Joint study on mitigation
measures in the estuary mouth
(Scheldt & Elbe)
by HPA and MOW Jun. 2013
Joint study on mitigation measures in the estuary mouth (Scheldt & Elbe)
by HPA and MOW Jun. 2013
Table of Contents
11 Introduction
21 Studies
31
41
2.11 Elbe estuary
2.21 Scheldt estuary
41
51
31 Conclusions
41 References
51 Annexes
81
81
91
Joint study on mitigation measures in the estuary mouth (Scheldt & Elbe)
by HPA and MOW Jun. 2013
1 Introduction
The hydromorphological evolution of the European estuaries has been affected and changed by
natural and human factors over a period of several decades. Flow cross-sections have been
enlarged and tidally influenced adjacent areas have been lost.
At the Elbe estuary this development has resulted in an increase in the tidal range since the midfifties. At the same time, the "tidal pumping" effect (upstream directed transport) has been
enhanced. This is leading, besides other unfavourable effects to a significant rise in the amount of
dredged material in the Port of Hamburg.
On its way through the estuary, the tidal wave is exposed to a whole series of influences that alter
its shape and intensity, such as wave propagation velocity, advection and dissipation [Parker,
1991]. These processes ultimately result in an asymmetrical tidal curve with a more steeply
ascending flood tide and a more gently falling ebb tide. As demonstrated by Boehlich [2003], the
curve for the Elbe estuary becomes more and more asymmetrical as it advances upstream from
the North Sea. Due to the reflection of the tidal wave at the river topography and the Geesthacht
weir the tidal range increases in spite of the continuous dissipation and energy losses in the
upstream direction. In addition to the influence on the tidal range, the above-mentioned processes
also affect advective transport processes of salt and sediments, for instance, as well as the
current velocity. Baroclinic processes, for example, have a significant influence on the current and
sediment transport in an estuary [Lang, 2001].
Baroclinic processes and the tidal pumping effect (see above), subsequently are enhanced. Finer
sediment fractions, which used to settle in the shallow water areas, are now transported more
upstream and finally reach the port of Hamburg. This leads to increased sedimentation of shallow
water areas as well as more effort for maintenance dredging.
The tidal range in the Scheldt estuary has increased over the past decades. Since such an
increase is not desirable, it is investigated which role the estuary mouth can potentially play in
case of mitigating measures. Therefore, several exploratory scenarios have been investigated by
means of the numerical flow model FINEL2D, in which the influence of the several units of the
estuary mouth is considered. These morphological units are: the Wielingen channel, the Vlakte
van de Raan and the Oostgat channel. The scenarios are merely simulated to get insight in how
the mouth is contributing to the tidal propagation in the Scheldt estuary.
Climate change is likely to further aggravate this trend leading to numerous disadvantages.
Similar situations involving similar challenges have likewise been observed at various North Sea
region estuaries, in which a comparable process has occurred.
It has to be assumed that today's problems will be exacerbated in the future. Based on the
present state of climate research, we can expect to see a substantial sea level rise. Studies
conducted by the BAW in the framework of the projects KLIWAS and KLIMZUG North [HTG,
2011] confirms that a sea level rise would be accompanied by an even higher mean tidal range at
the city of Hamburg. In addition there will be a deformation of the tidal curve and a time shift in the
occurrence of high and low water. Furthermore the flood / ebb ratio (flood current velocity / ebb
current velocity) will increase, the tidal pumping effect will be intensified and both the turbidity
zone and the brackish water zone will be located further upstream.
Joint study on mitigation measures in the estuary mouth (Scheldt & Elbe)
by HPA and MOW Jun. 2013
It is assumed that hydraulic engineering structures and soft sediment solutions in the mouth of the
estuary are able to counteract the developments above described in a sustainable way, taking
future challenges into account. Hydraulic engineering structures, in general, can either be
designed as linear or expansive structures such as sandbanks.
For both the Elbe and the Scheldt estuary the objectives are to reduce the tidal range, decrease
the ratio of flood current to ebb current, reduce the upstream transport of sediments and prevent
the further upstream relocation of the brackish water zone. Aiming at dissipating the tidal energy
entering the estuary the implementation of measures in the mouth of estuaries was examined.
2 Studies
2.1
Elbe estuary
Two fundamentally different options are considered in the study of mitigation measures in the
Elbe estuary mouth (English summary: see Annex 1), that was taken out in the framework of the
TIDE Project. The task was to investigate the effect of these measures on hydrodynamics and
sediment transport.
The first measure concerns a fixed, linear structure (training wall, in red Fig.1) that can be neither
flooded nor permeated. The second one relates to soft, expansive hydraulic engineering
structures formed by raising existing sandbanks (blue). It is designed to be floodable in case of
high water. The two structures also differ with regard to their location in the mouth of the estuary
The linear structure is situated at the relatively narrow end of the mouth of the estuary, while the
expansive structure is built in the wider, outer Elbe estuary (see Fig.1).
Fig.1: Overview of the Elbe estuary showing the modelled area (black line) with sketches of the
expansive (blue) and linear (red) structures.
For the Elbe estuary the objectives was to reduce the tidal range, decrease the ratio of flood
current to ebb current, reduce the upstream transport of sediments and prevent the further
upstream relocation of the brackish water zone. The resulting target values of measures related
changes of selected parameters are shown in Tab.1.
Joint study on mitigation measures in the estuary mouth (Scheldt & Elbe)
by HPA and MOW Jun. 2013
The results of the studies showed that the structures in the Elbe estuary used for the model
exercise are suitable to counteract the negative trends observed in the Elbe estuary over the last
several decades described above.
