客运专线96m下承式密布横梁体系钢桁简支结合梁桥模型试验研究
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摘要
客运专线和高速铁路行车速度快、密度大,对桥梁的抗弯刚度、抗扭刚度、稳定性和耐久性要求高,下承式密布横梁体系钢桁结合梁桥能较好地满足上述要求。本文对一座96m下承式密布横梁体系简支钢桁结合梁桥制作了1:6全桥缩尺模型,完成了有限元分析和三个阶段的模型试验,主要工作如下:
1.对一座96m下承式密布横梁体系简支钢桁结合梁桥应用相似理论设计制作了1:6的全桥缩尺模型,设计制作了加载辅助装置,确定了试验加载方案。
2.对纯钢模型、半结合模型和全结合模型完成了各个工况下的模型试验和有限元分析计算。模型结构位移、应力实测值与理论计算值吻合较好,在此基础上分析研究了桥梁结构的变形和受力状况。
3.研究了混凝土桥面板对桥梁结构受力的影响。结果表明:混凝土桥面板提高了结构的整体刚度,改善了下弦杆和桥面系的受力;在96m下承式密布横梁体系简支钢桁结合梁桥体系中,混凝土板厚度宜取24cm～30cm。
4.分析半结合模型、全结合模型的试验和计算结果得出结论:混凝土板与下弦杆结合,能够明显减小横梁端部的应力,对减小下弦杆的应力也起到了一定的作用,而对其他构件的受力影响不大。
5.分析研究了密布横梁体系两种结合桥面的受力特性,结果表明:下弦杆除受轴力外,还受较大的竖向弯矩作用,其竖向弯矩的大小与节间小横梁和下弦杆的竖向抗弯刚度有关;桥面系参与主桁共同作用中,半结合模型约为26%～33%,全结合模型约为37%～42%。
本文的研究成果为96m下承式密布横梁体系简支钢桁结合梁桥设计提供了依据,对其他类似结构也有参考价值。
For reason of rapid and dense traveling, special line and high-speed railway have high requirements for the bridge in flexural rigidity, torsional rigidity, stability and durability. The deck-through steel truss-concrete deck composite bridge with multi-trtransverse-beams could meet the above mentioned requirements quitely. In this paper,on basis of a deck-through steel truss-concrete deck composite bridge spanning 96m with multi-trtransverse-beams, a 1:6 reduced-scale model was constructed and both experiment and finite element analysis of three model stages were completed. The main work has been done as follows:
1. A 1:6 reduced-scale model was constructed according to the similarity theory, moreover the accessorial loading device was designed and fabricated, the loading project of the experiment was decided.
2. Both experiment and finite element analysis of several various load cases were completed to the steel model structure,the semi-composite model structure and the completely-composite model structure respectively. The values of displacement and stress of the model experiment accords with those of the finite element analysis relevantly. By analysing the results of both experiment and finite element analysis, the deformation and the mechanical behavior of the three structures were studied.
3. The influence of the concrete bridge deck on the mechanical behavior of the bridge was studied. The results show that the concrete bridge deck can enhance the integral rigidity of the structure, and improve the mechanical behavior of the bottom chord and the bridge deck system; for the deck-through steel truss-concrete deck composite bridge spanning 96m with multi-trtransverse-beams, the favorable thickness of the concrete deck is 24～30cm.
4. By analysing the experiment results and the theoretical results of the semi-composite model structure and the completely-composite model structure, the compositing the concrete with the bottom chord can reduce the stress on the end of the transverse-beam evidently and which is also some effective on the bottom chord but little on others.
5. The mechanical behavior of the two types of the composite deck system of this kind of truss bridge was studied. The results show that the bottom chord endures vertically bending moment significantly besides axial force, the value of the vertically bending moment is related to the vertical rigidity of both internode-transverse beam and bottom chord. Secondly, the extent of deck system co-acting with the main truss is 26%～33% for the semi-composite model structure and 37%～42% for the completely-composite model structure respectively.
The research results of the paper could supply the design consideration for the deck-through steel truss-concrete deck composite bridge spanning 96m with multi-trtransverse-beams and extently for other similar structures.
