Difference between revisions of "Overtopping resistant dikes"

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This article is a summary of the report by Van der Meer et al. (2010)<ref name=VDM10>Van der Meer, J., Schrijver, R., Hardeman, B., Van Hoven, A., Verheij, H. and Steendam, G.J. 2010. Guidance on erosion resistance of inner slopes of dikes from three years of testing with the Wave Overtopping Simulator. In: Coasts, marine structures and breakwaters, Adapting to change 2: 460-473</ref>.
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==Introduction==
 
==Introduction==
In 1953 the Netherlands experienced a major flooding. Studies determined that a lot of the breaches of the dikes were caused by overtopping (and even overflowing) of the dikes. The failure mostly started on the landward part of the structures. All dikes back then were constructed with a relative low crest and a steep landward slope. Since then all major water defences were raised and the landward slopes were made more gentle. The heightening of the dikes was done in such a manner that statistically only once in 10.000 years (in the western part of the Netherlands) 0.1 l/s per m of overtopping would occur. In the 1990ties by law it was decided that all major water defences should be assessed for safety. In these safety assessments it was found that al lot of dikes again should be raised in order to comply with the safety standards. This raised the question if the method to determine the rate of wave overtopping was correct or not. Also the question was put if the safety standard of 0.1 l/s per m once in 10.000 years was adequate. It turned out that that  flooding the mechanisms not enough understood and therefore the safety standard was wrongfully determined on basis of testing with overflow instead of overtopping. Additionally, failure mechanisms were not adequate described. This lead to a Dutch national research program on loads on and strength of flood defences. To assess the erosion strength of grass covers on inner slopes and transition zones between slope to horizontal flats, destructive tests using a Wave Overtopping Simulator were performed at several dikes in the Netherlands.
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In 1953 the Netherlands experienced a major flooding. Studies determined that most of the dike breaches were caused by overtopping (and even overflowing) of the dikes; failure started at the landward slope of the structures<ref>Gerritsen, H. 2005. What happened in 1953? The Big Flood in the Netherlands in retrospect. Phil. Trans. R. Soc. A 363: 1271–1291</ref>. At that time, all dikes had a rather low crest and were built with a steep landward slope. Since then all major water defences were raised and the landward slopes were made more gentle. The dikes in the western part of the Netherlands were raised such that overtopping rates exceeding 0.1 l/s per meter would have a probability not greater than 1/10,000  per year. In the 1990ties it was decided by law that all major water defences should be periodically assessed for safety (periodicity of about 6 years). In the first safety assessment it was found that a large number of dikes had to be raised again in order to comply with the safety standards. This prompted the question if the method to determine the rate of wave overtopping was correct or not. Also the question was put forward if the safety standard of 0.1 l/s per meter with a 1/10,000 probability was adequate. It turned out that the flooding mechanisms were not understood well enough and that the safety standard was wrongfully determined on basis of testing with overflow instead of overtopping. Additionally, failure mechanisms were not adequately described. This lead to a Dutch national research program on loads on and strength of flood defences. To assess the erosion strength of grass covers on inner slopes and transition zones between slope to horizontal flats, destructive tests using a Wave Overtopping Simulator were performed at several dikes in the Netherlands. This Wave Overtopping Simulator (see Fig. 3) performs destructive tests on inner slopes of real dikes in order to establish the erosion resistance against overtopping waves from severe storms.
 +
 