Some of the above described targets could not be reached completely; therefore further
investigations have to be carried out before a detailed planning process can start.
Tab.1: Overview of target achievement for selected tidal characteristic numbers
Tidal characteristic numbers
mean high water
mean low water
mean tidal range
max. flood current velocity
max. ebb current velocity
max. flood curr. : max. ebb curr.
max. suspended load
adv. transport of suspended load
adv. residual transport of sus. load
max. salinity
2.2
requested
change
decrease
increase
decrease
neutral
neutral
decrease
decrease
rather decrease
decrease
no increase
target
achievment
1
1
1
1
1
1
1
-
relevant region
Hamburg
between the
turbidity zone
and
Hamburg
brackish water zone
Scheldt estuary
In order to investigate the effect of the morphological units in the mouth of the Scheldt estuary on
the tidal range, several scenarios are hydrodynamically simulated (see Annex 2). An existing
FINEL2D Western Scheldt model is used for the simulations. The model boundary is located
significantly far from the Scheldt estuary mouth, by which the boundary conditions are not
influenced by the interventions.
A total of 21 scenarios are simulated, see Tab.2. In the first scenario, scenario T0, the present
day situation is calculated by which the recent observed bathymetry is applied. This scenario
serves as reference for the results of the remaining scenarios. For each of the scenarios, five
spring-neap cycles are simulated.
In a first set of nine scenarios (T1a-c, T2a-c, T3a-c), adjustments are made to the model
bathymetry in the Oostgat, the Vlakte van de Raan or the Wielingen, see Fig. 2. The Wielingen is
the main navigational channel. The Oostgat channel is a channel close to the coastline, while the
Vlakte van de Raan is a shallow area between these two channels.
Joint study on mitigation measures in the estuary mouth (Scheldt & Elbe)
by HPA and MOW Jun. 2013
Fig.2: Model bathymetry of the estuary mouth of the Western Scheldt in 2011. The NAP -10 m
contour line is indicated in the figure.
In the next scenario (T4) the bed level of the Oostgat is defined at NAP (Dutch Ordnance Level,
which is approximately Mean Sea Level) and in another scenario the depth of the deep part of the
Wielingen is decreased to NAP -17 m (T5), which equals the depth in the navigational channel.
Beside these large scale scenarios, there are two scenarios defined in which the Wielingen
channel is locally blocked by a shoal. The height of the shoal is NAP -10 m (T6a) and NAP -5 m
(T6b) respectively.
In the last set of scenarios (T7a-b, T8a-e) the interventions are applied to all three units, using
only two depths: NAP -18 m and NAP -2 m. In scenario T7a all three units are uniformly defined at
NAP -18 m, while in scenario T7b both the Vlakte van de Raan and the Oostgat are defined at
NAP -18 m, but the Wielingen is defined at NAP -2 m.
In the last five scenarios (T8a-e) the entire estuary mouth is defined at NAP -2 m, except for a
navigational channel of 500 m wide, located at respectively the Oostgat (T8a), the Vlakte van de
Raan (T8b) and the Wielingen (T8c) or for two navigational channels, located at the Oostgat and
the Wielingen (T8d), and finally a scenario with a navigational channel of 2000 m wide, located at
the Vlakte van de Raan (T8e).
The adjustments with respect to the basic model bathymetry are indicated in Tab.2 for each of the
scenarios. The bathymetry of the scenarios is shown in the next sections, where the outcomes of
the specific scenarios are discussed.
Joint study on mitigation measures in the estuary mouth (Scheldt & Elbe)
by HPA and MOW Jun. 2013
Tab.2: Scenario definition: Bed level adjustments with respect to the basic model bathymetry
for the different scenarios. ’Small’ indicates a channel of 500 m wide. ‘Wide’ indicates
a channel of 2000 m wide.
Scenario
T0
T1a
T1b
T1c
T2a
T2b
T2c
T3a
T3b
T3c
T4
T5
T6a
T6b
T7a
T8a
Unit
N.a.
Oostgat
Oostgat
Oostgat
Vlakte van de Raan
Vlakte van de Raan
Vlakte van de Raan
Wielingen
Wielingen
Wielingen
Oostgat
Wielingen
Wielingen
Wielingen
Entire estuary
mouth
Entire estuary
mouth
Oostgat
T8b
Vlakte van de Raan
T8c
Wielingen
T8d
Oostgat and
Wielingen
T8e
Vlakte van de Raan
T7b
Bed level adjustment
N.a.
-1 m
-3 m
-10 m
+1 m
+3 m
+10 m
-1 m
-3 m
-10 m
Filled to NAP
Filled to NAP -17m
Blocked to NAP -10m
Blocked to NAP -5m
Deepened to NAP -18m
Volume
3
0 Mm
3
-48 Mm
3
-145 Mm
3
-484 Mm
3
277 Mm
3
833 Mm
3
2775 Mm
3
-79 Mm
3
-239 Mm
3
-802 Mm
3
648 Mm
3
51 Mm
3
31 Mm
3
116 Mm
3
-4881 Mm
Estuary mouth NAP -18m,
Wielingen NAP -2m
Estuary mouth NAP -2m,
Oostgat ‘small’ NAP -18m
Estuary mouth NAP -2m,
Vlakte van de Raan ‘small’
NAP -18m
Estuary mouth NAP -2m,
Wielingen ‘small’ NAP -18m
Estuary mouth NAP -2m,
Wielingen and Oostgat ‘small’
NAP -18m
Monding NAP -2m, Vlakte van
de Raan ‘wide’ NAP -18m
-1932 Mm
3
1924 Mm
3
1884 Mm
3
1862 Mm
3
1666 Mm
3
1361 Mm
3
Joint study on mitigation measures in the estuary mouth (Scheldt & Elbe)
by HPA and MOW Jun. 2013
3 Conclusions
Measures conducted at the mouth of the estuary have a particularly strong impact on the
development of hydrodynamics and are suitable to affect transport processes all over the estuary.
