Wave Overtopping at Seadikes

Schüttrumpf, Holger; Gent, Marcel R.A. van

doi:10.1061/40733(147)36

Cited by 36 publications

(79 citation statements)

References 3 publications

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“…They are similar for the empirical coefficient of the velocity equation. According to Schüttrumpf and Van Gent the discrepancy between the results can be explained by different model set-ups ('different dike geometries and instruments') and test programs, Schüttrumpf and Van Gent (2003). The next section will focus on these differences between the experiments.…”

Section: Influence Of the Crest And Inner Slopementioning

confidence: 99%

“…The empirical coefficient c' h,2% was determined to be 0.33 or 0.15 for both dike configurations, Schüttrumpf and Van Gent (2003). With these values the new coefficient can be determined, related to the outer slope angle, see Eq 10.…”

Section: Figure 6 Fictive Wave Run-up On the Outer Slope For Two Dikmentioning

confidence: 99%

“…On the inner slope Schüttrumpf uses a Navier-Stokes equation and Van Gent a One-dimensional shallow water equation. The One-dimensional shallow water equation is preferred above the Navier-Stokes equation, Schüttrumpf and Van Gent (2003), because the last mentioned equation has to be solved iteratively while the One-dimensional equation is even easier to use for practical solutions. Table 1 shows a large difference that attracts the attention.…”

Section: Influence Of the Crest And Inner Slopementioning

confidence: 99%

“…The general formulae for maximum flow depth and maximum flow velocity at the seaward side of the crest have been described in Schüttrumpf and Van Gent (2003), see equations 1 and 2. …”

Section: Seaward Side Of the Crestmentioning

confidence: 99%

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Individual Overtopping Events at Dikes

Bosman¹,

Meer²,

Hoffmans³

et al. 2009

Coastal Engineering 2008

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Recently, formulae have been derived for maximum flow depths and velocities on the crest and inner slope of dikes or levees at wave overtopping. Two independent physical model test programs in different wave flumes showed, however, a large difference in the results. The present paper clarifies this discrepancy and shows that the empirical coefficients are dependent on the gradient of the outer slope. Subsequently, a formula for the overtopping time was created, based on the difference between fictive wave run-up and crest freeboard. The overtopping time appeared not to be a function of the outer slope. The variation of flow depth and velocity in time can be approached with a linear function.

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Section: Influence Of the Crest And Inner Slopementioning

confidence: 99%

Section: Figure 6 Fictive Wave Run-up On the Outer Slope For Two Dikmentioning

confidence: 99%

Section: Influence Of the Crest And Inner Slopementioning

confidence: 99%

“…The general formulae for maximum flow depth and maximum flow velocity at the seaward side of the crest have been described in Schüttrumpf and Van Gent (2003), see equations 1 and 2. …”

Section: Seaward Side Of the Crestmentioning

confidence: 99%

See 2 more Smart Citations

Individual Overtopping Events at Dikes

Bosman¹,

Meer²,

Hoffmans³

et al. 2009

Coastal Engineering 2008

Self Cite

View full text Add to dashboard Cite

show abstract

“…5). However, a similar trend exhibited by correction factor k β is described in Schüttrumpf et al (2003), and is also summarized in Eurotop-Manual (2007). A more reliable and accurate understanding of this phenomenon will require additional research focused on a larger variety of angles of oblique attack.…”

Section: Effect Of Oblique Wave Attackmentioning

confidence: 90%

The Influence of Current on the Height of Wind Wave Run-Up: A comparison of experimental results with the Czech National Standard

Říha¹,

Špano²

2012

Journal of Hydrology and Hydromechanics

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One of the basic questions related to the safety of dikes and river levees is the size of the freeboard. One of the important parameters for freeboard design is the height of waves and wave run-up on levee slopes. Routine and standardised calculations of wave run-up deal with the freeboards of dams where wind waves originate on the still water of the reservoir. In the case of running water in streams (thereinafter only "currents") the effect of wave and current interaction on wave run-up is usually not taken into account due to the lack of reliable knowledge regarding the phenomenon. In the Czech Republic this question is topical in the case of large rivers such as the Elbe, the Vltava and the Morava. Within the framework of the projects Hydralab III and NAZV QI 92A139, hydraulic research and further analysis focused on wave run-up as a result of the combination of current and wind wave parameters were performed. The laboratory research was carried out in a hydraulic flume with a wavemaker on the right bank and a levee with a slope of 1:3 installed on the left bank opposite the wavemaker. Waves were generated both perpendicular and oblique to the levee axis; the angle of oblique wave attack varied within the range of ± 30°. The aim of this paper is to compare the results of the mentioned research with recommendations mentioned in the Czech National Standard CSN 75 0255 Calculation of wave effects on water structures and to quantify the effect of current on the wave run-up height. Jednou ze základních otázek spojených s bezpečností hráze je návrh převýšení její koruny nad maximální hladinou vzdouvané vody. Důležitým parametrem ovlivňujícím návrh převýšení je výška vln vybíhajících po svahu hráze. Běžné postupy výpočtu výšky výběhu vlny na svah jsou realizovány za předpokladu, že vlny vznikají na stojatých vodách. Vliv proudění se obvykle vzhledem k nízké úrovni znalostí tohoto jevu na tekoucích vodách zanedbává. V podmínkách České Republiky je otázka vlivu proudění na výšku výběhu relevantní zejména na velkých tocích jako Labe, Vltava nebo Morava. V rámci projektů Hydralab III a NAZV QI 92A139 byl uskutečněn hydraulický výzkum a analýza dat se speciálním zaměřením na výšku výběhu větrových vln při započtení vlivu proudění. Výzkum byl realizován na modelu hráze se sklonem svahu 1 : 3, který byl umístěn ve zkušební nádrži osazené vlnoproduktorem vedeným rovnoběžně s modelem hráze. Vlny zde byly generovány jednak kolmo vzhledem k podélné ose hráze, jednak šikmo v rozsahu úhlů ± 30°. Výsledky výzkumu byly porovnány s doporučeními uvedenými v České státní normě ČSN 75 0255 Výpočet účinků vln na stavby na vodních nádržích a zdržích.KLÍČOVÁ SLOVA: ochranná hráz, hrázka, větrová vlna, výška vlny, výběh vlny, proudění, návrh převýšení.

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Dam breach simulations with multiple breach locations under wind and wave actions

Wang

Bowles

2006

Advances in Water Resources

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Wave Overtopping at Seadikes

Cited by 36 publications

References 3 publications

Individual Overtopping Events at Dikes

Individual Overtopping Events at Dikes

The Influence of Current on the Height of Wind Wave Run-Up: A comparison of experimental results with the Czech National Standard

Dam breach simulations with multiple breach locations under wind and wave actions

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