大跨径混凝土拱桥吊装系统的研究
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摘要
无支架缆索吊装系统是一种以悬索通过塔架顶部锚固于锚碇之间、利用载重跑车在其上往返移动进行工作、兼有垂直运输和水平运输的特种设备。它适用于高差较大的垂直吊装和架空纵向运输,吊运量从几吨至几十吨范围之间变化,纵向运距从几十米至几百米。与其它起重设备相比,它具有跨度大、速度快、效率高、总体结构简单、造价低廉、施工周期短等突出优点,并且不受气候和地形条件的限制。因此,从拱桥的无支架施工逐渐发展到桥梁的悬臂拼装、大跨度悬索桥主索以及加劲梁的吊装,缆索吊装系统都能提供优质安全的服务。所以,在桥梁施工当中越来越受到施工单位的青睐。
然而随着吊装系统跨径、吊装重量、矢跨比的不断加大,利用传统抛物线理论进行设计时,不但计算结果误差较大,而且计算非常复杂、繁琐、周期较长,同时也不利于充分发挥设备能力。本文在多段悬链线理论的基础上,对塔脚固结式和塔脚铰接式吊装系统悬索无应力长度、不同工况下悬索索力、塔架位移量以及安装时悬索垂度进行了分析。同时为了避免繁琐、复杂的迭代计算,提高设计的计算精度与效率,用Visual Basic语言编写了悬索吊装系统的设计程序。使缆索吊装系统设计更加快捷、高效、合理。
Stentless cable crane system is the special equipment which is a kind of cable fixed between anchorage by anchor at the top of tower,used the car of load to move there and back, and both vertical and horizontal transport. It was applicable for vertical hoisting and aerical vertical transport,lifting capacity changed range from a few tons to dozens of tons,the vertical transport distance from the dozens of meter to hundreds of meter. Compared with other lifting equipment, it has sevsral advantages of a large span, fast speed, high efficiency, simple structure, low cost, short period of construction , and no be restrained climatic and topographic conditions. Therefore, these systems can provide qualitical and securitical services that developed cantilever assembly of bridge from stentless construction of the arch bridge, the main cable of lardge-span suspension bridge and hoisting of stiffening girder, hoisting system of a cable. So the more and more be concern in the bridge construction.
With increasing constantly span、weight、rise-span ratio of hoisting system, when it was designing to use traditional parabolic theory, not only calculational error is greater but also calculation is very complex, cumbersome, a longer period , and the same to be not conducive to full play capacity of equipment. The paper was based on Multi-segment catenary theory, and being seperately analysised to unstressed longness of cable hoisting system in consolidatal type and articulated of tower foot、force of suspended cable under varied condition、displacement of tower and verticality of suspension cable. The same to avoid trivial and complex iterative computation, improve computational accuracy and efficiency in the design, write design procedure of hoisting system of suspension cable with Visual Basic language, make the hoisting system of cable become faster、more efficient and reasonable.
然而随着吊装系统跨径、吊装重量、矢跨比的不断加大,利用传统抛物线理论进行设计时,不但计算结果误差较大,而且计算非常复杂、繁琐、周期较长,同时也不利于充分发挥设备能力。本文在多段悬链线理论的基础上,对塔脚固结式和塔脚铰接式吊装系统悬索无应力长度、不同工况下悬索索力、塔架位移量以及安装时悬索垂度进行了分析。同时为了避免繁琐、复杂的迭代计算,提高设计的计算精度与效率,用Visual Basic语言编写了悬索吊装系统的设计程序。使缆索吊装系统设计更加快捷、高效、合理。
Stentless cable crane system is the special equipment which is a kind of cable fixed between anchorage by anchor at the top of tower,used the car of load to move there and back, and both vertical and horizontal transport. It was applicable for vertical hoisting and aerical vertical transport,lifting capacity changed range from a few tons to dozens of tons,the vertical transport distance from the dozens of meter to hundreds of meter. Compared with other lifting equipment, it has sevsral advantages of a large span, fast speed, high efficiency, simple structure, low cost, short period of construction , and no be restrained climatic and topographic conditions. Therefore, these systems can provide qualitical and securitical services that developed cantilever assembly of bridge from stentless construction of the arch bridge, the main cable of lardge-span suspension bridge and hoisting of stiffening girder, hoisting system of a cable. So the more and more be concern in the bridge construction.