The amount of energy that carries the tidal wave into the estuary depends on the width of the
mouth of the estuary. The wider the mouth, the more tidal energy will enter the river. River
engineering measures to reduce the cross-section profile at the mouth can reduce the tidal energy
entering the estuarine system, which affects various processes.
From the simulations for the Scheldt estuary it follows that the interventions in the estuary mouth
have to be considerably large in order to obtain a significant effect on the tidal range.
Filling the full estuary mouth to a bed level of NAP -2 m, except for a navigational channel of 500
m wide at approximately the depth of the current main navigational channel (NAP -18 m), results
in a large reduction (over 50%) of the tidal range. The cross-sectional area of the estuary mouth is
reduced in such a way, that the discharge decreases significantly. By doubling the cross sectional
area, the reduction of the tidal range becomes significantly smaller, with only a limited effect on
the tidal range compared to the scenarios with a navigation channel of 500 m wide.
Deepening the Oostgat and applying a ‘shoal’ in the Wielingen in the mouth of the Scheldt estuary
also result in a reduction of the tidal range, however to a limited extend compared to the amount
of sediment involved in such a measure. Deepening the Wielingen and heightening the Vlakte van
de Raan on the other hand, result in an increase of the tidal range. Lowering the Vlakte van de
Raan could lead to a reduction of the tidal range, however the intervention needs to be
considerable in order to obtain any significant effect. Besides, this intervention can potentially
enhance the export of sand from the Western Scheldt.
4 References
Boehlich, 2003
Tidedynamik der Elbe; Marcus J. Boehlich; Mitteilungsblatt der Bundesanstalt
für Wasserbau No. 86; 2003
HTG, 2011
Auswertungen klimabedingter Änderungen auf das Strömungs- und
Transportverhalten deutscher Nordseeästuare – ein Vergleich von Ems, JadeWeser und Elbe; I. Holzwarth, A. Schulte-Rentrop, F. Hesser; Proceedings of
the HTG Conference 2011 Würzburg, pp. 275-282; 2011
Lang, 2001
Zur 3D-Modellierung der Tidedynamik im Ems-Ästuar –Einfluss barokliner
Prozesse auf das Strömungsprofil-, Dr. Günter Lang, BAW-AK Colloquium
presentation; May 2001
Lang, 2003
Analyse von HN-Modell-Ergebnissen im Tidegebiet, Dr. Günter Lang,
Parker, 1991
Tidal Hydrodynamics, National Oceanic and Atomspheric Administration, US
Department of Commercial, Rockville Maryland, John Wiley & Sons, Inc.,
Bruce B. Parker (Ed.), USA 1991
Joint study on mitigation measures in the estuary mouth (Scheldt & Elbe)
by HPA and MOW Jun. 2013
5 Annexes
Annex 1: Dissipating tidal energy in the mouth of the Elbe Estuary (English summery), BAW 2012
Annex 2: Influence of the morphology of the Scheldt estuary mouth on the tidal propagation
(English report), Svasek Hydraulics 2013.
Dissipating tidal energy
in the mouth of the Elbe
Estuary
Federal Waterway Engineering and Research
Institute (BAW)
IMPRINT
Federal Waterway Engineering and Research Institute (BAW)
Department of Hydraulic Engineering in Coastal Areas, Estuary Systems I
Dipl.-Ing. Morten Klöpper
January 2013
Disclaimer
The authors are solely responsible for the content of this report. Material
included herein does not represent the opinion of the European Community,
and the European Community is not responsible for any use that might be
made of it.
Table of Contents
1
2
Introduction
Analysis
3
4
5
Results
Conclusion
List of literature
1
3
7
14
15
System Study: Dissipating tidal energy
in the mouth of the Elbe Estuary
By BAW
1 Introduction
The hydromorphological evolution of the Elbe estuary has been affected and
changed by natural and human factors over a period of several decades. Flow
cross-sections have been enlarged and tidally influenced adjacent areas have
been lost. This development has resulted in an increase in the tidal range since
the mid-fifties. At the same time, the "tidal pumping" effect (upstream directed
transport) has been enhanced, leading to a significant rise in the amount of
dredged material in the port of Hamburg as well as sedimentation of side
channels and tributaries of the Elbe. Climate change is likely to further
aggravate this trend leading to numerous disadvantages. Similar situations
involving similar challenges have likewise been observed at various North Sea
region estuaries, in which a comparable process has occurred. In the
framework of the Interreg IVb TIDE project (Tidal River Development), national
and international partners have been developing strategies and designing
instruments to perform an integrated management of the estuaries of the North
Sea region.
One of these instruments is the implementation of measures in the mouth of
estuaries aiming at dissipating the tidal energy entering the estuary. Two
fundamentally different options are considered here, using the Elbe estuary as
an example. The task assigned to the Federal Waterways and Engineering and
Research Institute (BAW) was to investigate the effect of these measures on
hydrodynamics and sediment transport.
