Ribbon bridge in waves based on hydroelasticity theory

doi:10.1007/s11709-009-0005-6

Front Arch Civil Eng Chin

2009, Vol. 3

Issue (1) : 57-62 https://doi.org/10.1007/s11709-009-0005-6

RESEARCH ARTICLE

Ribbon bridge in waves based on hydroelasticity theory

Cong WANG¹(

), Shixiao FU², Weicheng CUI^3,4

1. China Offshore Oil Engineering Co., Ltd., Tianjin 300451, China; 2. State Key Laboratory of Ocean Engineering, Shanghai Jiao Tong University, Shanghai 200030, China; 3. State Key Laboratory of Ocean Engineering, Shanghai Jiao Tong University, Shanghai 200030, China; 4. China Ship Scientific Research Center, Wuxi 214082, China

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Abstract

For the design and operation of a floating bridge, the understanding of its hydroelastic behavior in waves is of great importance. This paper investigated the hydroelastic performances of a ribbon bridge under wave action. A brief introduction on the estimation of dynamic responses of the floating bridge and the comparisons between the experiments and estimation were presented. Based on the 3D hydroelasticity theory, the hydroelastic behavior of the ribbon bridge modeled by finite element method (FEM) was analyzed by employing the mode superposition method. And the relevant comparisons between the numerical results and experimental data obtained from one tenth scale elastic model test in the ocean basin were made. It is found that the present method is applicable and adaptable for predicting the hydroelastic response of the floating bridge in waves.

Keywords hydroelasticity ribbon bridge wave finite element method (FEM)

Corresponding Author(s): WANG Cong,Email:wangcong@mail.cooec.com.cn

Issue Date: 05 March 2009

Cite this article:

Cong WANG,Shixiao FU,Weicheng CUI. Ribbon bridge in waves based on hydroelasticity theory[J]. Front Arch Civil Eng Chin, 2009, 3(1): 57-62.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-009-0005-6
https://academic.hep.com.cn/fsce/EN/Y2009/V3/I1/57

Fig.1 General view of global ribbon bridge

Fig.2 Finite element model of ribbon bridge

Fig.3 Vertical displacement response of ribbon bridge under different longitudinal wave actions
(a) =10 m; (b) =30 m; (c) =50 m; (d) =80 m

Fig.4 Vertical displacement response of ribbon bridge under different transversal wave actions
(a) =10 m; (b) =30 m; (c) =50 m

Fig.5 Fig.5 Vertical displacement response of ribbon bridge under different oblique wave actions
(a) =30 m; (b) =50 m

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