The document summarizes research investigating sediment bypassing rates around submarine canyons along the Santa Barbara Littoral Cell coast. The research aims to determine the quantity of littoral drift that bypasses canyons versus the amount captured by modeling hydrodynamics and sediment transport. The methodology includes setting up a 2D hydrodynamic model of the region forced by simplified tidal and wave conditions. Multiple model runs are performed with different wave conditions to analyze residual currents and longshore sediment transport rates with and without canyons.
Flood Routing.ppt:flood routing and controlmulugeta48
Flood routing is the process of determining the reservoir stage, storage volume and of the outflow hydrograph corresponding to a known hydrograph of inflow into the reservoir.
For this, the capacity curve of the reservoir, i.e., ‘storage vs pool elevation’ and ‘outflow rate vs pool elevation’ , curves are required.
Storage volumes for different pool elevations are determined by planimetering the contour map of the reservoir site.
For example, the volume of water stored (V) between two successive contours having areas A1 and A2 (planimetered) and the contour interval d, is given by
Cone formula, V
Prismoidal formula,
Where Am = (A1+A2)/2, i.e., area midway between the two successive contours. The Prismoidal formula is more accurate.
The outflow rates are determined by computing the discharge through the sluices and the spillway discharge for different water surface elevations of the reservoir (i.e., pool elevations):
Discharge through sluices,
Discharge over spillway crest,
Outflow from the reservoir O = Qsl +Qsp
For routing the flood by the modified Puls method (storage indicator method), Table 3 , corresponding to the initial pool elevation of 110 m, O = 124 cumec, 2S/t + O = 4664 cumec and 2S/t – O = 4416 cumec are read off.
For this 2S/t – O = 4416 cumec, (I1 +I2) = 50 + 70 = 120 cumec is added to get the right hand side of eq (8), i.e., 2S/t + O = 4416 + 120 = 4536 cumec.
For this value of 2S/t + O, O = 123 cumec, and 2S/t – O = 4290 cumec are read off from the curves.
For O = 123 cumec, the pool elevation of 109.8 m is read off from the O vs pool elevation curve.
DSD-INT 2019 ShorelineS and future coastline modelling - RoelvinkDeltares
Presentation by Dano Roelvink, IHE Delft Institute for Water Education, The Netherlands, at the Delft3D and XBeach User Day: Coastal morphodynamics, during Delft Software Days - Edition 2019. Wednesday, 13 November 2019, Delft.
Modelling extreme conditions for wave overtopping at Weymouth - Oliver Way (H...Stephen Flood
2015 DHI UK & Ireland Symposium
Modelling of Extreme Conditions for Wave Overtopping at Weymouth Bay
Oliver Way (Hyder Consulting), Tuesday 21 April 2015 at 16:00 - 16:20
A wave model study of Weymouth Bay was undertaken for Weymouth and Portland Borough Council to investigate flooding in the historical centre of Weymouth which is understood to be caused by tidal and fluvial waters overtopping flood defences, groundwater rising above ground level in response to high tides and heavy rain and wave overtopping along the open coast / Esplanade. The wave modelling results in this study are used to provide input conditions to the overtopping calculations which will in turn be used as inputs to the models of overland flow to provide flood extents. MIKE 21 SW was applied to simulate extreme wave conditions with combined extreme water levels. The model domain extends from Chesil Beach in the west to Lulworth Cove in the east. Extreme water level data were supplied by the Environment Agency for Weymouth from the Coastal flood boundary conditions for UK mainland and islands report (Environment Agency, 2012). Extreme wave values were also obtained from this Environment Agency report at offshore locations on the model boundary. Extreme wave conditions were considered for three directional sectors: south west, south and south east. A joint probability approach was applied for a range of return periods and climate change epochs. Wave data were extracted at nearshore locations along the beach front of Weymouth Bay. These data were used as input conditions for wave overtopping calculations (EurOtop) at site specific points along the beach to determine overtopping discharge rates along the beach front.
DSD-SEA 2018 Development of an operational storm surge forecasting system for...Deltares
Presentation by Mrs. Piyamarn Sisomphon, PhD., (the Hydro Agro Informatics Institute, Thailand) at the Seminar Cutting Edge Hydro Software for South-East Asia, during the Deltares Software Days South-East Asia 2018. Thursday, 6 September 2018, Yogyakarta.