With increasing constantly span、weight、rise-span ratio of hoisting system, when it was designing to use traditional parabolic theory, not only calculational error is greater but also calculation is very complex, cumbersome, a longer period , and the same to be not conducive to full play capacity of equipment. The paper was based on Multi-segment catenary theory, and being seperately analysised to unstressed longness of cable hoisting system in consolidatal type and articulated of tower foot、force of suspended cable under varied condition、displacement of tower and verticality of suspension cable. The same to avoid trivial and complex iterative computation, improve computational accuracy and efficiency in the design, write design procedure of hoisting system of suspension cable with Visual Basic language, make the hoisting system of cable become faster、more efficient and reasonable.
引文
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[2]丁大钧.我国拱桥建设屡创辉煌[J].桥梁建设.2000
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[12]周水兴,何兆益,邹毅松等.路桥施工计算手册[M].人民交通出版社.2004
[13]雷俊卿,郑明珠,徐恭义.悬索桥设计[M].人民交通出版社.2002
[14]陈伟,李明,张志国等.桥梁施工临时结构设计[M].中国铁道出版社.2002
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[17]王海林,刘宪福.双吊重缆索吊机主索计算方法探讨[J].石家庄铁道学院学报.1997
[18]张德英,房义平,杨红英等.重要钢丝绳用途(GB8918-2006)[S].中国标准出版社.2000
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[20]颜庆津,数值分析[M].北京航空航天大学出版社.2006
[21]周年薪.工程索道与柔性吊杆[M].人民交通出版社.2008
[22]李艳哲,贾卫中,宋杰.大跨度缆索起重机的设计优化与施工应用[C].第十五界全国桥梁学术会议论文集.同济大学出版社.2002
[23]陈伟,李明,张志国,钟明.桥梁临时结构设计[J].中国铁道出版社.1991
[24]顾安邦,张力,向中富.茅以升科技教育基金会桥梁委员会2005年学术会议论文集[C].重庆大学出版社.2005
[25]王光辉.重庆菜园坝长江大桥4200KN缆索吊机设计[J].铁道标准设计.2008(9)
[26]李德钦,包建武,鲜正红等.900m大跨径缆索吊装验算及荷载试验[J].公路与汽运.2009(1)
[27]韩玉林,张浩然.钱江四桥无支架缆索吊装施工[J].桥梁建设.2009(3)
[28]唐双林.重庆市武隆羊角乌江特大桥缆索吊装优化及施工[J].施工技术.2009(5)
[29]刘传文.浙江象山县三门口跨海大桥缆索吊装施工方案设计要点[J].公路交通技术2004(10)
[30]李传习,杨文爽,肖勇刚.单跨缆索吊装系统悬索计算探讨[J].结构分析与试验研究.2003(6)
[31]潘韬,杨德灿.悬索桥主缆成桥成桥线形的迭代计算[J].交通科技.2008(5)
[32]唐茂林,强示中,沈瑞利.悬索桥主缆成桥成桥线形计算的分段悬链线法[J].铁道学报.2003(2)
[33]占维.悬索桥主缆施工计算的解析迭代方法[D].武汉理工大学硕士论文.2007
[34] James W. charland, Alan G. Hernried, Narvin R. Pyles,Cable Systems with Elastic Supporting Elements , Journal of Structrural Engineering, ASCE, 1994, 120(12):3649一3665
[35] Koei Taken aichio Sasaki,Kouichi Hata, Kazuo Hasegawa, Slip Behavior of Cable Against Saddle in Suspension Bridges,Journal of Structrural Enginee:i ng, ASCE, 1992, 118 (2):377一391