The “Concept for a sustainable development of the Elbe Estuary as an artery of
the metropolitan area of Hamburg” (German: "Konzept für eine nachhaltige
Entwicklung der Tideelbe als Lebensader der Metropolregion Hamburg") [HPA,
2006] already mentioned the dissipation of the incoming tidal energy by
hydraulic engineering constructions especially within the mouth of the estuary
as one of three cornerstones in a future action plan to develop the Elbe estuary
in a sustainable way. Measures conducted at the mouth of the estuary have a
particularly strong impact on the development of hydrodynamics and are
suitable to affect transport processes all over the estuary. The amount of
energy that carries the tidal wave into the estuary depends on the width of the
mouth of the estuary. The wider the mouth, the more tidal energy will enter the
river. River engineering measures to reduce the cross-section profile at the
mouth can reduce the tidal energy entering the estuarine system, which affects
various processes. On its way through the estuary, the tidal wave is exposed to
a whole series of influences that alter its shape and intensity, such as wave
propagation velocity, advection and dissipation [Parker, 1991]. These
processes ultimately result in an asymmetrical tidal curve with a more steeply
ascending flood tide and a more gently falling ebb tide. As demonstrated by
Boehlich [2003], the curve for the Elbe estuary becomes more and more
asymmetrical as it advances upstream from the North Sea. Due to the reflection
of the tidal wave at the river topography and the Geesthacht weir the tidal
range increases in spite of the continuous dissipation and energy losses in the
upstream direction. In addition to the influence on the tidal range, the abovementioned processes also affect advective transport processes of salt and
sediments, for instance, as well as the current velocity. Baroclinic processes,
1
System Study: Dissipating tidal energy
in the mouth of the Elbe Estuary
By BAW
for example, have a significant influence on the current and sediment transport
in an estuary [Lang, 2001].
In the past, the reflection characteristics and energy dissipation have been
changed by various influences. As a result more and more tidal energy reaches
upstream areas as far as the Elbe's bifurcation area near the port of Hamburg.
The tidal range in this area has increased dramatically over the past few
decades [Boehlich, 2003]. The deformation of the tidal curve has
simultaneously become more pronounced – a trend that is documented by a
shift in the strength of the flood current compared to the ebb current, leading to
the detriment of the ebb current velocity. In addition, the growing dominance of
the flood current velocity increases upstream transport processes. Baroclinic
processes and the tidal pumping effect (see above), subsequently are
enhanced. Finer sediment fractions, which used to settle in the shallow water
areas, are now transported more upstream and finally reach the port of
Hamburg. This leads to increased sedimentation of shallow water areas as well
as more effort for maintenance dredging.
It has to be assumed that today's problems will be exacerbated in the future.
Based on the present state of climate research, we can expect to see a
substantial sea level rise. Studies conducted by the BAW in the framework of
the projects KLIWAS and KLIMZUG North [HTG, 2011] confirms that a sea
level rise would be accompanied by an even higher mean tidal range in the
area of the city of Hamburg. In addition there will be a deformation of the tidal
curve and a time shift in the occurrence of high and low water. Furthermore the
flood / ebb ratio (flood current velocity / ebb current velocity) will increase, the
tidal pumping effect will be intensified and both the turbidity zone and the
brackish water zone will be located further upstream.
It is assumed that hydraulic engineering structures in the mouth of the estuary
are able to counteract the developments above described in a sustainable way,
taking future challenges into account. In general, these can either be designed
as linear or expansive structures such as sandbanks. For the Elbe estuary the
objectives are to reduce the tidal range, decrease the ratio of flood current to
ebb current, reduce the upstream transport of sediments and prevent the
further upstream relocation of the brackish water zone. The resulting target
values of measures related changes of selected parameters are shown in Table
1.1.
Table 1.1 Overview of target values for selected tidal characteristic
numbers
Tidal characteristic numbers
mean high water
mean low water
mean tidal range
max. flood current velocity
max. ebb current velocity
max. flood curr. : max. ebb curr.
max. suspended load
adv. transport of suspended load
adv. residual transport of sus. load
max. salinity
requested
change
decrease
increase
decrease
neutral
neutral
decrease
decrease
rather decrease
decrease
no increase
2
relevant region
Hamburg
between the
turbidity zone
and
Hamburg
brackish water zone
System Study: Dissipating tidal energy
in the mouth of the Elbe Estuary
By BAW
2 Analysis
The effects of river engineering measures in the mouth of estuaries are
analysed taking the Elbe estuary as an example. This system study is
conducted with the help of the BAW's Elbe simulation model, which is based on
UNTRIM-3D, the three-dimensional hydrodynamic numerical modelling system.
UNTRIM-3D is a finite volume method for unstructured grids that simulates
steady-state and transient flow and transport processes in waters with a free
surface. For a detailed description of both the method and the model see the
German study report [BAW, 2012].
Two fundamentally different types of measures are considered in this study.
They differ with regard to their location in the mouth of the estuary (see Figure
1). One is situated at the relatively narrow end of the mouth of the estuary (red
line), while the other on is located in the wider, outer Elbe estuary (blue line).
The first measure concerns a fixed, linear structure (training wall) that can be
neither flooded nor permeated. The second one relates to soft, expansive
hydraulic engineering structures formed by raising existing sandbanks. It is
designed to be floodable in case of high water.
Figure 1 Overview of the Elbe estuary showing the modelled area (black
line) with sketches of the expansive (blue) and linear (red) structures.