1.对一座96m下承式密布横梁体系简支钢桁结合梁桥应用相似理论设计制作了1:6的全桥缩尺模型,设计制作了加载辅助装置,确定了试验加载方案。
2.对纯钢模型、半结合模型和全结合模型完成了各个工况下的模型试验和有限元分析计算。模型结构位移、应力实测值与理论计算值吻合较好,在此基础上分析研究了桥梁结构的变形和受力状况。
3.研究了混凝土桥面板对桥梁结构受力的影响。结果表明:混凝土桥面板提高了结构的整体刚度,改善了下弦杆和桥面系的受力;在96m下承式密布横梁体系简支钢桁结合梁桥体系中,混凝土板厚度宜取24cm～30cm。
4.分析半结合模型、全结合模型的试验和计算结果得出结论:混凝土板与下弦杆结合,能够明显减小横梁端部的应力,对减小下弦杆的应力也起到了一定的作用,而对其他构件的受力影响不大。
5.分析研究了密布横梁体系两种结合桥面的受力特性,结果表明:下弦杆除受轴力外,还受较大的竖向弯矩作用,其竖向弯矩的大小与节间小横梁和下弦杆的竖向抗弯刚度有关;桥面系参与主桁共同作用中,半结合模型约为26%～33%,全结合模型约为37%～42%。
本文的研究成果为96m下承式密布横梁体系简支钢桁结合梁桥设计提供了依据,对其他类似结构也有参考价值。
For reason of rapid and dense traveling, special line and high-speed railway have high requirements for the bridge in flexural rigidity, torsional rigidity, stability and durability. The deck-through steel truss-concrete deck composite bridge with multi-trtransverse-beams could meet the above mentioned requirements quitely. In this paper,on basis of a deck-through steel truss-concrete deck composite bridge spanning 96m with multi-trtransverse-beams, a 1:6 reduced-scale model was constructed and both experiment and finite element analysis of three model stages were completed. The main work has been done as follows:
1. A 1:6 reduced-scale model was constructed according to the similarity theory, moreover the accessorial loading device was designed and fabricated, the loading project of the experiment was decided.
2. Both experiment and finite element analysis of several various load cases were completed to the steel model structure,the semi-composite model structure and the completely-composite model structure respectively. The values of displacement and stress of the model experiment accords with those of the finite element analysis relevantly. By analysing the results of both experiment and finite element analysis, the deformation and the mechanical behavior of the three structures were studied.
3. The influence of the concrete bridge deck on the mechanical behavior of the bridge was studied. The results show that the concrete bridge deck can enhance the integral rigidity of the structure, and improve the mechanical behavior of the bottom chord and the bridge deck system; for the deck-through steel truss-concrete deck composite bridge spanning 96m with multi-trtransverse-beams, the favorable thickness of the concrete deck is 24～30cm.
4. By analysing the experiment results and the theoretical results of the semi-composite model structure and the completely-composite model structure, the compositing the concrete with the bottom chord can reduce the stress on the end of the transverse-beam evidently and which is also some effective on the bottom chord but little on others.
5. The mechanical behavior of the two types of the composite deck system of this kind of truss bridge was studied. The results show that the bottom chord endures vertically bending moment significantly besides axial force, the value of the vertically bending moment is related to the vertical rigidity of both internode-transverse beam and bottom chord. Secondly, the extent of deck system co-acting with the main truss is 26%～33% for the semi-composite model structure and 37%～42% for the completely-composite model structure respectively.
