意大利威尼斯四桥受力性能分析
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摘要
威尼斯大运河上的第4座桥——威尼斯四桥是一座主跨80.8m的钢拱人行桥,采用π形截面桁架拱肋,矢跨比1/16。为了研究其受力特点,采用有限元软件建立威尼斯四桥的计算模型,分析该桥在自重及人行荷载下的静力性能,并在该桥基本动力模态的基础上,进行人行舒适度评价和抗震性能分析。分析结果表明:该桥采用了1/16的小矢跨比,水平推力大,对基础受力不利;π形连接钢板不仅要承受主拱的剪力,还要承受局部弯矩,其某些部分的应力达到了临界状态;主拱肋刚度偏小,在不对称荷载作用下,弯曲变形较大;人行舒适度能够满足要求;地震作用下横向弯矩较大。
The Fourth Bridge crossing the Grand Canal in Venice is a steel arch footbridge with a main span of 80.8m.The arch ribs adopt theπ-shaped trusses,with a rise-to-span ratio of 1/16.To study the load bearing behavior of the bridge,the finite element software was used to establish the calculation model of the bridge to analyze the static performance of the bridge under its dead weight and pedestrian loads.And based on the fundamental dynamic mode of the bridge,the evaluation of travelling comfort and the analysis of the seismic performance were carried out.The results of the analysis demonstrate that the bridge adopts a small rise-to-span ratio of 1/16and has great horizontal push force,which is not favorable to the load bearing performance of the foundation.Theπ-shaped connecting steel plate has to bear the shear force of the main arch and the local bending moment as well,certain parts of which has already reached the critical condition.The stiffness of the main arch ribs is relatively small,which might succumb to bending deformation under asymmetrical loads.The travelling comfort of the footbridge can meet the requirements and the transverse bending moment under the seismic action is great.
The Fourth Bridge crossing the Grand Canal in Venice is a steel arch footbridge with a main span of 80.8m.The arch ribs adopt theπ-shaped trusses,with a rise-to-span ratio of 1/16.To study the load bearing behavior of the bridge,the finite element software was used to establish the calculation model of the bridge to analyze the static performance of the bridge under its dead weight and pedestrian loads.And based on the fundamental dynamic mode of the bridge,the evaluation of travelling comfort and the analysis of the seismic performance were carried out.The results of the analysis demonstrate that the bridge adopts a small rise-to-span ratio of 1/16and has great horizontal push force,which is not favorable to the load bearing performance of the foundation.Theπ-shaped connecting steel plate has to bear the shear force of the main arch and the local bending moment as well,certain parts of which has already reached the critical condition.The stiffness of the main arch ribs is relatively small,which might succumb to bending deformation under asymmetrical loads.The travelling comfort of the footbridge can meet the requirements and the transverse bending moment under the seismic action is great.
引文
[1]Siviero E.Independent Check Design of the IVth Bridge over the Grand Canal[Z].Padua:University of IUAV of Venice,2007.
[2]Scibilia R,Vento S.Fourth Bridge over the Grand Canal between Piazzale Roma and Venice Railway[C]//Steel Bridge 2004:Steel Bridge Extend Structural Limits,Mirlau,France,June 23-25,2004,Proceedings.Paris:OTUS,2004:103-106.
[3]陈宝春,冯阅,布鲁诺·布里斯杰拉.威尼斯大运河的第4座桥[J].世界桥梁,2011,(1):5-8.
[4]陈阶亮,裘新谷.人行桥振动舒适性评价方法及标准研究现状[J].桥梁建设,2010,(1):75-78.
[5]ISO 2631-2,Evaluation of Human Exposure to WholeBody Vibration Continuous and Shock-Induced Vibration in Buildings[S].
[6]冯阅.悬带拱桥试设计与受力性能分析(硕士学位论文)[D].福建:福州大学,2011.
[7]杨溥,李英民,赖明.结构时程分析法输入地震波的选择控制指标[J].土木工程学报,2000,33(6):33-37.
[8]王亚勇,刘小弟,程民宪.建筑结构时程分析法输入地震波的研究[J].建筑结构学报,1991,12(2):51-60.
[9]陈宝春,郑皆连.钢管混凝土拱桥实例集[M].北京:人民交通出版社,2008.
[2]Scibilia R,Vento S.Fourth Bridge over the Grand Canal between Piazzale Roma and Venice Railway[C]//Steel Bridge 2004:Steel Bridge Extend Structural Limits,Mirlau,France,June 23-25,2004,Proceedings.Paris:OTUS,2004:103-106.
[3]陈宝春,冯阅,布鲁诺·布里斯杰拉.威尼斯大运河的第4座桥[J].世界桥梁,2011,(1):5-8.
[4]陈阶亮,裘新谷.人行桥振动舒适性评价方法及标准研究现状[J].桥梁建设,2010,(1):75-78.
[5]ISO 2631-2,Evaluation of Human Exposure to WholeBody Vibration Continuous and Shock-Induced Vibration in Buildings[S].
[6]冯阅.悬带拱桥试设计与受力性能分析(硕士学位论文)[D].福建:福州大学,2011.
[7]杨溥,李英民,赖明.结构时程分析法输入地震波的选择控制指标[J].土木工程学报,2000,33(6):33-37.
[8]王亚勇,刘小弟,程民宪.建筑结构时程分析法输入地震波的研究[J].建筑结构学报,1991,12(2):51-60.
[9]陈宝春,郑皆连.钢管混凝土拱桥实例集[M].北京:人民交通出版社,2008.
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