The linear structure is modelled as a dam structure with a crown height (+10 m
above sea level) which ensures that the structure cannot be flooded. The dam
follows existing morphological structures and runs from the harbour in Neufeld
(see Figure 3) along the harbour fairway approximately up to the edge of the
3
System Study: Dissipating tidal energy
in the mouth of the Elbe Estuary
By BAW
Wadden Sea, then turns south-west and continues parallel to the Neufelder
Sand embankment. It crosses the tidal channels Neufelder Rinne and
Medemrinne, a secondary channel, roughly at the point where the SchleswigHolstein Wadden Sea National Park begins and ends at the Medemgrund
sandbank. This measure extends from Elbe km 703 (TIDE km 117) to km 715
(TIDE km 129). It is referred to in the following as development state AZ01 or
the “linear structure up to Medemgrund" (see Figure 2).
To assess the impact of the linear structure more accurately two other
alternatives are considered. The first is an extension of the dam up to the
western end of the Grosser Vogelsand sandbank. It is referred to as
development status AZ05 or the “linear structure up to Grosser Vogelsand".
The second alternative is a shorter dam up to the channel Medemrinne. It is
referred to as development status AZ03 or the “linear structure up to
Medemrinne".
The expansive structure is situated approximately between Elbe km 735 (TIDE
km 149) and km 750 (TIDE km 164). The Grosser Vogelsand and Gelbsand
sandbanks are raised to +1 m above sea level. The Lüchterloch passage
between these two banks remains opened. The elevation of the banks
corresponds to a change in volume of approximately 240 million cubic meters.
The mean high water in the region is approximately 1.6 m above sea level while
the mean low water is approximately 1.6 m below sea level (during the
investigation period). That implies that the areas concerned to be flooded at
mean high water but remain dry for the majority of the tidal phase. The
structures consequently blend in the natural structure of the surrounding
Wadden Sea. This measure refers to the development status AZ02 or the
“expansive structure with two sandbanks".
To evaluate the influence of the Lüchterloch on the tidal currents more
precisely, another alternative is considered. A large sandbank is created by
filling the Lüchterloch up to +1 m above sea level. This alternative refers to
development status AZ04 or the “expansive structure with one sandbank".
Figure 2 shows details of the model topography for all five development stages.
The five measures in the Elbe estuary were examined separately. The effects
of the respective measures were described as differences between the
modelling results and a model-reference condition (without any measures,
designed current status or PIZ). The model simulations take place under mean
boundary conditions (for details see the German report) [BAW, 2012].
The calculation results of the UNTRIM simulations comprise very large synoptic
data records which are not directly suitable for a sufficient visualisation of the
tidal characteristics. Therefore the dataset was reduced and the parameters
which characterize the system's behaviour were determined. This procedure
allows a comparison of the reference and the development state. Further
details are given in Lang [2003]. The results are presented on profiles. For
more information about the analysis and presentation of the results see
German study report [BAW, 2012].
4
System Study: Dissipating tidal energy
in the mouth of the Elbe Estuary
By BAW
Changes in the tidal characteristic numbers caused by the examined river
development measures are only taken into account if they exceed a significant,
measurable threshold. The following threshold values are applied:
• 1 water level
1.0 [cm]
• 1 current velocity
2.5 [cm/s]
• 1 salinity
0.1 [-]
linear structure up to Medemgrund (AZ01)
expansive structure with two
sandbanks (AZ02)
linear structure up to Medemrinne (AZ03)
expansive structure with one
sandbank (AZ04)
linear structure up to
Großer Vogelsand (AZ05)
depth [m]
Figure 2 Details of the model topography for all five development stages.
5
System Study: Dissipating tidal energy
in the mouth of the Elbe Estuary
By BAW
Lüchterloch
Großer Vogelsand
Nordergründe
Klotzenloch
Medemrinne
Neufelder Watt
Neufelder Sand
Gelbsand
Stör
Harbor Neufeld
Cuxhaven
Rhinplate
Medemgrund
bend
Altenbruch
Otterndorf
Oste
Hamburg
Jade
Weser
bifurcation
area
Figure 3 Overview of places and kilometre distances along the Elbe estuary.
6
System Study: Dissipating tidal energy
in the mouth of the Elbe Estuary
By BAW
3 Results
Water level
Both linear and expansive structures are suitable to reduce the effective crosssection at the Elbe river mouth. As a result, less tidal energy can enter the
estuary leading to a reduction of tidal amplitude along the estuary. The effects
of the structures are noticeable even beyond the city of Hamburg.
The dam of the linear structure up to Medemgrund (AZ01) separates the
Neufelder Sand and Medemrinne tidal flats from the main channel which results
in interrupting the interaction between these two parts. The amplitude of the
tidal wave decreases upstream, as well as in the south of the structure. The
mean low water rises (black curve in Figure 4) while the mean high water
decreases (black curve in Figure 5). It can be observed that the tidal flats in the
north of the linear structure were dammed up during flood tide. Furthermore,
the tidal wave is reflected by the structure. As a result, the mean high water
level rises north-west of the structure and the mean low water in the channel
Medemrinne decreases. Due to this cut off of the Medemrinne, the ebb current
has no supporting impact on the mean low water level anymore.
In development status AZ02, the enlarged sandbanks in the outer Elbe estuary
form an expansive barrier against the tidal wave entering the estuary. Due to
this expansive structure (AZ02) as well as the linear structure (AZ01), less tidal
energy can enter the estuary because the effective cross-section at the mouth
of the estuary is reduced. The sandbanks are flooded as soon as the water
level gets higher than +1 m above sea level. The total available cross-section
(for the inflow) increases with the rising water level. This explains why the
structure has a greater impact on the mean low water level than it has on the
mean high water level (red curve in Figure 4 and Figure 5). The smaller
amplitude of the tidal curve upstream of the measure is therefore almost
exclusively attributable to the fact that the mean low water level increases.
