近年来随着新材料以及大跨度人行天桥的不断出现,由行人行走引起的振动问题日渐显著.尤其在轻质FRP人行天桥中,行人质量相对桥梁本身质量不可忽略,在计算FRP人行天桥动力响应时,需要考虑行人带来的影响.本文通过引入并推导了行人人体驱动力,建立起行人与人行天桥之间的耦合竖向振动方程.利用数值分析方法分析了一座实际FRP斜拉人行桥在不同行人通行量下的动力响应,并分析了上铺混凝土面层对改善动力响应的效果.理论分析表明,该FRP斜拉桥可满足对人行天桥动力性能的要求.
参考文献
| [1] | T. M. Roberts .Lateral Pedestrian Excitation of Footbridges[J].Journal of Bridge Engineering,2005(1):107-112. |
| [2] | 陈政清;华旭刚.人行桥的振动与动力设计[M].北京:人民交 通出版社,2009:10. |
| [3] | R.Chandra;S.P.Singh;K.Gupta .Damping studies in fiber-reinforced composites:a review[J].Computers and Structures,1999,46(01):41-51. |
| [4] | Srinivas Aluri;Chandrashekar Jinka;Hota V. S. GangaRao .Dynamic Response of Three Fiber Reinforced Polymer Composite Bridges[J].Journal of Bridge Engineering,2005(6):722-730. |
| [5] | P.Paultre;O.Chaallal;J.Proulx .Bridge dynamics and dynamic amplification factors:a review of analytical and experimental findings[J].Canadian Journal of Civil Engineering,1992,19(02):260-278. |
| [6] | R. Sachse;A. Pavic;P. Reynolds .Human-structure dynamic interaction in civil engineering dynamics: a literature review[J].The Shock and Vibration Digest,2003(1):3-18. |
| [7] | Zivanovic S;Pavic A;Reynolds P .Vibration serviceability of footbridges under human-induced excitation: a literature review[J].Journal of Sound and Vibration,2005(1/2):1-74. |
| [8] | Young P .Improved Floor Vibration Prediction Methodologies[J].ARUP Vibration Seminar,2001,10(04) |
| [9] | S.C. Kerr;N.W.M. Bishop .Human induced loading on flexible staircases[J].Engineering structures,2001(1JANUARY):37-45. |
| [10] | CJJ 69-1995.城市人行天桥与人行地道技术规范[S].北京:中国建筑工业出版社,1996. |
| [11] | Guide Specifications for Design of FRP Pedestrian Bridges[S]. |
| [12] | 陈政清;华旭刚.人行桥的振动与动力设计[M].北京:人民交通出版社,2009 |
| [13] | 钱晓斌 .行走作用下结构振动的响应谱分析方法及人群作用分析[D].浙江大学,2005. |
| [14] | Elsa Caetano & Alvaro Cunba;Joel Raoul;Wasoodev Hoorpan.Footbridge Vibration Design[M].,2009 |
| [15] | EN 1990:2002.Eurocode-Basis of Structural Design[S].,2002. |
| [16] | BS5400.British Standards Association[S]. |
上一张
下一张
上一张
下一张
计量
- 下载量()
- 访问量()
文章评分
- 您的评分：
-
10%
-
20%
-
30%
-
40%
-
50%