 +
==Definition, design and function==
 +
Dikes and levees are applied wherever a hinterland needs protection against flooding. These protection measures prevent an area from flooding thus providing safe conditions for economic and social activities. The dikes are designed in such a way that they are geotechnically stable under normal and extreme conditions. Dutch dikes are designed to avoid overtopping, but no overtopping cannot be guaranteed. The structures which are described here are mainly dikes with grass-covered inner (landward) slopes such as the ones found in the Netherlands. They are mostly made with a sand core covered by a clay layer on the slopes and the crest.
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[[Image:DutchSeadike.jpg|thumb|center|700px|Figure 1: Cross section of a Dutch seadike]]
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The typical geometry of dikes and levees is an outer or seaward slope then a crest and then a landward slope (right-hand side of Figure 1). The function of the landward slopes is to ensure stability of the dike structure and to guide overtopping waves or water flowing over the crest to the inlands. The landward slopes must be able to resist loads induced by design conditions. The slope angles as well as the width of the crest vary. In the Dutch case, sea dikes have a typical landward slope 1v:3h. River dikes are mostly steeper, up to 1v:2h. The height of the dikes is also highly variable. It depends on the local hydraulic conditions and on the norm frequency of water level for which the dike is designed. This varies from 1/10,000 per year for sea defences in the western part of the Netherlands to 1:1,250 years for dikes along rivers.
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Dikes and levees protect up to a certain level. Absolute safety is impossible. The level to which a dike or a levee protects from flooding depends on the hydraulic regime, the physics of the structure (geometric and geotechnical) and the intended risk reduction or allowable risk to which it is designed. This implies that an economic optimum (or in some cases the availability of funds) defines the achievable level of risk reduction. More than half of the Netherlands is below sea level and therefore has to be protected by dikes or other flood protection structures (including dunes). The dikes in the Netherlands are currently designed based on exceedance of a certain water level that is extrapolated from a long time series (over 200 years) and scientific hindcasting. From these water levels, corresponding wave action is calculated. The combination of water level and hydraulic conditions determines the design conditions. Back in 1956, the first Delta Committee already did some early calculations and concluded that the level of protection of the western part of the Netherlands should be higher than in other parts (highest economic value). They found that this part should have a protection level (based on exceedance of water level) of 1/100,000 per year. They knew dikes to have a large residual strength in the designs. They assumed this to be a factor 10 resulting in lowering the norm to once in ten thousand years. In 1996 the safety levels in the Netherlands were registered in the Water Defence Act. In 2009 this Act was replaced by the Water Act. In the Act of 1996 it was stated that the basis for the safety standards should be transformed from exceedance of a certain water level to a risk based approach.
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==Experimental experience with function and performance==
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===Onset===
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The landward slope of dikes proved a weak spot during the flooding of 1953 in the Netherlands (over 1,800 people drowned). Back then the dikes were much lower than today. This event led to the Delta Plan recommended heightening the dikes and to reduce the landward slopes to 1:3 or even milder to mitigate the erosive impact of overtopping waves. Before 1953 the landward slopes were very steep, 1:2 or even steeper. Another example is the impact of hurricane Katrina on New Orleans where many landward slopes failed before the water level reached the crest of the levees. Water coming over the dikes or levees does not necessarily mean danger. If the area can cope with a certain amount of water without causing any or just minor socio-economic damage, it may be acceptable. To optimize costs and competition for space, the dimensions needed for flood protection is preferably limited. Allowing some water passing the crest of the dike by overtopping waves implies that the need to heighten (and widen) the dikes decreases. If the dikes are strong enough and the amount of overtopping water can be handled, the design level of the structure can be lowered. However, the effect of overtopping water passing the crest of dikes was not well known.
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[[Image:WaveOvertoppingSimulator.jpg|thumb|left|400px|Figure 2: Principle of the Wave Overtopping Simulator. From Van der Meer 2008<ref name=VDM10/>.]]
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From 2006 and onward, Wave Overtopping Simulators (see Figs. 2 and 3) were applied at 19 sections of dikes at 6 different locations in the Netherlands. Destructive tests have shown the behaviour of various inner slopes of dikes, embankments or levees under simulated of wave overtopping, up to a mean overtopping discharge of 125 l/s per m. Some results are presented in the following. Until 2009 overtopping tests with the overtopping simulator have been performed on real Dutch dikes, with hydraulic loads consistent with more or less general extreme sea conditions along the Dutch coast (H<sub>s</sub> = 2 m). The tests performed in 2010 were located along a river dike but the hydraulic loads induced were from a sea dike (H<sub>s</sub> = 1-3 m). The main reason for this choice was the fact that this dike had a very high sand content (85 and 95%) compared to clay-covered dikes more commonly found along the Dutch sea coast. The core of the dikes is usually sand although in some cases the core of the dike is bolder clay. The cover layer on the landward slopes of sand dikes is typically 0.6 m thick. The thickness of the cover on the sea side is mostly 1 m. In the test locations we indeed found clay covers on the landward slope mainly in the range of 0.6 m but also a location where the thickness of the clay cover only was 0.4 m was found.
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===Test results===
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[[Image:WaveOvertoppingExperiment.jpg|thumb|left|250px|Figure 1: Release of a wave from the simulator. From Van der Meer 2008<ref name=VDM10/>.]]
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The process of wave overtopping on dikes and levees is fairly well known (Overtopping Manual, 2018<ref name=OM>[http://www.overtopping-manual.com/ Van der Meer, J.W., Allsop, N.W.H., Bruce, T., De Rouck, J., Kortenhaus, A., Pullen, T., Schüttrumpf, H., Troch, P. and Zanuttigh, B. 2018. EurOtop manual]</ref>). In contrast, the erosive impact of wave overtopping is not well known, mainly due to the fact that research on this topic cannot be performed on a small scale, as it is practically impossible to scale clay and grass down properly. Only some tests have been performed in large wave flumes, like the Delta flume in the Netherlands and the GWK in Germany, see Smith (1994<ref>Smith, G.M., 1994. Grasdijken. Graserosie, reststerkte en golfoverslag. WL|Delft Hydraulics report H1565 (In Dutch)</ref>) and Oumeraci et al. (2000<ref>Oumeraci, H., Schüttrumpf, H., Möller, J., and Kudella, M., 2000. Large scale model tests on wave overtopping with natural sea states. LWI-Bericht Nr. 852.</ref>). Therefore, the Wave Overtopping Simulator has been developed; see Van der Meer et al. (2007<ref name=VDM07>Van der Meer, J.W., Bernardini, P, Akkerman, G.J., and Hoffmans, G.J.C.M., 2007. The wave overtopping simulator in action. ASCE, proc Coastal Structures, Venice, Italy. </ref> and 2010<ref name=VDM10/>) for more details. The Simulator consists of a high-level mobile box to store water. The maximum capacity is 5.5 m<sup>3</sup> per m width (22 m<sup>3</sup> for a 4 m wide Simulator). This box is continuously filled with a predefined discharge and emptied at specific times in such a way that it simulates the overtopping tongue of a wave at the crest and inner slope of a dike, see Fig. 3. The discharge of water is released in such a way that for each overtopping volume of water the flow velocity and thickness of the water tongue at the crest corresponds with the characteristics that can be expected for real wave overtopping under extreme storm conditions.
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[[Image:WaveOvertoppingVolume.jpg|thumb|right|400px|Figure 4: Distribution of overtopping volumes of waves for sea dikes and various mean overtopping discharges, as simulated by the Wave Overtopping Simulator, based on Hs = 2 m and wave steepness 0.04 (peak period). From Van der Meer 2008<ref name=VDM10/>.]]
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Field tests have been carried out at the end of the winter when grass roots are in their worst condition. The design and calibration of the Wave Overtopping Simulator are described by Van der Meer (2007<ref name=VDM07/>) and the test results of the first tested dike are described by Akkerman et al. (2007<ref name="Aka">Akkerman, G.J., Bernardini, P, van der Meer, J.W., Verheij, H., van Hoven, A., 2007a. Field tests on sea defences subject to wave overtopping. ASCE, proc. Coastal Structures CSt07, Venice, Italy.</ref>). Part of the tests in 2008 were presented by Steendam et al. (2008<ref>Steendam, G.J., de Vries, W., van der Meer, J.W., van Hoven, A., de Raat, G. and Frissel, J.Y. , 2008. Influence of management and maintenance on erosive impact of wave overtopping on grass covered slopes of dikes. Proc. FloodRisk, Oxford, UK.</ref>). A summary report of all the tests was written by Van der Meer et al. (2010<ref name=VDM10/>). Each test condition was characterised by a mean discharge and lasted for 6 hours. Test conditions increased from 0.1 l/s per m to 1; 5; 10; 30; 50 and 75 l/s per m. A full test on a dike section took about one week and often more than 14,000,000 litres of water flowed over the inner slope of 4 m width. Each test condition consisted of simulation of the required distribution of overtopping volumes (Overtopping Manual, 2018<ref name="OM"/>). Such a distribution depends on expected conditions at sea: a larger significant design wave height (and corresponding higher dike) will show fewer overtopping waves, but the volume in the overtopping waves will be bigger than for a smaller significant design wave height (and corresponding lower dike). All tests until 2009 have assumed a significant wave height of 2 m with a wave steepness of 0.04 (using the peak period). Distributions of overtopping volumes for this condition and for various mean discharges are given in Figure 4. In 2010 also tests have been performed with a significant wave height of 3 m and 1 m.
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Figure 4 shows that for each mean overtopping discharge only a relatively small number of waves (the largest ones at the right of each graph) produce large overtopping volumes. The general behaviour of wave overtopping can be described by a large number of fairly small overtopping waves and a few which are much bigger. These few but bigger waves often cause the damage to the inner slope. A floating device was used to measure the flow depth and a high speed camera to measure front velocities of an overtopping wave. The maximum flow depth is about 0.25 m. The velocities can approach 8 m/s and the water is very turbulent with a lot of air entrainment, estimated to be about 10%). Wave overtopping may lead to failure of the crest and inner slope of a dike. In principle there are two different failure mechanisms. Fast overtopping water may damage the surface of the crest and inner slope and, if initial damage or erosion has occurred, this may continue to the layer underneath the grass cover and may lead to an initial breach. This is actually the process which is simulated by the Wave Overtopping Simulator: erosion of the slope. A major failure mechanism on steep inner faces (typically 1:1.5 and 1:2) in the past was slip failure of the (rear) slope. Such slip failures may lead directly to a breach. For this reason most dike designs in the Netherlands in the past fifty years have used a 1:3 inner slope, where it is unlikely that slip failures will occur due to overtopping. This mechanism might however occur for inner slopes steeper than 1:3 and should then be taken into account in safety analysis. This failure mechanism is not simulated by the overtopping tests, as a slip failure needs more width to develop than the 4 m wide test section.
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A Wave Overtopping Simulator performs destructive tests on inner slopes of real dikes in order to establish the erosion resistance against overtopping waves from severe storms. The most relevant hydraulic processes to be considered at wave-structure interaction encompass wave reflection, wave dissipation, wave transmission resulting from wave overtopping and wave penetration through the porous structures, wave diffraction, run-up and wave breaking. Focusing on overtopping, additional processes such as trapped air on broken waves and turbulence, induced by local effects at the armour stones and breakwater cover layers, play an important role in order to determine wave induced dynamics. Formulations derived from these experimentations, are, in most of the cases, semiempirical in nature with their form based on physical considerations but empirical constants determined by fitting to experimental data. The role of scaling factors for dissipation mechanisms due to wave breaking, turbulence and generation of eddies in the fluid region as well as turbulence and friction within the porous material, is also not well established in the physical test. Besides the problem of the scaling technique, other features related with the duration of the experiment programs, wave flume dimensions or economical cost have to be considered. Due to poor repeatability, a large number of experiments have to be carried out in order to define confidence intervals. Moreover, experimental investigation on large-scale models is expensive and measurements within breaking waves can be very complex, due to the aerated and transient nature of the water surface. As a consequence, formulations extracted from the experimental tests present several restrictions. They can only be applied to a structure with a geometry similar or almost identical to the one tested and under identical wave characteristics. An analytical approach is not possible because of the complexity of the problem. A great effort has therefore been made over the last decades in the numerical modelling of wave interaction with coastal structures to overcome these limitations. Nonlinear Shallow Water (NSW), Boussinesq-type and Navier-Stokes equations models have traditionally been used. SPH models have also appeared in the last years as an alternative. However, they are in an early stage to be used as predictive tool.
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[[Image:WaveOvertoppingDamage1.jpg|thumb|right|400px|Figure 5: Example of damage by the wave overtopping simulation. From Van der Meer 2008<ref name=VDM10/>.]]
  