North of the sandbanks the mean low water decreases because the elevated
sandbanks cause a change in the flow direction of the ebb current.
The effect on the water level of the linear structure up to Medemgrund (black
curve in Figure 4) is twice as big as the effect on the water level in the
development status with the expansive structure with two sandbanks (red
curve), because it constricts the cross-section to a greater extent. The impact
of the expansive structure on the mean low water is slightly enhanced by
additional shoring (filling the Lüchterloch with extra material, blue curve).
However, since the degree of shoring is only minor compared to the available
flow cross-section at high water, the expansive structures do not result in any
significant reduction in the mean high water (red and blue curves in Figure 5).
The change in the water levels is mainly the outcome of the separation of the
Medemrinne. This can be shown by the comparison of the impact of the linear
structure up to Medemrinne (green curve in Figure 4 and Figure 5) and the
linear structure up to Medemgrund (black curve). The linear structure up to the
Grosser Vogelsand sandbank has the biggest impact on both the mean high
water and the mean low water (magenta curve). This development state
reduces the effective cross section to the greatest extent.
7
System Study: Dissipating tidal energy
in the mouth of the Elbe Estuary
By BAW
difference (AZ-PIZ) mean low water (mean):
1 black
AZ01 linear structure up to Medemgrund
2 red
AZ02 expansive structure with two sandbanks
3 green
AZ03 linear structure up to Medemrinne
4 blue
AZ04 expansive structure with one sandbanks
5 magenta AZ05 linear structure up to Großer Vogelsand
m
0.5
0.4
0.3
0.2
5
0.1
4
2
0
3
1
-0.10
-0.2
-0.3
-0.4
-0.5
740
730
720
710
700
690
680
670
660
650
640
630
620
610
600
Km
Figure 4 Difference (development status, AZ - designed current status,
PIZ) in the mean low water on the longitudinal profile of the Elbe estuary
for all five development states, in each case referred to the analysis
period from June 11 to 25, 2006.
m
0.5
difference (AZ-PIZ) mean high water (mean):
1 black
AZ01 linear structure up to Medemgrund
2 red
AZ02 expansive structure with two sandbanks
3 green
AZ03 linear structure up to Medemrinne
4 blue
AZ04 expansive structure with one sandbank
5 magenta AZ05 linear structure up to Großer Vogelsand
0.4
0.3
0.2
0.1
0
3
2
1
-0.10
4
5
-0.2
-0.3
-0.4
-0.5
740
730
720
710
700
690
680
670
660
650
640
630
620
610
600
Km
Figure 5 Difference (AZ - PIZ) in the mean high water on the longitudinal
profile of the Elbe estuary for all five development states, in each case
referred to the analysis period from June 11 to 25, 2006.
8
System Study: Dissipating tidal energy
in the mouth of the Elbe Estuary
By BAW
Current velocity
The reduction of the effective cross-section due to the simulated structures in
the Elbe estuary reduces the tidal volume. As a result the current velocity
decreases over a large area. This contrasts with the reduction in the crosssection in the area of the measures, where local increases in the current
velocity can be observed.
The linear structure leading up to Medemgrund (AZ01) blocks off the channel
Medemrinne and therefore the current velocity in this channel is considerably
reduced. The flood and ebb currents that formerly passed the Medemrinne now
flow through the main channel of the Elbe estuary. As a result the current
velocity in the stretch between the cities of Cuxhaven and Otterndorf increases.
Due to the expansive structures (AZ02) the occurrence of the currents also
changes in the area that is affected by the measure. The water masses move
around the sandbanks. Consequently the maximum current velocities can be
observed in the south of the sandbanks, in the Lüchterloch and north-east of
the Gelbsand sandbank.
Both, the linear and the expansive structure cause a reduction of the current
velocities over a large area. Upstream of the expansive structure, the reduction
in the maximum ebb current velocity is greater than the reduction in the
maximum flood current velocity. Therefore the flood / ebb ratio is lower almost
everywhere along the Elbe estuary. This ratio hardly changed in the flooddominant stretch between the turbidity zone and the city of Hamburg due to the
linear structure up to Medemgrund.
The differences between the maximum flood and ebb current velocities are
shown in Figure 6 and Figure 7 for both, the expansive structure including two
sandbanks as well as the linear structure up to Medemgrund and Grosser
Vogelsand. The reduction in the current velocity upstream of the measures is
greater in the case the linear structures are applied compared to the
implementation of the expansive structures. However, in the area of the
Altenbrucher Bogen, where the currents are forced out of the Medemrinne
channel, there is a significant increase in the maximum current velocity of
approximately 40 cm/s. The area of the Altenbrucher Bogen puts heavy
demands on bank protection already today, since the current velocity is high in
this area.