The research results of the paper could supply the design consideration for the deck-through steel truss-concrete deck composite bridge spanning 96m with multi-trtransverse-beams and extently for other similar structures.
引文
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[3]林元培.我国桥梁的发展.城市道路与防洪,2006
[4]徐勇,戴晓春.高速铁路96m钢桁梁桥面系结构形式比较研究.铁道勘察.2007,S1
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[7]陈玉骥.高速铁路下承式钢桁结合梁桥的计算理论及其应用研究:[博士学位论文].长沙:中南大学,2004
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[10]桥梁建设编辑部.世界桥梁,1973
[11]项海帆.世界桥梁发展中的主要技术创新.广西交通科技,2003年
[12]李亚东.桥梁工程概论.西南交通大学出版社,2006年
[13]曹金莲,郭来栓.世界著名桥梁.吉林教育出版社,1999
[14]万明坤.桥梁漫笔.中国铁道出版社,1997
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[19]M.Ito,Y.Fujino,T.Miyata,N.Narita.Cable-Stayed Bridges:Recent Developments and their Future.Amsterdam:B.V.,1991.56-63
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[23]姚振纲,刘祖华.建筑结构试验.上海:同济大学出版社,1996
[24]章关永.桥梁结构试验.北京:人民交通出版社,2001
[25]马永欣,郑山锁.结构试验.北京:科学出版社,2001年
[26]杨德.试验设计与分析.北京:中国农业出版社,2002年
[27]姚谦峰,陈平编著.土木工程结构试验.中国建筑工业出版社,2003年
[28]罗文泉,叶霜.模型试验的相似方法.工业加热,1999,17(19):17-19
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[30]Murphy.G.:Similitude in Engineering.New York:Ronald Press,1950.42-43
[31]Templin,R.L.:Tests of Engineering Structures and thire Models.Transactions,ASCE,1937.1211-1225
[32]W.E.Baker,P.S.Westine and F.T.Dodge,Similarity Methods in Engineering Dynamics,Hayden Book Co.lnc.Rochelle Park,New Jersey,1973.115-117
[33]张如一等.试验应力分析.机械工业出版社,1981
[34]杨俊杰.相似理论与结构模型试验.武汉理工大些出版社,2005
[35]刘自明.桥梁结构模型试验研究.桥梁建设,1999第04期:1-12
[36]湖南大学,太原工学院,福州大学.建筑结构试验.北京:中国建筑工业出版社,1982
[37]陈魁.试验设计与分析.北京:清华大学出版社,1996,8
[38]王娴明.建筑结构试验.北京:清华大学出版社,1988,104-108
[39]盖红环.大跨度不对称有推力钢管混凝土拱桥试验研究:[硕士学位论文].长沙:中南大学,2007
[40]赵清澄.实验应力分析.科学出版社,1987
[41]潘少川.实验应力分析.高等教育出版社,1988
[42]Wright,J.:Use of Models in Structural Analysis.Engineering,1953,741-743
[43]Fumagalh.E.:Model Similation of Rock Mechanics Problems.Rock Mechanics in Engineering Practice.London:J.Wiley.1968.79-82
[44]Ghaswala,S.K.:Model and Analogies in Structural Engineering.Civil Engineering and Public Work Review.1952.21-26
[45]孙卓,张俊平,刘爱荣.大跨度刚架钢桁拱组合结构桥的抗震性能研究.铁道标准设计,2006,09
[46]李鹏,刘钊.丁文胜大跨度系杆拱桥的结构形式对动力特性及地震响应的影响探讨.现代交通技术,2005,04
[47]左东启.模型试验理论与方法.水利电力出版社,1984
[48]叶梅新,吏林山.混凝土受拉状态下钢-混凝土组合结构中栓钉的承载力的研究.长沙铁道学院学报,2003,21(1):8-12
[49]黄辉宇,张晔芝.桁梁结合梁栓钉上拔力的研究.长沙铁道学院学报,1999,17(2):86-89
[50]唐琎,叶梅新.钢桁梁-混凝土板组合梁剪力连接件的布置研究.长沙铁道学院学报,1998,16(4):11-14
[51]叶梅新,张晔芝.桁梁结合梁及其剪力连接件试验研究.铁道学报,1999,21(1):67-71
[52]王勖成.有限单元法.北京:清华大学出版社,2003
[53]张鸿庆.有限元的数学理论.科学出版社,1991
[54]罗振东.有限元混合法理论基础及其应用:发展与应用.东教育出版社,1996
[55]朱伯芳.有限单元法原理与应用.北京:中国水利水电出版社,2000
[56]ANSYS,Inc.Theory Release9.0.USA,2004
[57]张立明.Algor、Ansys在桥梁工程中的应用方法与实例.北京:人民交通出版社,2002
[58]郝文化.ANSYS土木工程应用实例.北京:中国水利水电出版社,2004
[59]陈玉骥,叶梅新.简支下承式桁梁结合梁的模型试验[J].中国铁道科学.2004,25(6):82-87.
