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| == Post-Processing Coastal Modeling System Simulations: Part 1, Calculating Volumetric Change == | | == Post-Processing Coastal Modeling System Simulations: Part 1, Calculating Volumetric Change == |
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| div style=text-align:left'''''by Julie D. Rosati, Tanya M. Beck, and Alejandro Sanchez'''''/div | | <div style="text-align:left">'''''by Julie D. Rosati, Tanya M. Beck, and Alejandro Sanchez'''''</div> |
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| '''PURPOSE:''' : This Coastal and Hydraulics Engineering Technical Note (CHETN) is the first in a series that presents methods for analyzing output from Coastal Modeling System (CMS) simulations. Part 1 discusses calculation of volumetric change using results of a 1-year CMS simulation for Shark River Inlet, New Jersey. | | '''PURPOSE:''' : This Coastal and Hydraulics Engineering Technical Note (CHETN) is the first in a series that presents methods for analyzing output from Coastal Modeling System (CMS) simulations. Part 1 discusses calculation of volumetric change using results of a 1-year CMS simulation for Shark River Inlet, New Jersey. |
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| {{Image|Figure1.png|150px|'''a. Zoomed-out view of Shark River Inlet grid.'''}} | | {{Image|Figure1a.png|'''Figure 1a.CMS zoomed-out view of Shark River Inlet grid.'''}} |
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| {{Image|Figure2.png|150px|'''b. Zoom-in of calculated morphology change after 1 year simulation. | | {{Image|Figure1b.png|'''Figure 1b.CMS grid, zoom-in of calculated morphology change after 1 year simulation.'''}} |
| Figure 1. CMS calculations for Shark River Inlet, NJ.'''}}
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| {{Image|Figure3.png|150px|'''Figure 3. Files for the CMS-Flow salinity simulation.'''}}
| | '''CONCLUSIONS:''' |
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| {{Image|Figure4.png|150px|'''Figure 4. Setting up the salinity calculation.'''}}
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| {{Image|Figure5.png|150px|'''Figure 5. Specifying spatially varied initial salinity.'''}}
| | '''ADDITIONAL INFORMATION:''' |
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| {{Image|Figure6.png|150px|'''Figure 6. CMS-Flow data tree.'''}}
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| {{Image|Figure7.png|150px|'''Figure 7. Salinity boundary types in the CMS.'''}}
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| {{Image|Figure8.png|150px|'''Figure 8. Salinity specifications along the WSE-forcing boundary.'''}}
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| {{Image|Figure9.png|150px|'''Figure 9. Salinity boundary input from a xys file.'''}}
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| {{Image|Figure10.png|150px|'''Figure 10. Salinity and current distributions during (a) the flood current and (b) the ebb current.'''}}
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| {{Image|Figure11.png|150px|'''Figure 11. CMS computational domain and data collection locations.'''}}
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| {{Image|Figure12.png|150px|'''Figure 12. Salinity and velocity sampling stations (URS 2010).'''}}
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| {{Image|Figure13.png|150px|'''Figure 13. Salinity comparisons between measurements and CMS calculations (URS 2010).'''}}
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| '''MODEL ASSUMPTIONS:''' CMS-Flow is presently capable of 2D salinity computations in both the explicit and implicit solvers. 3D representation of salinity in the CMS, discussed herein, is being tested. The simulation of salinity can often require a 3D solution due to the presence of vertical salinity gradients that can significantly influence flow. It is therefore important to understand the limitations of 2D salinity simulations, and apply them only when the assumptions inherent in 2D simulations are valid. Typically, 2D salinity calculations are valid when the salinity is well mixed over the water column. These conditions are usually met for shallow bays with open exchanges to the ocean or gulf, dominant tidal signals, and sufficient wind energy to provide the vertical mixing. Also, the assumption of sufficient energy to mix over the water column is valid under storm conditions, even for deeper water bodies. Finally, when the exchange with the open sea is restricted by an inlet, the tidal range is an important indicator of vertical mixing conditions. For low tide ranges, significant vertical stratification can occur, even in shallow bays and estuaries, especially when the winds are calm. Pritchard (1955) and Cameron and Pritchard (1963) have classified estuaries using stratification and salinity distribution as the governing criteria, and these classifications can be used for guidance in applying the 2D simulations.
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| The lateral mixing for salinity in the CMS Flow model is the same as the lateral mixing in the momentum equations.
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| '''SALINITY MODELING AT HUMBOLDT BAY, CA:''' In this section, the salinity modeling is described to demonstrate the CMS capability at Humboldt Bay, CA.