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Inner slopes of a dike, covered with grass on clay, never failed by overtopping wave erosion for a mean overtopping discharge of 30 l/s per m or less. Only one section failed at 50 l/s per m; some although not all at 75 l/s per m (example Fig. 5). Large erosion resistance of the inner slope of a dike is determined by the combination of grass and clay. The grass cover seems stronger if it grows on sandy clay and may even resist up to 75 l/s per m. But if significant damage occurs, the clay layer is not very erosion resistant. Since grass roots can barely penetrate good quality clay, no strong grass cover could be found. Here grass may rip off for overtopping discharges around 30 l/s per m although the remaining good quality clay layer, still reinforced with some roots, has a large erosion resistance against overtopping waves. Therefore a good grass cover on a sandy clay and a worse grass cover on good clay show different failure mechanisms but similar strength against wave overtopping. Thus the grass sod and its way of maintenance may have less influence on the total strength than previously anticipated. Bad grass coverage (small open areas without grass) on sandy clay may show less resistance. Transitions from slope to horizontal such as the transition from the inner slope to the toe of the dike are probably the most critical locations for initial and increasing damage. Damage here was initiated by a mean discharge of 10 l/s per m or more. As the damage occurred at the lowest part of the inner slope it will take time for damage to extend to the crest level and subsequently cause a dike breach. Transitions higher on the inner slope might be more critical. A hole in the layer of clay created at a large mean overtopping discharge of 50 l/s per m or more which reaches the under laying sand core, will give a very quick ongoing erosion. Although a test with a parking place of bricks showed that sand erosion at 10 l/s per m or more is very fast (the experiment was even stopped at 30 l/s per m due to fast ongoing damage to the parking area) the dike itself was not in danger at all. Small obstacles like poles and fences did not show any erosion. Small holes from mice and moles did not initiate damage to the grass cover layer. An obstacle like a concrete staircase on the inner slope was totally destroyed at a stage with 75 l/s per m overtopping but the dike itself was not in danger.
  