Prediction of Contaminant Plumes (Shapes, Spatial Moments and Macro-dispersio...Amro Elfeki
Elfeki, A. M. (2006). Prediction of Contaminant Plumes (Shapes, Spatial Moments and Macro-dispersion) in Aquifers with insufficient Geological Information. Journal of Hydraulic Research, vol. 44 (6), pp 841-856.
Unit Hydrograph (UH) is the most famous and generally utilized technique for analysing and deriving flood hydrograph resulting from a known storm in a basin area. For ungauged catchments, unit hydrograph are derived using either regional unit hydrograph approach. Central Water Commission (CWC) derived the regional unit hydrograph relationships for different sub-zones of India relating to the various unit hydrograph parameters with some prominent physiographic characteristics. In this study, the lately developed UH model is applied located between Latitude 15º54′2′′ N to 16º16′19′′ N Latitude and 76º48′40′′ E to77º4′21′′ E Longitude. The study area covers an area of 466.02 km2, having maximum length of 36.5 km. The maximum and minimum elevation of the basin is 569 m and 341 m above MSL, respectively. The Peak discharge of unit hydrograph obtained is 171.58m3/s. The final cumulative discharge is 1669.05 m3/s.
Flood Routing.ppt:flood routing and controlmulugeta48
Flood routing is the process of determining the reservoir stage, storage volume and of the outflow hydrograph corresponding to a known hydrograph of inflow into the reservoir.
For this, the capacity curve of the reservoir, i.e., ‘storage vs pool elevation’ and ‘outflow rate vs pool elevation’ , curves are required.
Storage volumes for different pool elevations are determined by planimetering the contour map of the reservoir site.
For example, the volume of water stored (V) between two successive contours having areas A1 and A2 (planimetered) and the contour interval d, is given by
Cone formula, V
Prismoidal formula,
Where Am = (A1+A2)/2, i.e., area midway between the two successive contours. The Prismoidal formula is more accurate.
The outflow rates are determined by computing the discharge through the sluices and the spillway discharge for different water surface elevations of the reservoir (i.e., pool elevations):
Discharge through sluices,
Discharge over spillway crest,
Outflow from the reservoir O = Qsl +Qsp
For routing the flood by the modified Puls method (storage indicator method), Table 3 , corresponding to the initial pool elevation of 110 m, O = 124 cumec, 2S/t + O = 4664 cumec and 2S/t – O = 4416 cumec are read off.
For this 2S/t – O = 4416 cumec, (I1 +I2) = 50 + 70 = 120 cumec is added to get the right hand side of eq (8), i.e., 2S/t + O = 4416 + 120 = 4536 cumec.
For this value of 2S/t + O, O = 123 cumec, and 2S/t – O = 4290 cumec are read off from the curves.
For O = 123 cumec, the pool elevation of 109.8 m is read off from the O vs pool elevation curve.
DSD-INT 2019 ShorelineS and future coastline modelling - RoelvinkDeltares
Presentation by Dano Roelvink, IHE Delft Institute for Water Education, The Netherlands, at the Delft3D and XBeach User Day: Coastal morphodynamics, during Delft Software Days - Edition 2019. Wednesday, 13 November 2019, Delft.
Modelling extreme conditions for wave overtopping at Weymouth - Oliver Way (H...Stephen Flood
2015 DHI UK & Ireland Symposium
Modelling of Extreme Conditions for Wave Overtopping at Weymouth Bay
Oliver Way (Hyder Consulting), Tuesday 21 April 2015 at 16:00 - 16:20
A wave model study of Weymouth Bay was undertaken for Weymouth and Portland Borough Council to investigate flooding in the historical centre of Weymouth which is understood to be caused by tidal and fluvial waters overtopping flood defences, groundwater rising above ground level in response to high tides and heavy rain and wave overtopping along the open coast / Esplanade. The wave modelling results in this study are used to provide input conditions to the overtopping calculations which will in turn be used as inputs to the models of overland flow to provide flood extents. MIKE 21 SW was applied to simulate extreme wave conditions with combined extreme water levels. The model domain extends from Chesil Beach in the west to Lulworth Cove in the east. Extreme water level data were supplied by the Environment Agency for Weymouth from the Coastal flood boundary conditions for UK mainland and islands report (Environment Agency, 2012). Extreme wave values were also obtained from this Environment Agency report at offshore locations on the model boundary. Extreme wave conditions were considered for three directional sectors: south west, south and south east. A joint probability approach was applied for a range of return periods and climate change epochs. Wave data were extracted at nearshore locations along the beach front of Weymouth Bay. These data were used as input conditions for wave overtopping calculations (EurOtop) at site specific points along the beach to determine overtopping discharge rates along the beach front.