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| Humboldt Bay is a natural multi-basin, bar-built, coastal lagoon located along the rugged North Coast of California. The bay entrance is protected by dual rubble-mound jetties from the high-energy waves at the Northeast Pacific coast (Figure 1). Wave-induced long-shore current, nearshore wave breaking, and wave-dependent mixing have a significant contribution to momentum transfer in the water column, diffusive process and spatial distributions of salinity (Moon 2005). Tides and wind are the primary forcing to drive hydrodynamics and salinity transport inside the bay.
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| In application of the CMS to Humboldt Bay, a quadtree grid system was developed to discretize the bay and the offshore. The computational domain extends approximately 25 km alongshore and 20 km offshore, and the seaward boundary of the domain reaches to the 300 m isobath. Figure 2 shows the quadtree grid with 43,000 ocean cells and bathymetric features of Humboldt Bay, and adjoining nearshore and continental shelf. The CMS grid permits fine resolution in areas of high interest such as jetties, channels, and the bay. The implicit solver of the CMS with a large time step of 10 minutes was employed for the simulation. The implicit version of CMS typically reduces the computation time by more than 50% as compared ot the explicit version.
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| CMS-Flow is driven by time-dependent water surface elevation at the offshore open boundaries, wind forcing over the surface boundary, and freshwater inflows from rivers and tributaries. Time varying salinity values are specified along the open boundaries and with the freshwater inflows. The initial salinity field needs to be specified to the entire CMS domain as well.
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| '''1. CMS-Flow setup:''' The CMS hydrodynamic input files for Humboldt Bay, CA are required to be generated and prepared by the SMS shown in Figure 3:
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| After opening “HB_Flow.cmcards” in the SMS, choose CMS-Flow | Model Control, click on the Salinity, and select the Calculate salinity (Figure 4). A time step of greater than (integer multiplier) or equal to the hydrodynamic time step should be specified. In this case, the Transport rate under the Time steps is set to 600 sec (equal to the hydrodynamic time step) for the salinity calculation.
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| '''2. Salinity initial condition:''' Because of the large salinity range in a coastal system, it usually requires long spin-up periods for a salinity simulation to reach to the present salinity distribution, which could range from a few days to weeks. To shorten the spin-up time, an accurate initial condition for the salinity field should be specified. There are two options to assign the initial salinity condition in CMS-Flow:
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| '''i) A global initial salinity:''' Specify a constant initial value for the entire model domain. Figure 4 shows the example of using a constant 33.5 ppt as the global initial salinity value for the Humboldt Bay model.
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| '''ii) Spatially varying initial salinity:''' Generate a spatially varying initial salinity field by choosing the Spatially varied toggle under the Initial condition (Figure 5). Clicking the Create Dataset and assigning a value under the Default concentration (ppt) in the pop-up window will generate a new dataset with a constant initial salinity value. Clicking OK to close this window and then clicking OK to close the CMS-FLOW Model Control window, the dataset, Salinity Initial Concentration, will appear in the CMS-Flow data tree as shown in Figure 6a. Highlight the dataset to specify different salinity values in the CMS domain in the same way to modify other datasets such as D50 or Hard Bottom.
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| The dataset for a spatially varying initial salinity can also be generated by using Data Calculator tool in the Data menu (Demirbilek et al. 2008). For an existing dataset, click the Select Dataset under the Spatially varied and then select the dataset for the initial salinity that already exists (Figure 6b).
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| '''3. Salinity boundary conditions:''' Salinity conditions need to be specified at CMS-Flow boundaries. Two salinity boundary types are available in the CMS: water surface elevation (WSE) boundary (WSE-forcing boundary) and freshwater inflow boundary (Flow rate-forcing boundary) (Figure 7).
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| '''i) WSE-forcing boundary:''' Using the Select Cellstring tool and clicking/highlighting, the cellstring of water surface elevation boundary can be specified as shown in Figure 7a. Selecting CMS-Flow | Assign BC will open the CMS-Flow Boundary Conditions window (Figure 8). A time series of salinity can be assigned along the WSE-Forcing boundary by clicking the Curve undefined under Salinity on the left hand side of the dialog.
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| The time series is specified either by clicking the Import button to read a salinity boundary input file in xys format (Figure 9) (Aquaveo 2010) or by manually entering time and salinity values in two separate data columns or by importing salinity data from an opened Excel file by Copy/Paste.
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| Because the WSE-forcing boundary of the Humboldt Bay grid is located outside the bay in open coast, salinity measurements at Trinidad Bay, approximately 18 km north of the CMS domain by CeNCOOS at Humboldt State University (2010), were assigned to the CMS-Flow open boundary. A 30-day time series of the salinity data is shown for the WSE-forcing boundary in Figure 8. Salinity at this location varies between 30.5 and 33.5 ppt that show apparent influence of the ocean on salinity variations during the period.
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| '''ii) Flow rate-forcing boundary:''' Following the same steps as specifying WSE-forcing boundary, salinity values at freshwater inflow boundaries can be assigned together with flow specifications.
