Estimation of Tsunami Force Acting on Rectangular  Structures

Fujima, Koji; Achmad, Fauzie; Shigihara, Yoshinori; Mizutani, Norimi

doi:10.20965/jdr.2009.p0404

Cited by 62 publications

(24 citation statements)

References 5 publications

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“…The first peak occurred when the leading edge of the bore impacted the structure, and the second peak occurred when the splashing followed with the main flow. These two peak phenomena are typical for impact loads of this type and were also observed in the experiment by Fujima et al (2009). Note that in the case of the immediate impact on the structure, no additional force is applied -for example, drag force.…”

Section: Input Loadssupporting

confidence: 69%

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Modelling of tsunami-induced bore and structure interaction

Pringgana¹,

Cunningham

Rogers³

2016

Proceedings of the Institution of Civil Engineers - Engineering

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2 3A series of three-dimensional smoothed particle hydrodynamics (SPH) and finite-element (FE) models, with a domain in the form of a water tank, were undertaken to simulate tsunami-induced bore impact on a discrete onshore structure on a dry bed. The fluid motion was simulated using the SPH-based software DualSPHysics. The tsunami-like waves were represented by solitary waves with different characteristics generated by the numerical paddle wavemaker. Numerical probes were uniformly distributed on the structure's vertical surface providing detailed measures of the pressure distribution across the structure. The peak impact locations on the structure's surface were specifically determined and the associated peak pressures then compared with the prediction of existing commonly used design equations. Using the pressure-time histories from the SPH model, FE analysis was conducted with Abaqus to model the dynamic response of a representative timber structure. The results show that the equations used to estimate the associated pressure for design purposes can be highly non-conservative. By gaining a detailed insight into the impact pressures and structure response, engineers have the potential means to optimise the design of structures under tsunami impact loads and improve survivability. Notation

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Section: Input Loadssupporting

confidence: 69%

“…As an appropriate safety factor, Fujima et al (2009) suggests the coefficient of 1·8 in Equation 3 be increased to 3·3. These equations have resulted from small-scale physical experiments for bores propagating over a dry bed.…”

Section: Introductionmentioning

confidence: 99%

Modelling of tsunami-induced bore and structure interaction

Pringgana¹,

Cunningham

Rogers³

2016

Proceedings of the Institution of Civil Engineers - Engineering

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“…Therefore, all the data analyzed in the present study were based on that obtained by load cell. For the hydrodynamic load of the waves on a vertical wall, it always composite by two peaks, one is due to the initial dynamic impact, and the second one is due to the reflection of run-up water (Martin et al, 1999., Fujima et al 2009. The two-peak signals were also observed from the overtopping waves.…”

Section: Observations Of Raw Datamentioning

confidence: 98%

Hydrodynamic Load on the Building Caused by Overtopping Waves

Chen

Hassan

Uijttewaal

et al. 2012

Int. Conf. Coastal. Eng.

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Wide crested dike can reduce the kinetic energy of the overtopping wave and make the overtopping wave to flow back to the seaside. If a coastal town were built on or near a dike, the overtopping wave running on the dike crest generates the force which can affect the buildings located in its path. However, quantifying the hydrodynamic load on the building caused by overtopping waves is not straightforward because little empirical formulas are given in literature for this kind of configuration. Therefore, physical scale model research was carried out. The purpose of this research is to come up with a relationship describing the force on a vertical wall exerted by the overtopping wave as a function of wave parameters and geometrical characteristics.

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“…Recent laboratory experiments have measured tsunami-induced water surface elevations, velocities, and pressures on and around structures and on scale models of cities, and physical models have also tested the reliability of tsunami protection structures [see Fujima et al, 2009;Bradner et al, 2009;Hsiao and Lin, 2010;Thomas and Cox, 2012;Park et al, 2013]. However, many previous experiments idealized the tsunami profile using a solitary wave [see Cox et al, 2008;Thomas and Cox, 2012;Park et al, 2013]; this solitary wave model has been shown to scale poorly to prototype tsunami time scales [Madsen et al, 2008].…”

Section: Introductionmentioning

confidence: 99%

“…Previous laboratory measurements of tsunami-induced pressures have recorded short duration pressure peaks corresponding with wave impact and a following quasihydrostatic pressure [see Fujima et al, 2009;Bradner et al, 2009;Thomas and Cox, 2012]. While conducting scale model experiments on highway bridge superstructures, Bradner et al [2009] found that for large-inertia structures the impulse pressure may not translate to a slamming force on structural supports.…”

Section: Introductionmentioning

confidence: 99%

Effects of a Macro-Roughness Element on Tsunami Wave Amplification, Pressures, and Loads: Physical Model and Comparison to Japanese and US Design Equations

Tomiczek

Prasetyo²,

Mori³

et al. 2017

Coastal Engineering Journal

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Experiments were conducted at a 1:20 length scale in a large tsunami flume to measure wave evolution and pressures on and around structural elements. The water surface profiles of waves propagating across a bare beach were compared with those recorded in front of an onshore obstacle representing an urban macro-roughness element. The addition of a structure significantly changed the water surface profile for broken waves: the water surface amplification in the presence of a macro-roughness element reached seven times the bareearth water surface elevation. Estimated pressures from design equations were calculated using recommended inputs and compared with pressures recorded by gauges installed on the structural elements. Design equations showed good agreement for non-breaking wave pressures but underestimated peak pressures for breaking waves. Likewise, force integrations of measured pressures on the experimental specimen indicated that design equations may underestimate loads due to waves that break offshore and propagate across T. Tomiczek et al.a beach as a turbulent bore. The time-integrated pressure impulse was shown to be less sensitive to wave characteristics than the peak recorded pressures. Time-averaged loading curves were also developed for different average periods.

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Estimation of Tsunami Force Acting on Rectangular Structures

Cited by 62 publications

References 5 publications

Modelling of tsunami-induced bore and structure interaction

Modelling of tsunami-induced bore and structure interaction

Hydrodynamic Load on the Building Caused by Overtopping Waves

Effects of a Macro-Roughness Element on Tsunami Wave Amplification, Pressures, and Loads: Physical Model and Comparison to Japanese and US Design Equations

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