9
System Study: Dissipating tidal energy
in the mouth of the Elbe Estuary
By BAW
m/s
0.5
difference (AZ-PIZ) max. flood current velocity (mean):
1 black
AZ01 linear structure up to Medemgrund
2 red
AZ02 expansive structure with two sandbanks
3 magenta AZ05 linear structure up to Großer Vogelsand
0.2
max. flood curr. : max. ebb curr. (mean)
0.4
0
0.3
-0.2
0.2
2
-0.4
0.1
740
720
700
680
660
640
620
600
1
0
-0.10
-0.2
3
-0.3
-0.4
-0.5
740
730
720
710
700
690
680
670
660
650
640
630
620
610
600
Km
Figure 6 Difference (AZ - PIZ) in the maximum flood current velocity
(mean) on the longitudinal profile of the Elbe estuary for the AZ01, AZ02,
and AZ05 structures, in each case referred to the analysis period from
June 11 to 25, 2006. The inset shows the difference in the ratio of the
maximum flood current velocity (mean) to the maximum ebb current
velocity (mean) during the same period. The coloured beam shows the
dominance (flood= red; ebb= green) of the current velocity.
difference (AZ-PIZ) max. ebb current velocity (mean):
1 black
AZ01 linear structure up to Medemgrund
2 red
AZ02 expansive structure with two sandbanks
3 magenta AZ05 linear structure up to Großer Vogelsand
m/s
0.5
0.4
0.3
2
0.2
0.1
0
1
-0.10
-0.2
3
-0.3
-0.4
-0.5
740
730
720
710
700
690
680
670
660
650
640
630
620
610
600
Km
Figure 7 Difference (AZ - PIZ) in the maximum ebb current velocity (mean)
on the longitudinal profile of the Elbe estuary for the AZ01, AZ02, and
AZ05 structures, in each case referred to the analysis period from June 11
to 25, 2006.
10
System Study: Dissipating tidal energy
in the mouth of the Elbe Estuary
By BAW
Salinity
For different reasons both, the expansive structure and the linear structure up
to Medemgrund result in an increase in the maximum salinity (Figure 8) of the
Elbe estuary.
2.4
difference (AZ-PIZ) maximum salinity (mean):
1 black
AZ01 linear structure up to Medemgrund
2 red
AZ02 expansive structure with two sandbanks
3 magenta AZ05 linear structure up to Großer Vogelsand
10**-3
2.
1.6
1.2
0.8
0.4
2
0
1
-0.4
3
-0.8
-1.2
-1.6
-2.
-2.4
740
730
720
710
700
690
680
670
660
650
640
630
620
610
600
Km
Figure 8 Difference (AZ - PIZ) in the maximum salinity in the longitudinal
profile of the Elbe estuary for the AZ01, AZ02, and AZ05 structures, in
each case referred to the analysis period from June 11 to 25, 2006.
The expansive structures interrupt the recirculation of less saline Elbe water
coming from upstream over the areas north of the sandbanks. Instead, North
Sea water with a higher salt content enters the Elbe estuary via the tidal flats.
The interruption of the recirculation is shown in Figure 9 (left).
The linear structure up to Medemgrund leads to a reduction in the maximum
salinity in the north of the structure. Less saline water from Medemrinne is
pushed by the flood current into the Neufelder Watt and Neufelder Sand areas,
preventing the water with high salinity content from flowing through the
Klotzenloch channel and over the Nordergründe area (see Figure 9, right).
Upstream of the structure the maximum salinity rises. The higher current
velocity south of Medemgrund entrains the salt further upstream during flood
tide. In the case of the linear structure up to Grosser Vogelsand, the same
effect causes only a small, local increase in the maximum salinity (magenta
curve in Figure 8). Since the current velocity decreases almost everywhere
south of the dam, the salt – which only enters via the very narrow mouth of the
estuary– is not entrained as far up into the estuary. Saline North Sea water is
completely prevented from flowing over the tidal flats in the Elbe estuary. That
leads to a rise in the maximum salinity north of the structure.
11
System Study: Dissipating tidal energy
in the mouth of the Elbe Estuary
By BAW
expansive structure with two sandbanks
linear structure up to Medemgrund
salt transport path
in the development status
in the designed current
status
salt transport path
in the development status
recirculation in the
designed current status
Figure 9 Schematic diagram of salt transport paths during one tide for the
expansive structure with two sandbanks (left) and the linear structure up
to Medemgrund (right).
Suspended matter
The reduction of the current velocity upstream of the structures induces a
decrease in the suspended matter (Figure 10). In addition, the linear structures
block the transport of suspended matter via the tidal flats into the estuary.
Both structures cause an overall decrease in the dynamics of suspended
matter. The lower amount of suspended material means at the same time less
advective transport of suspended matter (Figure 11). Since the reduction in the
advective flood current transport is larger than in the ebb current, there is also
less residual advective transport of suspended matter. As a result the upstream
transport of suspended material between the turbidity zone (around Elbe km
690) and Hamburg decreases.
The impact of the linear structure up to Medemgrund (black curve) is roughly
identical compared to the impact of the expansive structure including the two
sandbanks (red curve). The linear structure up to Grosser Vogelsand (magenta
curve) has the largest effect on the transport of suspended matter.
No values of suspended matter can be shown for the area along the linear
structures in Figure 10 and Figure 11 because these are not directly connected;
and cross- sectional integrated values would consequently not make any
sense.