DSD-SEA 2018 Development of an operational storm surge forecasting system for...Deltares
Presentation by Mrs. Piyamarn Sisomphon, PhD., (the Hydro Agro Informatics Institute, Thailand) at the Seminar Cutting Edge Hydro Software for South-East Asia, during the Deltares Software Days South-East Asia 2018. Thursday, 6 September 2018, Yogyakarta.
Prediction of Contaminant Plumes (Shapes, Spatial Moments and Macro-dispersio...Amro Elfeki
Elfeki, A. M. (2006). Prediction of Contaminant Plumes (Shapes, Spatial Moments and Macro-dispersion) in Aquifers with insufficient Geological Information. Journal of Hydraulic Research, vol. 44 (6), pp 841-856.
Unit Hydrograph (UH) is the most famous and generally utilized technique for analysing and deriving flood hydrograph resulting from a known storm in a basin area. For ungauged catchments, unit hydrograph are derived using either regional unit hydrograph approach. Central Water Commission (CWC) derived the regional unit hydrograph relationships for different sub-zones of India relating to the various unit hydrograph parameters with some prominent physiographic characteristics. In this study, the lately developed UH model is applied located between Latitude 15º54′2′′ N to 16º16′19′′ N Latitude and 76º48′40′′ E to77º4′21′′ E Longitude. The study area covers an area of 466.02 km2, having maximum length of 36.5 km. The maximum and minimum elevation of the basin is 569 m and 341 m above MSL, respectively. The Peak discharge of unit hydrograph obtained is 171.58m3/s. The final cumulative discharge is 1669.05 m3/s.
1. Interaction of submarine canyons with
the longshore drift
Investigations of sediment bypassing rates at canyons
Researcher : Hesam Sanaee
Supervisor : Prof. J. A. Roelvink
External Supervisor : Edwin Elias, PhD, MSc
Mentor : Ali Dastgheib , PhD, MSc
WSE-HECEPD 2011-2013
2. Content of Presentation
Introduction
Research objective
Research methodology
Model setup in 2DH
Forcing
Model Simulation
Analysis of residual current
Analysis of the long shore rates
Conclusion and recommendations
5. Introduction
Wave Climate
Wave directions range from 105°N to 345°N,
No waves coming from 345N or more, due to the
sheltering of Point Conception
More than 70% of waves within dataset
originated from the west/north-western (270 -
345)
Wave heights ranging from 0.5 - 8.0m and
waves higher than 7 m occurs rarely
6. Introduction
Problem Statement
Several large canyons connect to the SBLC coastal system and
(are assumed) to cause a loss of sediment from the coastal zone
For a sustainable coastal management, it is necessary to:
–Understand the sediment transports around canyons
7. Main objective
To determine the quantity of littoral drift bypassing the submarine canyons versus the
amount captured by the canyon
What is the role of sediment delivery due to the littoral sediment transport?
What are the dominant processes in driving the hydrodynamics and sediment transport?