==Definition, design and function==
 
Dikes and levees are applied everywhere there is a hinterland which needs protection against flooding. These protection measures prevent an area from flooding thus enabling economic and sociologic activities also at high water levels. The dikes are designed in such a way that they are geotechnical stable under normal and extreme conditions. Dutch dikes are designed permitting no overtopping. Of course no overtopping cannot be guaranteed. The structures which are described here are mainly grass covered inner or landward slopes of these dikes and levees such as the ones found in the Netherlands. They are mostly made with a sand core covered by a clay layer on the slopes and the crest.
 
[[Image:DutchDike.jpg|thumb|center|450px|Figure 1: Cross section of a Dutch dike]]
 
The typical geometry of dikes and levees is an outer or seaward slope then a crest and then a landward slope (right-hand side of Figure 1). The function of the landward slopes is stability of the dike structure and for guidance of overtopping waves or water flowing over the crest to the inlands. The landward slopes must be able to resist loads induced by design conditions. The slope angles as well as the width of the crest vary. In the Dutch case, sea dikes have a typical landward slope 1v:3h. River dikes are mostly steeper, up to 1v:2h. The height of the dikes also varies a lot. This depends on the local hydraulic conditions and on the norm frequency of water level for which the dike is designed. This varies from 1/10,000 per year for sea defences in the western part of the Netherlands to 1:1,250 years for dikes along rivers.
 