12
System Study: Dissipating tidal energy
in the mouth of the Elbe Estuary
By BAW
difference (AZ-PIZ) max. suspended load (mean), sum of all fractions :
1 black
AZ01 linear structure up to Medemgrund
2 red
AZ02 expansive structure with two sandbanks
kg/m**3
3 magenta AZ05 linear structure up to Großer Vogelsand
0.2
0.10
2
0
1
-0.10
3
-0.2
-0.3
-0.4
740
730
720
710
700
690
680
670
660
650
640
630
620
610
600
Km
training wall (AZ05)
training wall (AZ01)
Figure 10 Difference (AZ - PIZ) in the cross-sectional integrated maximum
suspended load (sum of all fractions) on the longitudinal profile of the
Elbe estuary for the AZ01, AZ02, and AZ05 structures, in each case
referred to the analysis period from June 11 to 25, 2006.
difference (AZ-PIZ) adv. ebb transport of susp. load (mean) , sum of all fractions :
1 black
AZ01 linear structure up to Medemgrund
4 red
AZ02 expansive structure with two sandbanks
7 magenta AZ05 linear structure up to Großer Vogelsand
80000
difference (AZ-PIZ) adv. flood transport of susp. load (mean) , sum of all fractions :
2 black
AZ01 linear structure up to Medemgrund
5 red
AZ02 expansive structure with two sandbanks
8 magenta AZ05 linear structure up to Großer Vogelsand
difference (AZ-PIZ) adv. residual transp. of susp. load (mean) , sum of all fractions :
3 black
AZ01 linear structure up to Medemgrund
6 red
AZ02 expansive structure with two sandbanks
9 magenta AZ05 linear structure up to Großer Vogelsand
E+3 kg
60000
7
1
40000
20000
4
0
3
6
9
-20000
5
-40000
-60000
2
training wall (AZ05)
8
training wall(AZ01)
-80000
740
730
720
710
700
690
680
670
660
650
640
630
620
610
600
Km
Figure 11 Difference (AZ - PIZ) in the cross-sectional integrated advective
transport of suspended load by means of the ebb and flood currents (sum
of all fractions) and in the cross-sectional integrated residual advective
transport of suspended load (sum of all fractions) on the longitudinal
profile of the Elbe estuary for the AZ01, AZ02 and AZ05 structures, in
each case referred to the analysis period from June 11 to 25, 2006.
13
System Study: Dissipating tidal energy
in the mouth of the Elbe Estuary
By BAW
4 Conclusion
Both measures, those at the relatively narrow end of the mouth of the estuary
(linear structures) and those in the wider, outer Elbe estuary (expansive
structures) are suitable to improve the hydrological and morphological
conditions in the whole Elbe estuary. In the model exercise less tidal energy
enters the Elbe estuary due to the reduction of the effective cross-section in the
mouth of the estuary. Consequently the tidal range is reduced. At the same
time, local increases of current velocity can be observed in the area directly
affected by the structures. Potential structures in the Elbe estuary should
therefore be arranged in a way that the increase in current velocity occurs in
less sensitive areas. The dominance of the flood current between the turbidity
zone and the city of Hamburg can partially be mitigated. This effect can be
demonstrated by the lower flood / ebb ratio caused by the measures. All
structures have the effect of reducing the transport of suspended material,
particularly in this stretch between the turbidity zone and the city of Hamburg.
In addition to a reduction in the advective flood and ebb transport of suspended
matter, there is also less advective residual transport of suspended material.
The measures thus counteract the upstream transport of sediments in the Elbe
estuary. The changed flow conditions due to the structures influence the
transport of salt in different ways. The maximum salinity of the Elbe rises or
declines depending on the specific implementation of the measures. Whereas
the linear structures cause more intense effects on the residual advective
sediment transport than the expansive ones, they have also a higher impact on
critical current velocities in the area of the Altenbrucher Bogen.
The study shows that the structures in the Elbe estuary used for the model
exercise are suitable to counteract the negative trends observed in the Elbe
estuary over the last several decades. However, it must be noticed that all
statements of this report are only applicable to the given state of the system (at
average conditions). In particular, the study cannot provide any information on
the impact of the structures if the sea level rise occurs.
The investigation was designed as a system study that does not take into
account feasibility issues such as long term stability of the structures or other
local aspects. These aspects have to be examined prior to the implementation
of respective measures in the estuary mouth.
14
System Study: Dissipating tidal energy
in the mouth of the Elbe Estuary
By BAW
5
List of literature
BAW, 2012
Untersuchungen des Strombaus und des
Sedimentmanagements im Rahmen des Projektes TIDE,
Maßnahmen zur Dämpfung der Tideenergie im
Mündungsbereich der Elbe, M. Klöpper, BAW-Report,
September 2012
Boehlich, 2003
Tidedynamik der Elbe; Marcus J. Boehlich; Mitteilungsblatt
der Bundesanstalt für Wasserbau No. 86; 2003
Lang, 2001
Zur 3D-Modellierung der Tidedynamik im Ems-Ästuar –
Einfluss barokliner Prozesse auf das Strömungsprofil-, Dr.
Günter Lang, BAW-AK Colloquium presentation; May 2001
Lang, 2003
Analyse von HN-Modell-Ergebnissen im Tidegebiet, Dr.
Günter Lang, Mitteilungsblatt der Bundesanstalt für
Wasserbau No. 86, 2003
HPA, 2006
Konzept für eine nachhaltige Entwicklung der Tideelbe als
Lebensader der Metropolregion Hamburg; H.P. Dücker, H.H. Witte, H. Glindemann und K. Thode; HPA 2006
HTG, 2011
Auswertungen klimabedingter Änderungen auf das
Strömungs- und Transportverhalten deutscher
Nordseeästuare – ein Vergleich von Ems, Jade-Weser und
Elbe; I. Holzwarth, A. Schulte-Rentrop, F. Hesser;
Proceedings of the HTG Conference 2011 Würzburg, pp.
275-282; 2011
Parker, 1991
Tidal Hydrodynamics, National Oceanic and Atomspheric
Administration, US Department of Commercial, Rockville
Maryland, John Wiley & Sons, Inc., Bruce B. Parker (Ed.),
USA 1991
15
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