[36] Barrett, D.A. and Hrudey, T.M. Investigation of hoist-induced dynamic loads on bridge crane structures [ J].Canadian Journal of Civil Engineering. v 23, n 4, Aug, 1996, p 926-939
[37] Oman, Hanafy, M.and Nayfeh, Ali H. Gain scheduling feedback control of tower cranes with friction compensation[J].JVC/Journal of Vibration and Control. v 10, n 2, February, 2004, p 269-289
[2]丁大钧.我国拱桥建设屡创辉煌[J].桥梁建设.2000
[3]郭临义.拱桥千秋[M]人民交通出版社.1997
[4]周念先.桥梁方案比选[M].同济大学出版社.1997
[5]罗英,唐寰澄.中国石拱桥研究[M].人民交通出版社.1993
[6]陈宝春.钢管混凝土拱桥发展综述[M].桥梁建设.1997
[7]顾安邦.桥梁工程(下册)[M].人民交通出版社.2000
[8]范立础.桥梁工程(上、下册)[M].人民交通出版社.1996
[9]顾樊清,石绍甫.公路桥涵设计手册-拱桥(上)[M].2000
[10]顾安邦,孙国柱.公路桥涵设计手册-拱桥(下)[M].1994
[11]毛瑞祥,程翔云.公路桥涵设计手册-基本资料[M].人民交通出版社.2000
[12]周水兴,何兆益,邹毅松等.路桥施工计算手册[M].人民交通出版社.2004
[13]雷俊卿,郑明珠,徐恭义.悬索桥设计[M].人民交通出版社.2002
[14]陈伟,李明,张志国等.桥梁施工临时结构设计[M].中国铁道出版社.2002
[15]周玉申.缆索起重机设计[M].机械工业出版社.1993
[16]王海林.考虑边跨影响时双吊重缆索吊机计算理论[J].科技情报开发与经济.1997
[17]王海林,刘宪福.双吊重缆索吊机主索计算方法探讨[J].石家庄铁道学院学报.1997
[18]张德英,房义平,杨红英等.重要钢丝绳用途(GB8918-2006)[S].中国标准出版社.2000
[19]李廉馄.结构力学(下册)[M].高等教育出版社.1996
[20]颜庆津,数值分析[M].北京航空航天大学出版社.2006
[21]周年薪.工程索道与柔性吊杆[M].人民交通出版社.2008
[22]李艳哲,贾卫中,宋杰.大跨度缆索起重机的设计优化与施工应用[C].第十五界全国桥梁学术会议论文集.同济大学出版社.2002
[23]陈伟,李明,张志国,钟明.桥梁临时结构设计[J].中国铁道出版社.1991
[24]顾安邦,张力,向中富.茅以升科技教育基金会桥梁委员会2005年学术会议论文集[C].重庆大学出版社.2005
[25]王光辉.重庆菜园坝长江大桥4200KN缆索吊机设计[J].铁道标准设计.2008(9)
[26]李德钦,包建武,鲜正红等.900m大跨径缆索吊装验算及荷载试验[J].公路与汽运.2009(1)
[27]韩玉林,张浩然.钱江四桥无支架缆索吊装施工[J].桥梁建设.2009(3)
[28]唐双林.重庆市武隆羊角乌江特大桥缆索吊装优化及施工[J].施工技术.2009(5)
[29]刘传文.浙江象山县三门口跨海大桥缆索吊装施工方案设计要点[J].公路交通技术2004(10)
[30]李传习,杨文爽,肖勇刚.单跨缆索吊装系统悬索计算探讨[J].结构分析与试验研究.2003(6)
[31]潘韬,杨德灿.悬索桥主缆成桥成桥线形的迭代计算[J].交通科技.2008(5)
[32]唐茂林,强示中,沈瑞利.悬索桥主缆成桥成桥线形计算的分段悬链线法[J].铁道学报.2003(2)
[33]占维.悬索桥主缆施工计算的解析迭代方法[D].武汉理工大学硕士论文.2007
[34] James W. charland, Alan G. Hernried, Narvin R. Pyles,Cable Systems with Elastic Supporting Elements , Journal of Structrural Engineering, ASCE, 1994, 120(12):3649一3665
[35] Koei Taken aichio Sasaki,Kouichi Hata, Kazuo Hasegawa, Slip Behavior of Cable Against Saddle in Suspension Bridges,Journal of Structrural Enginee:i ng, ASCE, 1992, 118 (2):377一391
[36] Barrett, D.A. and Hrudey, T.M. Investigation of hoist-induced dynamic loads on bridge crane structures [ J].Canadian Journal of Civil Engineering. v 23, n 4, Aug, 1996, p 926-939
[37] Oman, Hanafy, M.and Nayfeh, Ali H. Gain scheduling feedback control of tower cranes with friction compensation[J].JVC/Journal of Vibration and Control. v 10, n 2, February, 2004, p 269-289