  
Dikes and levees protect up to a certain level. Absolute safety is impossible. The level to which a dike or a levee protects from flooding depends on the hydraulic regime, the physics of the structure (geometric and geotechnical) and the intended risk reduction or allowable risk to which it is designed. This implies that an economic optimum or in most cases the availability of funds defines the achievable level of risk reduction. Almost two third of the the Netherlands lays below sealevel and therefore has to be protected by dikes or other flood protection structures (including dunes). The dikes in the Netherlands are currently designed based on exceedance of a certain water level that is extrapolated from a long time series (over 200 years) and scientific hind casting. From these water levels, corresponding wave action is calculated. The combination of water level and hydraulic conditions determines the design conditions. Back in 1956, the first Delta Committee already did some early calculations and concluded that the level of protection of the western part of the Netherlands should be higher than in other parts (highest economic value). They found that this part should have a protection level (based on exceedance of water level) of once in a hundred thousand years. They knew dikes to have a large residual strength in the designs. They assumed this to be a factor 10 resulting in lowering the norm to once in ten thousand years. In 1996 the safety levels in the Netherlands were registered in the Water Defence Act. In 2009 this Act was replaced by the Water Act. In the Act of 1996 it was stated that the basis for the safety standards should be altered from exceedance of a certain water level to a risk based approach. This is now developing within the Dutch Floris project.
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==Modelling of wave overtopping rates==
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Modelling of wave overtopping at breakwaters, dikes and seawalls is dealt with in the articles:
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* [[Modelling coastal hydrodynamics]]
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* [[Hydrodynamic numerical models of wave-structure interaction]]
  
  
==Experience with function and performance==
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==Eurotop manual==
The landward slope of dikes proved a weak spot during the flooding of 1953 in the Netherlands (over 1,800 people drowned). Back then the dikes were much lower than today. This event led to the Delta Plan recommended heightening the dikes and to milden the landward slopes to 1:3 or even milder to reduce erosive impact of overtopping waves. Before 1953 the angels of the landward slopes were very steep 1:2 or even steeper. Another example is the impact of hurricane Katrina on New Orleans where a lot of landward slopes failed before the water level reached the crest of the levees. Water coming over the dikes or levees does not necessarily mean danger. If the area can cope with a certain amount of water without causing any or just minor socio-economic damage it may be allowable. To optimize costs and competition for space, the dimensions needed for flood protection is preferably limited. Allowing some water passing the crest of the dike by overtopping waves means the need to heighten (and widen) the dikes decreases. If the dikes are strong enough and the passing amount of water can be handled, the design level of the structure can be lowered. However the effect of overtopping water passing the crest of dikes is not known.
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A review of methods for determining wave overtopping rates at structures in the surf zone is presented in the EurOtop manual  2018 <ref name=OM/>. Empirical formulae are given for various types of structures and examples are shown of damage occurring as a consequence of wave overtopping.
  
From 2006 and onward, Wave Overtopping Simulators were developed at 19 sections of dikes at 6 different locations in the Netherlands. Destructive tests have shown the behaviour of various inner slopes of dikes, embankments or levees under simulated of wave overtopping, up to a mean overtopping discharge of 125 l/s per m. The following will give a mid-term review, based on four years of destructive testing. Until 2009 overtopping tests with the overtopping simulator have been performed on real dutch dikes, with hydraulic loads consistent with more or less general extreme sea conditions along the Dutch coast (H<sub>s</sub> = 2 m). The tests performed in 2010 were located along a river dike but the hydraulic loads induced were from a sea dike (H<sub>s</sub> = 1-3 m). The main reason for the 2010 allocation was the fact that this sand dike had a very high sand content (85 and 95%) compared to clay covered dikes more commonly found along the dutch sea coast. The core of the dikes is usually sand although in some cases the core of the dike is bolder clay. The cover layer on the landward slopes of sand dikes is typically 0.6 m thick. The thickness of the cover on the sea side is mostly 1 m. In the test locations we indeed found clay covers on the landward slope mainly in the range of 0.6 m but also a location where the thickness of the clay cover only was 0.4 m was found. In the Netherlands dikes exist with a bolder clay core but these have not been tested yet.
 
  
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==Related articles==
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* [[Stability of rubble mound breakwaters and shore revetments]]
  
[[Image:Theseus.jpg|thumb|right|100px]]
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{{THESEUS}}
  
==See also==
 
[http://www.theseusproject.eu/index.php?option=com_remository&Itemid=2&func=fileinfo&id=199 Theseus Official Deliverable 2.1 - Integrated inventory of data and prototype experience on coastal defences and technologies]
 
  
 
==References==
 
==References==
 
<references/>
 
<references/>
  
[[Category: Coastal defense technique]]
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{{author
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{{6Authors
|AuthorId=MaartenDeRijcke
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|AuthorID1=25439
|AuthorFullName=De Rijcke, Maarten
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|AuthorFullName1=De Rijcke, Maarten
|AuthorName=MaartenDeRijcke}}
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|AuthorID2=20687
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|AuthorFullName2=Steendam, Gosse Jan
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|AuthorID3=14026
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|AuthorFullName3=Zanuttigh, Barbara
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|AuthorID4=11179
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|AuthorFullName4=Prinos, Panayotis
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|AuthorID5=13706
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|AuthorFullName5=Lopez, Lara
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|AuthorID6=15666
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|AuthorFullName6=Andersen, Thomas Lykke
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}}
 +
 
 +
[[Category:Coastal protection]]
 +
[[Category:Hard structures]]

Latest revision as of 10:36, 19 September 2020

This article is a summary of the report by Van der Meer et al. (2010)[1].


