDGE Design and Construction Technology for the world's longest Cable-Stayed Bridge [M].JAPAN, May,1999
[27]Honshu-Shikoku Bridge Authority.THE AKASHI-KAIKYO BRIDGE Design and Construction of the world's longest Bridge [M].JAPAN, October,1998
[28]朱绍玮,张宇峰,张健飞.桥梁极限承载力研究现状与发展[J].现代交通技术,2007,4(1)：20～23
[29]颜全胜.大跨度钢斜拉桥极限承载力分析[D]：[博士学位论文].长沙：长沙铁道学院,1994
[30]杨勇.PC单索面斜拉桥极限承载力分析[D]：[博士学位论文].上海：同济大学,1996
[31]李佳升,颜东煌,陈唱松等.湖南岳阳洞庭湖大桥模型试验实施介绍[J].中南公路工程,1999,24(2)：36-38
[32]盖红环.大跨度不对称有推力钢管混凝土拱桥试验研究[D]：[硕士学位论文].长沙：中南大学,2007：60～64
[33]屈志锋.武广客运专线大跨度下承式钢箱系杆拱桥试验研究[D]：[硕士学位论文].长沙：中南大学,2008：33～81
[34]王勖成.有限单元法[M].北京：清华大学出版社,2003：5～7
[35]谢贻权,何福保.弹性和塑性力学中的有限元法[M].北京：机械工业出版社,1991
[36]中华人民共和国交通部.JTG D62-2004.公路钢筋混凝土及预应力混凝土桥涵设计规范[S].北京：人民交通出版社,2004：102～104
[37]中华人民共和国交通部.JTG D60-2004.公路桥涵设计通用规范[S].北京：人民交通出版社,2004：24～25
[38]Lertsima,chartee.Three-dimensional stress finite element modeling of a long span cable-statyed bridge for local analysis.Structural Engineering and Mechanics,2004:113-124
[39]Decorte.W.;Delesie,C. Van Bogaert.p.. Examination of local stresses in relation to fatigue failure at the tib to floorbeam joint of orthotropic plated bridge decks.Bridge structures,2007:183～191
[40]侯文崎.郑州市中心区铁路跨线桥主桥变宽段1：4缩尺模型试验研究报告[R].长沙：中南大学土木建筑学院,2008：16～21
[41]盛波,许崇法.斜拉桥模型试验研究和实施[J].山东交通科技,2005,21(2)：22～25
[42]梁田甜,王洪枢.模型试验边界条件模拟研究[J].科技创新导报,2007年第3期：207～208
[43]章关永.桥梁结构试验[M].北京：人民交通出版社,2001
[44]Wright.J. Use of Models in Structural Analysis[J].Engineering, 1953:741～743
[45]Fumagalh.E. Model Simulation of Rock Mechanics Problems[J].Rock Mechanics in Engineering Practice.1968:79～82
[46]Ghaswala,S.K. Model and Analogies in Structural Engineering[J]. Civil Engineering and Public Work Review.1952:21～26
[47]张如一等.试验应力分析[M].北京：机械工业出版社,1981：2～15
[48]Borges,J.F..Statistical Theories of Structural Similitude[J], Rilcm. 1960:156～162
[49]罗文泉,叶霜.模型试验的相似方法[J].工业加热,1999,17(19)：17～19
[50]杨俊杰.相似理论与结构模型试验[M].武汉：武汉理工大学出版社,2005
[51]崔军,孙炳楠等.钢管混凝土桁架拱桥模型试验研究[J].工程力学,2004,21(5)：83～86
[52]谷音,郑振.白塔大桥模型实验分析[J].福州大学学报(自然科学版),2000年第5期：72～76
[53]成尚锋.钢管混凝土拱肋受力性能及节段模型试验研究[D].[硕士学位论文].长沙：湖南大学,2003：13～17