Impulsive pressure due to wave impact on an inclined plane wall

Okamura, Makoto

doi:10.1016/0169-5983(93)90024-5

Cited by 17 publications

(3 citation statements)

References 6 publications

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“…There is no singularity if the impact speed normal to the wall is chosen to decrease to 0 as y + 0, or if the wall slopes backward from the free surface. See Okamura (1993) or consider the solution obtained by choosing any other pressure-impulse contour to represent the free surface. The high, or singular, velocity change at the boundary may give an indication of the strength of any splash.…”

Section: The Velocity Field and The Splashmentioning

confidence: 99%

Pressure-impulse theory for liquid impact problems

1995

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Liquid impact problems for hemispherical fluid domain are considered. By using the concept of pressure impulse we show that the solution of the flow induced by the impact is reduced to the derivation of Laplace's equation in spherical coordinates with Dirichlet and Neumann boundary conditions. The structure of the flow at the impact moment is deduced from the spherical harmonics representation of the solution. In particular we show that the slip velocity has a logarithmic singularity at the contact line. The theoretical predictions are in very good agreement both qualitatively and quantitatively with the first time step of a numerical simulation with a Navier-Stokes solver named Gerris. Figure 1: Sketch of an impact problem involving a liquid domain of arbitrary shape and a solid boundary. The red dots represent the position of the contact line.

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Section: The Velocity Field and The Splashmentioning

confidence: 99%

Pressure-impulse theory for liquid impact problems

1995

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“…Then, based on a hydrostatic distribution, the measured pressure decreases to a constant value that is approximately equal to the calculated pressure. The first part signifies the generation of impulsive force owing to the initial collision of surge on the model (Cooker and Peregrine, 1995; Hattori et al, 1994; Okamura, 1993) which has a short-term duration in the time history. In most of the tests, this phase spanned for about 1–2 s. Considerable oscillations characterise this segment, which are caused by fluctuating surging water on the front of the structure, and high flow turbulence as well as culmination of the maximum force.…”

Section: Resultsmentioning

confidence: 99%

Experimental simulation of tsunami surge and its interaction with coastal structure

Farahmandpour

Marsono

Forouzani

et al. 2019

International Journal of Protective Structures

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Following the tsunamis occurred in Japan (2011) and Indian Ocean (2004), investigating interaction between coastal structures and tsunamis became necessary. Although several attempts have been made to estimate the tsunami forces acting on the coastal structures, there still remain inconsistencies among the published design guidelines. This research includes an experimental study to investigate the interaction between a tsunami surge and a coastal structure. The tsunami surge was generated using a novel dam-break system, capable of generating higher tsunami surges than the previous simulations. The relations between surge velocity, surge depth, and surge-induced pressure on the structure were presented. In the surge-induced pressure–time histories, there were three identified force components, namely, run-up, impulsive and quasi-steady hydrodynamics. Furthermore, this research presents a comparison made between the experimental results and existing tsunami guidelines. The ratio of impulsive force to hydrodynamic force was found around 2.4 for each tsunami surge. The hydrodynamic forces were found to be higher with respect to those determined using the ‘Federal Emergency Management Agency’ FEMA P646 guidelines, whereas they were approximately in agreement with those obtained by FEMA 55. Moreover, the results showed that the ‘Structural Design Method of Building for Tsunami Resistance’ overestimates the impulsive force.

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“…Contrary to the previous simple vertical wall or horizontal decks, structures consisting of both vertical parapets and horizontal cantilevering slabs have scarcely been considered. A consensus on the necessary approach for the research of this type of structures lacks completely (Okamura 1993). In addition, the structure prevents most of the overtopping due to its particular geometry -involving closed angles, which do not allow incident waves to dissipate-the loading condition is more severe than the preceding situations.…”

Section: Introductionmentioning

confidence: 99%

Experimental Results of Breaking Wave Impact on a Vertical Wall With an Overhanging Horizontal Cantilever Slab

Kisacik

Troch

Bogaert

2011

Int. Conf. Coastal. Eng.

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Physical experiments (at a scale of 1/20) are carried out using a vertical wall with horizontal cantilevering slab. Tests are conducted for a range of values of water depth, wave period and wave height. A parametric analysis of measured forces ‫ܨ(‬ and ‫ܨ‬ ௩ ) both on the vertical and horizontal part of the scaled model respectively is conducted. The highest impact pressure and forces are measured in the case of breaking waves with a small air trap. Maximum pressures are measured around SWL and at the corner of the scaled model. The horizontal part of the scaled model is more exposed to impact waves than the vertical part. ‫ܨ‬ and ‫ܨ‬ ௩ are very sensitive for the variation of water depth (݄ ௦ ) and wave height (H) while variation of wave period (T) has a rather limited effect.

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Impulsive pressure due to wave impact on an inclined plane wall

Cited by 17 publications

References 6 publications

Pressure-impulse theory for liquid impact problems

Pressure-impulse theory for liquid impact problems

Experimental simulation of tsunami surge and its interaction with coastal structure

Experimental Results of Breaking Wave Impact on a Vertical Wall With an Overhanging Horizontal Cantilever Slab

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