[2]方秦汉.长江上四座铁路公路两用桥[J].铁道科学与工程学报,2004,1(1):10-13
[3]林元培.我国桥梁的发展.城市道路与防洪,2006
[4]徐勇,戴晓春.高速铁路96m钢桁梁桥面系结构形式比较研究.铁道勘察.2007,S1
[5]张晔芝.下承式铁路钢桁结合桥的桥式结构比较[J].铁道学报,2005,27(5):107-110
[6]张晔芝.高速铁路下承式钢桁结合桥研究[J].铁道学报,2004,26(6):71-74
[7]陈玉骥.高速铁路下承式钢桁结合梁桥的计算理论及其应用研究:[博士学位论文].长沙:中南大学,2004
[8]裘伯永,盛兴旺.桥梁工程.中国铁道出版社,2001
[9]范立础.桥梁工程.人民交通出版社,1990
[10]桥梁建设编辑部.世界桥梁,1973
[11]项海帆.世界桥梁发展中的主要技术创新.广西交通科技,2003年
[12]李亚东.桥梁工程概论.西南交通大学出版社,2006年
[13]曹金莲,郭来栓.世界著名桥梁.吉林教育出版社,1999
[14]万明坤.桥梁漫笔.中国铁道出版社,1997
[15]Reiner saul,Bridges with double composite action,structural engineering international,1996(1),p32-36
[16]王序森,唐寰澄.桥梁工程.中国铁道出版社,1995
[17]项海帆.中国桥梁.同济大学出版社,1993
[18]Rene Walther,Bernard Houriet,Walmar Islet.Cable-Stayed Bridges.London:Thoms Telford Ltd,1988.1-15
[19]M.Ito,Y.Fujino,T.Miyata,N.Narita.Cable-Stayed Bridges:Recent Developments and their Future.Amsterdam:B.V.,1991.56-63
[20]殷万寿,汪绣鹤.世界桥梁技术发展概况.桥梁建设,1981,(1):1-33
[21]周孟波.芜湖长江大桥施工新技术.桥梁建设,2000,(2):14-19
[22]李德寅.结构模型实验.北京:科学出版社,1996
[23]姚振纲,刘祖华.建筑结构试验.上海:同济大学出版社,1996
[24]章关永.桥梁结构试验.北京:人民交通出版社,2001
[25]马永欣,郑山锁.结构试验.北京:科学出版社,2001年
[26]杨德.试验设计与分析.北京:中国农业出版社,2002年
[27]姚谦峰,陈平编著.土木工程结构试验.中国建筑工业出版社,2003年
[28]罗文泉,叶霜.模型试验的相似方法.工业加热,1999,17(19):17-19
[29]Mattock,A.H.:Structural Modle Testing-Theory and Applications.Journal PCA Research and Development Laboratories,1962(9).12-13
[30]Murphy.G.:Similitude in Engineering.New York:Ronald Press,1950.42-43
[31]Templin,R.L.:Tests of Engineering Structures and thire Models.Transactions,ASCE,1937.1211-1225
[32]W.E.Baker,P.S.Westine and F.T.Dodge,Similarity Methods in Engineering Dynamics,Hayden Book Co.lnc.Rochelle Park,New Jersey,1973.115-117
[33]张如一等.试验应力分析.机械工业出版社,1981
[34]杨俊杰.相似理论与结构模型试验.武汉理工大些出版社,2005
[35]刘自明.桥梁结构模型试验研究.桥梁建设,1999第04期:1-12
[36]湖南大学,太原工学院,福州大学.建筑结构试验.北京:中国建筑工业出版社,1982
[37]陈魁.试验设计与分析.北京:清华大学出版社,1996,8
[38]王娴明.建筑结构试验.北京:清华大学出版社,1988,104-108
[39]盖红环.大跨度不对称有推力钢管混凝土拱桥试验研究:[硕士学位论文].长沙:中南大学,2007
[40]赵清澄.实验应力分析.科学出版社,1987
[41]潘少川.实验应力分析.高等教育出版社,1988
[42]Wright,J.:Use of Models in Structural Analysis.Engineering,1953,741-743
[43]Fumagalh.E.:Model Similation of Rock Mechanics Problems.Rock Mechanics in Engineering Practice.London:J.Wiley.1968.79-82
[44]Ghaswala,S.K.:Model and Analogies in Structural Engineering.Civil Engineering and Public Work Review.1952.21-26
[45]孙卓,张俊平,刘爱荣.大跨度刚架钢桁拱组合结构桥的抗震性能研究.铁道标准设计,2006,09
[46]李鹏,刘钊.丁文胜大跨度系杆拱桥的结构形式对动力特性及地震响应的影响探讨.现代交通技术,2005,04
[47]左东启.模型试验理论与方法.水利电力出版社,1984
[48]叶梅新,吏林山.混凝土受拉状态下钢-混凝土组合结构中栓钉的承载力的研究.长沙铁道学院学报,2003,21(1):8-12
[49]黄辉宇,张晔芝.桁梁结合梁栓钉上拔力的研究.长沙铁道学院学报,1999,17(2):86-89
[50]唐琎,叶梅新.钢桁梁-混凝土板组合梁剪力连接件的布置研究.长沙铁道学院学报,1998,16(4):11-14
[51]叶梅新,张晔芝.桁梁结合梁及其剪力连接件试验研究.铁道学报,1999,21(1):67-71
[52]王勖成.有限单元法.北京:清华大学出版社,2003
[53]张鸿庆.有限元的数学理论.科学出版社,1991
[54]罗振东.有限元混合法理论基础及其应用:发展与应用.东教育出版社,1996
[55]朱伯芳.有限单元法原理与应用.北京:中国水利水电出版社,2000
[56]ANSYS,Inc.Theory Release9.0.USA,2004
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