Introduction

In 1953 the Netherlands experienced a major flooding. Studies determined that most of the dike breaches were caused by overtopping (and even overflowing) of the dikes; failure started at the landward slope of the structures[2]. At that time, all dikes had a rather low crest and were built with a steep landward slope. Since then all major water defences were raised and the landward slopes were made more gentle. The dikes in the western part of the Netherlands were raised such that overtopping rates exceeding 0.1 l/s per meter would have a probability not greater than 1/10,000 per year. In the 1990ties it was decided by law that all major water defences should be periodically assessed for safety (periodicity of about 6 years). In the first safety assessment it was found that a large number of dikes had to be raised again in order to comply with the safety standards. This prompted the question if the method to determine the rate of wave overtopping was correct or not. Also the question was put forward if the safety standard of 0.1 l/s per meter with a 1/10,000 probability was adequate. It turned out that the flooding mechanisms were not understood well enough and that the safety standard was wrongfully determined on basis of testing with overflow instead of overtopping. Additionally, failure mechanisms were not adequately described. This lead to a Dutch national research program on loads on and strength of flood defences. To assess the erosion strength of grass covers on inner slopes and transition zones between slope to horizontal flats, destructive tests using a Wave Overtopping Simulator were performed at several dikes in the Netherlands. This Wave Overtopping Simulator (see Fig. 3) performs destructive tests on inner slopes of real dikes in order to establish the erosion resistance against overtopping waves from severe storms.

Definition, design and function

Dikes and levees are applied wherever a hinterland needs protection against flooding. These protection measures prevent an area from flooding thus providing safe conditions for economic and social activities. The dikes are designed in such a way that they are geotechnically stable under normal and extreme conditions. Dutch dikes are designed to avoid overtopping, but no overtopping cannot be guaranteed. The structures which are described here are mainly dikes with grass-covered inner (landward) slopes such as the ones found in the Netherlands. They are mostly made with a sand core covered by a clay layer on the slopes and the crest.

Figure 1: Cross section of a Dutch seadike

The typical geometry of dikes and levees is an outer or seaward slope then a crest and then a landward slope (right-hand side of Figure 1). The function of the landward slopes is to ensure stability of the dike structure and to guide overtopping waves or water flowing over the crest to the inlands. The landward slopes must be able to resist loads induced by design conditions. The slope angles as well as the width of the crest vary. In the Dutch case, sea dikes have a typical landward slope 1v:3h. River dikes are mostly steeper, up to 1v:2h. The height of the dikes is also highly variable. It depends on the local hydraulic conditions and on the norm frequency of water level for which the dike is designed. This varies from 1/10,000 per year for sea defences in the western part of the Netherlands to 1:1,250 years for dikes along rivers.

Dikes and levees protect up to a certain level. Absolute safety is impossible. The level to which a dike or a levee protects from flooding depends on the hydraulic regime, the physics of the structure (geometric and geotechnical) and the intended risk reduction or allowable risk to which it is designed. This implies that an economic optimum (or in some cases the availability of funds) defines the achievable level of risk reduction. More than half of the Netherlands is below sea level and therefore has to be protected by dikes or other flood protection structures (including dunes). The dikes in the Netherlands are currently designed based on exceedance of a certain water level that is extrapolated from a long time series (over 200 years) and scientific hindcasting. From these water levels, corresponding wave action is calculated. The combination of water level and hydraulic conditions determines the design conditions. Back in 1956, the first Delta Committee already did some early calculations and concluded that the level of protection of the western part of the Netherlands should be higher than in other parts (highest economic value). They found that this part should have a protection level (based on exceedance of water level) of 1/100,000 per year. They knew dikes to have a large residual strength in the designs. They assumed this to be a factor 10 resulting in lowering the norm to once in ten thousand years. In 1996 the safety levels in the Netherlands were registered in the Water Defence Act. In 2009 this Act was replaced by the Water Act. In the Act of 1996 it was stated that the basis for the safety standards should be transformed from exceedance of a certain water level to a risk based approach.


Experimental experience with function and performance

Onset

The landward slope of dikes proved a weak spot during the flooding of 1953 in the Netherlands (over 1,800 people drowned). Back then the dikes were much lower than today. This event led to the Delta Plan recommended heightening the dikes and to reduce the landward slopes to 1:3 or even milder to mitigate the erosive impact of overtopping waves. Before 1953 the landward slopes were very steep, 1:2 or even steeper. Another example is the impact of hurricane Katrina on New Orleans where many landward slopes failed before the water level reached the crest of the levees. Water coming over the dikes or levees does not necessarily mean danger. If the area can cope with a certain amount of water without causing any or just minor socio-economic damage, it may be acceptable. To optimize costs and competition for space, the dimensions needed for flood protection is preferably limited. Allowing some water passing the crest of the dike by overtopping waves implies that the need to heighten (and widen) the dikes decreases. If the dikes are strong enough and the amount of overtopping water can be handled, the design level of the structure can be lowered. However, the effect of overtopping water passing the crest of dikes was not well known.