Process-based model consist of the following tasks
1. Hydrodynamic modelling; how do flow patterns in a canyon look like?
2. Sediment transport modelling; how do the sediment transports over a canyon look like?
3. How does the canyon modify the wave propagation patterns?
4. What are the littoral drift rates along the coast with and without presence of the submarine canyons?
Research objectives
8. In order to answer the objective of this research study, the following procedures was
performed
o Using a 2DH model of SBLC
Extending the sediment budget analysis to the point Mugu
Investigating the effect of the Hueneme and Mugu canyons on the littoral drift
Investigating the different geometries with and without canyons
o On a 3D model of Mugu submarine canyon
Investigating the hydrodynamic patterns and processes
Compare the Z-model with Sigma-Model
Research methodology
9. Model setup in 2DH
Delft3D-Wave Module
•Low resolution wave grid 180km x 90km + High
resolution grid at nearshore
•Cross-shore resolution of 1100m -550 m
(nearshore)
•Longshore resolution is about 1100 m
•In total 22,800 grid points (151 in both M and N
direction)
Delft3D-Flow Module
•Higher resolution flow grid 130km x12km
•Cross-shore resolution of 550m(seaward
boundary) to 30 m (nearshore)
•Longshore resolution is about 600 m (western
boundary) to 60m (eastern boundary)
•In total 60,965 grid points (M=685, N=89)
•Neumann boundaries at Cross-shore boundaries
in combination of water level in offshore
boundary
•Hydrodynamic time step = 15 seconds
10. Forcing
Input reduction of the hydrodynamic forcing
•Schematization of tide
A morphological tide (HW-LW cycle)
1.1x the mean tide
Constituent Description Amplitude [m]
Angular frequency
[deg/hr]
M2 Principal lunar semi-diurnal const. 0.5163 28.993289
K1 Lunisolar diurnal const. 0.3704 14.496644
O1 Lunar diurnal const. 0.2404 14.496644
Morphological tidal constituents with their adjusted amplitude and angular frequency
11. Forcing
Input reduction of the hydrodynamic forcing
•Schematization of wave climate
•Wave buoys data
3 years of wave record
13. Forcing
Input reduction of the hydrodynamic forcing
•Schematization of wave climate
•Reduction of wave climate
•Opti Method
selects an optimum subset of wave conditions that contributes more to the mean total sediment
transport, only trough a number of predefined transects
•Energy Flux
selects an optimum subset of wave conditions that has equal energy with the total wave record
15. Forcing
Input reduction of the hydrodynamic forcing
116 simulations with different wave
conditions
Each simulation has a certain
influence on the long shore transport
19. Forcing
Input reduction of the hydrodynamic
forcing
• The energy flux method resembles better
percentage of the total target
24 wave cases from WEF are the
reduced wave climate
20. Model simulation
Model simulations was performed separately for each wave condition
(24 wave conditions from selected wave cases) -On Deltares cluster
Delft3D = Version 5.01.00.2163
Run time = over one tidal cycle of 1490 minutes
Transport formula = Van Rijn 1993 by default
Bed updating = Turned off (maximum longshore transport)
21. Analysis of residual current
Residual current is determined
by Fourier analysis of the
velocity field
Accounting for both effect of
tides and waves
Residual current results from
the weighted average of the
mean velocities of all 24 wave
cases
24. Analysis of the longshore rates
Longshore drift rates
Less than 10% error in annual
dredging rates for two bench
mark
Transect 12 Santa Barbara
harbor
Transect 24 Ventura harbor
Canyons
25. Analysis of the longshore rates
Individual wave case contribution to the
annual sediment transport
Longshore sediment transport is a function of wave
height and direction (according to the CERC formula)
26. Analysis of the longshore rates
Littoral drift rates along the coast with and without canyons
27. Analysis of the longshore rates
Littoral drift rates along the coast with and without canyons
Potential sediment
lost to the canyons
? Canyons
28. Analysis of the longshore rates
Individual wave case contribution to the
annual sediment transport
With canyons
Southern Swells
29. Analysis of the longshore rates
Littoral drift rates along the
coast without canyons
Wave case 4 ( Dir 182 degree)
30. Analysis of the longshore rates
Littoral drift rates along the
coast without canyons
Wave case 4 ( Dir 182 degree)
31. Analysis of the longshore rates
Littoral drift rates along
the coast without canyons
•Effect of each canyon
32. Conclusion
The quantity of littoral drift bypassing the submarine canyons vs. the amount captured by
the canyon
The dominant processes in driving the hydrodynamics and sediment transport
•Dominant westerly swells induce a net increasing eastward sediment transport, except upcoast of the
Hueneme canyon due to coastline orientation and presence of the Hueneme canyon
•Southern waves drives the sediment transport westward and net sediment transport along the up
coast of the canyons increases due to the refraction over the canyons
The role of sediment delivery due to the littoral sediment transport
•The longshore sediment transport analysis estimates the potential lost to the canyons
Recommendations
•Using a real forces could validate the observed hydrodynamic data (in between two canyons)
•The 3D Model of each canyons could resolve the sediment movement in the canyons