The review of previous studies demonstrates the gap that more convenient and practical guidelines for solitary wave forces on coastal bridge decks are urgently needed based on the as-obtained observations. This need for the potential guidelines originally motivated this research. In the present study, solitary wave forces on a typical coastal bridge deck with girders are numerically investigated using the SST k-ω turbulent flow. The obtained simulation results of the wave forces on the typical coastal bridge deck with girders are compared with those by previous empirical formulae and then an improved method is suggested to include the hydrodynamic force on the basis of the examined
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methods. Based on the parameters set in the current study: the water depth 7.22 m, the range of the ratio of the wave height to the water depth from 0.12 to 0.42, and the submersion coefficient from -2 to 0.5, the following conclusions can be drawn:
(1) The maximum positive peak vertical forces per unit length are closely related to the wave heights and submersion depths. For higher wave heights, when the bottom of the superstructure is around the SWL, the positive peak vertical forces tend to be larger than those at other elevations. However, the maximum positive horizontal force occurs when the superstructure is fully submerged. It is observed that the positive peak vertical force decreases rapidly with an increase of deck clearance above the SWL. As a result, increasing the bridge deck clearance above the SWL could be a good countermeasure when designing and retrofitting coastal bridges vulnerable to solitary waves, though resulting in higher cost.
(2) For the cases considered (Cases 1, 2, and 3 with the wave height 2.20 m), increasing the railing height results in an increase of the horizontal force and the vertical force. It is concluded that the railing has larger effects on the horizontal force than the vertical force.
(3) It is not practicable to employ the methods by McConnell et al. (2004) and Cuomo et al. (2007) to predict solitary wave forces on typical coastal bridge decks. Discrepancies are found in the studied comparisons, indicating that the prediction equations originally developed for the jetty structures cannot be directly adopted to estimate solitary wave forces on bridge decks. Douglass et al.’s (2006) interim approach predicts more conservative wave forces at most times. Boon-intra’s (2010) method is too much conservative since additional hydrodynamic force component is considered based on the Douglass et al.’s (2006) interim approach. McPherson’s (2008) method performs much better since the water on deck force and the hydrostatic force at the backside of the bridge superstructure are considered.
(4) A suggested method for calculating solitary wave forces based on reviewed studies is proven to be a practical and simple way to predict the wave forces induced by solitary waves on the typical coastal bridge deck with girders. Generally, the suggested method predicts slightly conservative but reasonable results.
The limitations of the current study and future work are described as follows: (1) In the present study, 2D numerical simulations have been conducted. However, 3D models may provide more reliable results, but maybe much more computational cost. (2) In this study, large ratios of the wave height to the water depth (i.e., 0.36 and 0.42) are considered since good wave profiles of the numerical results as compared with analytical ones are obtained at the location where the bridge model is placed. However, additional care should be taken for the results since the analytical solution is based on relatively small ratios.
(3) Larger wave heights that are close to the breaking wave height need to be further studied.
(4) Further studies are needed to appropriately address the inertia force and the entrapped air effects in the prediction equations for bridge deck-wave interactions under solitary wave conditions.
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(5) The suggested method can be further adapted to make convenient assessment of the wave forces induced by periodical waves. As such, several coefficients need to be adjusted accordingly, such as 𝐶𝑤 and 𝐴𝑣 in the equations to predict 𝐹𝑤 and the hydrostatic force (𝐹𝐻𝑦𝑑𝑟𝑜𝑠𝑡𝑎𝑡𝑖𝑐_𝐵𝑎𝑐𝑘) at the backside of the bridge deck. Moreover, additional research is necessary to advance the present understanding of the solitary wave forces on coastal bridge decks with different number of girders and on slab only bridge decks.
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CHAPTER 3. COMPONENT LEVEL BASED ASSESSMENT OF THE