Figure 2: Principle of the Wave Overtopping Simulator. From Van der Meer 2008[1].

From 2006 and onward, Wave Overtopping Simulators (see Figs. 2 and 3) were applied at 19 sections of dikes at 6 different locations in the Netherlands. Destructive tests have shown the behaviour of various inner slopes of dikes, embankments or levees under simulated of wave overtopping, up to a mean overtopping discharge of 125 l/s per m. Some results are presented in the following. Until 2009 overtopping tests with the overtopping simulator have been performed on real Dutch dikes, with hydraulic loads consistent with more or less general extreme sea conditions along the Dutch coast (Hs = 2 m). The tests performed in 2010 were located along a river dike but the hydraulic loads induced were from a sea dike (Hs = 1-3 m). The main reason for this choice was the fact that this dike had a very high sand content (85 and 95%) compared to clay-covered dikes more commonly found along the Dutch sea coast. The core of the dikes is usually sand although in some cases the core of the dike is bolder clay. The cover layer on the landward slopes of sand dikes is typically 0.6 m thick. The thickness of the cover on the sea side is mostly 1 m. In the test locations we indeed found clay covers on the landward slope mainly in the range of 0.6 m but also a location where the thickness of the clay cover only was 0.4 m was found.


Test results

Figure 1: Release of a wave from the simulator. From Van der Meer 2008[1].

The process of wave overtopping on dikes and levees is fairly well known (Overtopping Manual, 2018[3]). In contrast, the erosive impact of wave overtopping is not well known, mainly due to the fact that research on this topic cannot be performed on a small scale, as it is practically impossible to scale clay and grass down properly. Only some tests have been performed in large wave flumes, like the Delta flume in the Netherlands and the GWK in Germany, see Smith (1994[4]) and Oumeraci et al. (2000[5]). Therefore, the Wave Overtopping Simulator has been developed; see Van der Meer et al. (2007[6] and 2010[1]) for more details. The Simulator consists of a high-level mobile box to store water. The maximum capacity is 5.5 m3 per m width (22 m3 for a 4 m wide Simulator). This box is continuously filled with a predefined discharge and emptied at specific times in such a way that it simulates the overtopping tongue of a wave at the crest and inner slope of a dike, see Fig. 3. The discharge of water is released in such a way that for each overtopping volume of water the flow velocity and thickness of the water tongue at the crest corresponds with the characteristics that can be expected for real wave overtopping under extreme storm conditions.

Figure 4: Distribution of overtopping volumes of waves for sea dikes and various mean overtopping discharges, as simulated by the Wave Overtopping Simulator, based on Hs = 2 m and wave steepness 0.04 (peak period). From Van der Meer 2008[1].

Field tests have been carried out at the end of the winter when grass roots are in their worst condition. The design and calibration of the Wave Overtopping Simulator are described by Van der Meer (2007[6]) and the test results of the first tested dike are described by Akkerman et al. (2007[7]). Part of the tests in 2008 were presented by Steendam et al. (2008[8]). A summary report of all the tests was written by Van der Meer et al. (2010[1]). Each test condition was characterised by a mean discharge and lasted for 6 hours. Test conditions increased from 0.1 l/s per m to 1; 5; 10; 30; 50 and 75 l/s per m. A full test on a dike section took about one week and often more than 14,000,000 litres of water flowed over the inner slope of 4 m width. Each test condition consisted of simulation of the required distribution of overtopping volumes (Overtopping Manual, 2018[3]). Such a distribution depends on expected conditions at sea: a larger significant design wave height (and corresponding higher dike) will show fewer overtopping waves, but the volume in the overtopping waves will be bigger than for a smaller significant design wave height (and corresponding lower dike). All tests until 2009 have assumed a significant wave height of 2 m with a wave steepness of 0.04 (using the peak period). Distributions of overtopping volumes for this condition and for various mean discharges are given in Figure 4. In 2010 also tests have been performed with a significant wave height of 3 m and 1 m.


Figure 4 shows that for each mean overtopping discharge only a relatively small number of waves (the largest ones at the right of each graph) produce large overtopping volumes. The general behaviour of wave overtopping can be described by a large number of fairly small overtopping waves and a few which are much bigger. These few but bigger waves often cause the damage to the inner slope. A floating device was used to measure the flow depth and a high speed camera to measure front velocities of an overtopping wave. The maximum flow depth is about 0.25 m. The velocities can approach 8 m/s and the water is very turbulent with a lot of air entrainment, estimated to be about 10%). Wave overtopping may lead to failure of the crest and inner slope of a dike. In principle there are two different failure mechanisms. Fast overtopping water may damage the surface of the crest and inner slope and, if initial damage or erosion has occurred, this may continue to the layer underneath the grass cover and may lead to an initial breach. This is actually the process which is simulated by the Wave Overtopping Simulator: erosion of the slope. A major failure mechanism on steep inner faces (typically 1:1.5 and 1:2) in the past was slip failure of the (rear) slope. Such slip failures may lead directly to a breach. For this reason most dike designs in the Netherlands in the past fifty years have used a 1:3 inner slope, where it is unlikely that slip failures will occur due to overtopping. This mechanism might however occur for inner slopes steeper than 1:3 and should then be taken into account in safety analysis. This failure mechanism is not simulated by the overtopping tests, as a slip failure needs more width to develop than the 4 m wide test section.


