预应力混凝土矮塔斜拉桥常用设计参数研究
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摘要
为研究PC主梁(预应力混凝土梁)的矮塔斜拉桥常用设计参数的特点,汇总了72座已建PC主梁矮塔斜拉桥(国内40座,国外32座),经统计分析得到主要分布规律。结果表明:主梁一般采用变高度梁,跨中高跨比一般分布在1/80～1/30之间,根部高跨比一般分布在1/50～1/17之间,国内、外桥的高跨比分布没有明显的差异,高跨比随着主跨跨径增加没有明显变化,不同跨径桥梁的高跨比类似;塔高和跨径之比基本分布在1/5～1/15,该值远小于斜拉桥。分析结果可以为PC主梁矮塔斜拉桥的设计提供参考依据。
In order to study the characteristics of the common design parameters for the PC(pre-stressed concrete) girder short-pylon cable-stayed bridge, this paper summarizes 72 built PC girder short-pylon cable-stayed bridges(40 bridge at home and 32 bridges abroad). The main distribution regularity is achieved after the statistical analysis. The result shows that the main girder is generally a variable height girder. The depth-span ratio in the middle of span is generally distributed in 1/80～1/30, and the depth-span ratio at the root part is generally distributed in 1/50～1/17. The distribution of depth-span ratio is not obvious different at home and abroad. The depth-span ratio is not obviously changed with the increment of the main span size.The depth-span ratios of the different-span bridges are similar. The ratio of pylon height to span is basically distributed in 1/5～1/15. This value is much less than the cable-stayed bridge. The analysis result can be referred for the design of PC girder short-pylon cable-stayed bridge.
In order to study the characteristics of the common design parameters for the PC(pre-stressed concrete) girder short-pylon cable-stayed bridge, this paper summarizes 72 built PC girder short-pylon cable-stayed bridges(40 bridge at home and 32 bridges abroad). The main distribution regularity is achieved after the statistical analysis. The result shows that the main girder is generally a variable height girder. The depth-span ratio in the middle of span is generally distributed in 1/80～1/30, and the depth-span ratio at the root part is generally distributed in 1/50～1/17. The distribution of depth-span ratio is not obvious different at home and abroad. The depth-span ratio is not obviously changed with the increment of the main span size.The depth-span ratios of the different-span bridges are similar. The ratio of pylon height to span is basically distributed in 1/5～1/15. This value is much less than the cable-stayed bridge. The analysis result can be referred for the design of PC girder short-pylon cable-stayed bridge.
引文
[1]郑一峰,黄侨,张连振.部分斜拉桥结构参数分析[J].公路交通科技,2006,23(6):60-65.
[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,2004.
[3] KASUGA A.Extradosed bridges in Japan[J].Structural Concrete,2006,7(3):91-103.
[4] WANG P-H,YANG C-G.Parametric studies on cable-stayed bridges[J].Computers&Structures,1996,60(2):243-260.
[5] KIM H-K,SHINOZUKA M,CHANG S-P.Geometrically nonlinear buffeting response of a cable-stayed bridge[J].Journal of engineering mechanics,2004,130(7):848-857.
[6] WALTHER R.Cable stayed bridges[M].London:Thomas Telford,1999.
[7] GIMSING N J,GEORGAKIS C T.Cable supported bridges:concept and design[M].Hoboken:John Wiley&Sons,2011.
[8]陈从春.矮塔斜拉桥设计理论核心问题研究[D].上海:同济大学,2006.
[9] Becze J,Barta J.Korong prestressed extradosed bridge[J].Structural engineering international,2006,16(1):28-30.
[10]高翔.矮塔斜拉桥的结构行为分析及施工控制[D].四川成都:西南交通大学,2007.
[11]余永强,李敏,陈亨锦.漳州战备大桥主桥设计[J].桥梁建设,2002(1):5-7.
[12]胡世翔.多塔柱混凝土矮塔斜拉桥结构研究[D].江苏南京:东南大学,2017.
[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,2004.
[3] KASUGA A.Extradosed bridges in Japan[J].Structural Concrete,2006,7(3):91-103.
[4] WANG P-H,YANG C-G.Parametric studies on cable-stayed bridges[J].Computers&Structures,1996,60(2):243-260.
[5] KIM H-K,SHINOZUKA M,CHANG S-P.Geometrically nonlinear buffeting response of a cable-stayed bridge[J].Journal of engineering mechanics,2004,130(7):848-857.
[6] WALTHER R.Cable stayed bridges[M].London:Thomas Telford,1999.
[7] GIMSING N J,GEORGAKIS C T.Cable supported bridges:concept and design[M].Hoboken:John Wiley&Sons,2011.
[8]陈从春.矮塔斜拉桥设计理论核心问题研究[D].上海:同济大学,2006.
[9] Becze J,Barta J.Korong prestressed extradosed bridge[J].Structural engineering international,2006,16(1):28-30.
[10]高翔.矮塔斜拉桥的结构行为分析及施工控制[D].四川成都:西南交通大学,2007.
[11]余永强,李敏,陈亨锦.漳州战备大桥主桥设计[J].桥梁建设,2002(1):5-7.
[12]胡世翔.多塔柱混凝土矮塔斜拉桥结构研究[D].江苏南京:东南大学,2017.