Figure 5: Example of damage by the wave overtopping simulation. From Van der Meer 2008[1].

Inner slopes of a dike, covered with grass on clay, never failed by overtopping wave erosion for a mean overtopping discharge of 30 l/s per m or less. Only one section failed at 50 l/s per m; some although not all at 75 l/s per m (example Fig. 5). Large erosion resistance of the inner slope of a dike is determined by the combination of grass and clay. The grass cover seems stronger if it grows on sandy clay and may even resist up to 75 l/s per m. But if significant damage occurs, the clay layer is not very erosion resistant. Since grass roots can barely penetrate good quality clay, no strong grass cover could be found. Here grass may rip off for overtopping discharges around 30 l/s per m although the remaining good quality clay layer, still reinforced with some roots, has a large erosion resistance against overtopping waves. Therefore a good grass cover on a sandy clay and a worse grass cover on good clay show different failure mechanisms but similar strength against wave overtopping. Thus the grass sod and its way of maintenance may have less influence on the total strength than previously anticipated. Bad grass coverage (small open areas without grass) on sandy clay may show less resistance. Transitions from slope to horizontal such as the transition from the inner slope to the toe of the dike are probably the most critical locations for initial and increasing damage. Damage here was initiated by a mean discharge of 10 l/s per m or more. As the damage occurred at the lowest part of the inner slope it will take time for damage to extend to the crest level and subsequently cause a dike breach. Transitions higher on the inner slope might be more critical. A hole in the layer of clay created at a large mean overtopping discharge of 50 l/s per m or more which reaches the under laying sand core, will give a very quick ongoing erosion. Although a test with a parking place of bricks showed that sand erosion at 10 l/s per m or more is very fast (the experiment was even stopped at 30 l/s per m due to fast ongoing damage to the parking area) the dike itself was not in danger at all. Small obstacles like poles and fences did not show any erosion. Small holes from mice and moles did not initiate damage to the grass cover layer. An obstacle like a concrete staircase on the inner slope was totally destroyed at a stage with 75 l/s per m overtopping but the dike itself was not in danger.


Modelling of wave overtopping rates

Modelling of wave overtopping at breakwaters, dikes and seawalls is dealt with in the articles:


Eurotop manual

A review of methods for determining wave overtopping rates at structures in the surf zone is presented in the EurOtop manual 2018 [3]. Empirical formulae are given for various types of structures and examples are shown of damage occurring as a consequence of wave overtopping.


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References

  1. 1.0 1.1 1.2 1.3 1.4 1.5 1.6 Van der Meer, J., Schrijver, R., Hardeman, B., Van Hoven, A., Verheij, H. and Steendam, G.J. 2010. Guidance on erosion resistance of inner slopes of dikes from three years of testing with the Wave Overtopping Simulator. In: Coasts, marine structures and breakwaters, Adapting to change 2: 460-473
  2. Gerritsen, H. 2005. What happened in 1953? The Big Flood in the Netherlands in retrospect. Phil. Trans. R. Soc. A 363: 1271–1291
  3. 3.0 3.1 3.2 Van der Meer, J.W., Allsop, N.W.H., Bruce, T., De Rouck, J., Kortenhaus, A., Pullen, T., Schüttrumpf, H., Troch, P. and Zanuttigh, B. 2018. EurOtop manual
  4. Smith, G.M., 1994. Grasdijken. Graserosie, reststerkte en golfoverslag. WL|Delft Hydraulics report H1565 (In Dutch)
  5. Oumeraci, H., Schüttrumpf, H., Möller, J., and Kudella, M., 2000. Large scale model tests on wave overtopping with natural sea states. LWI-Bericht Nr. 852.
  6. 6.0 6.1 Van der Meer, J.W., Bernardini, P, Akkerman, G.J., and Hoffmans, G.J.C.M., 2007. The wave overtopping simulator in action. ASCE, proc Coastal Structures, Venice, Italy.
  7. Akkerman, G.J., Bernardini, P, van der Meer, J.W., Verheij, H., van Hoven, A., 2007a. Field tests on sea defences subject to wave overtopping. ASCE, proc. Coastal Structures CSt07, Venice, Italy.
  8. Steendam, G.J., de Vries, W., van der Meer, J.W., van Hoven, A., de Raat, G. and Frissel, J.Y. , 2008. Influence of management and maintenance on erosive impact of wave overtopping on grass covered slopes of dikes. Proc. FloodRisk, Oxford, UK.


The main authors of this article are De Rijcke, Maarten, Steendam, Gosse Jan, Zanuttigh, Barbara, Prinos, Panayotis, Lopez, Lara and Andersen, Thomas Lykke
Please note that others may also have edited the contents of this article.