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| Only a few rivers and creeks flow into Humboldt Bay and no stream measurements are available. Although small, there are seasonal variations in freshwater inflows to the bay. Relatively large amount of land runoffs flows into the bay during the rainy season in northern California from October to April. For demonstration purpose in this CMS application, 10 ppt was assigned for a constant river flow in the Elk River (Figure 7). A non-zero salinity value is given here considering that the location of the Flow rate-forcing cellstring is within the intertidal zone.
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| '''SIMULATION RESULTS:''' For the Humboldt Bay demonstration, the CMS-Flow simulation was conducted for a 30 day winter period (December 2007). Depth-averaged current and salinity fields near the bay entrance channel were retrieved from two snapshots of the CMS results at Day 19 of the simulation, corresponding to the flood and ebb currents, respectively (Figure 10).
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| The current speed is between 1 and 2 m/sec at the Humboldt Bay entrance during the flood and ebb tides. The bay is dominated by relatively high salinity water and low salinity water fills the downstream reach of the Elk River, consistent with the salinity specifications along the WSE-forcing and the Flow rate-forcing boundaries. Figure 10 shows that high salinity ocean water is brought into the bay by the flood current. A salt front near the mouth of the Elk River indicates that intrusion of freshwater plume into the bay. The plume is pushed upstream of the river by strong flood current passing by to the Arcata Bay and extends further into Humboldt Bay during the ebb tidal cycle.
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| '''SALINITY TRANSPORT MODELING AT WHITE DITCH AREA, LA:''' Located southeast of New Orleans on the coast of Louisiana, the White Ditch area has been experiencing the shortage of fresh water, sediments and nutrients from the Mississippi River, and saltwater intrusion due to sea level rise and storms. As a result, extensive wetland loss and degradation of tidal marshes have occurred in the area through the years. A hydrodynamic and salinity modeling analysis was conducted by URS (2010) to evaluate alternative designs for a fresh water diversion from the Mississippi River to the project area.
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| CMS-Flow was developed for the White Ditch project. The model domain extends about 60 km along the NW-SE directions and about 30 km along the SW-NE direction, and includes the Mississippi River levees, the Mississippi River-Gulf Outlet (MRGO) channel, and other features (Figure 11). The size of the CMS grid cells ranges from 24 to 600 m with the fine grid along the White Ditch (Mississippi River) and the coarse grid in the Gulf of Mexico.
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| The CMS was driven by the tide data downloaded from U.S. Geological Survey (USGS) station (7374527) (Figure 11), Northeast Bay Gardene near Point-A-LA-Hache, LA (http://waterdata.usgs.gov/nwis). Rainfall data were obtained from the NOAA Port Sulfer Station (167471) and from a Belle Chasse station. Daily evaporation data were not available at the project area. Evaporation rates specified in the CMS were based on a study conducted by Cooke et al. (2008). Freshwater flows were measured from the Caernarvon Diversion and the Mississippi River. The New Orleans District, USACE, manages the Caernarvon Freshwater Diversion Project and provided daily flow information for the study.
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| The salinity data for the CMS were collected on a field survey conducted from 20 July through 23 July, 2009 by URS. The sampling stations are shown in Figure 12. Flow velocity, temperature, salinity and turbidity were collected periodically between 21 and 23 July, 2009 at the primary stations (N1, N2, N3, S1, S2, and S3). Less frequent flow velocity, temperature and salinity measurements were collected at the secondary locations (Oak River Channel, N4, N5, N6, S4, S5, S6, S7, S8, S9, S10, and S11).
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| Statistical analysis of the salinity data was performed to compute the median, maximum and minimum salinity at each station. The time-averaged salinity values over the last four days of the CMS simulation corresponding to the time period of the measurements by URS (2010), were compared with the measurements (Figure 13).
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| The time- and depth-averaged salinity in this wetland area ranges from about 3 to 10 ppt. The variability of salinity is less than 1 ppt at the landward stations (Points 33-35) and can reach as high as more than 3 ppt at the seaward stations (Point 36) over the 4-day survey period. The salinity data show a general trend in the survey area. Salinity is relatively high at the southeast corner of the CMS domain in nearshore waters of the Gulf of Mexico, and decreases towards the northwest. High salinity also occurs along the east bank of the Mississippi River and decreases to the northeast of the CMS domain. The general trend indicates that significant sources of freshwater in the White Ditch area are from the Caernarvon Diversion. CMS-Flow tends to underestimate the salinity at some stations, but overall the CMS results show good agreement between measurements and calculated salinity, and well represent the spatial pattern and temporally averaged salinity levels.
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| '''CONCLUSIONS:''' The depth-averaged salinity calculation procedure by the CMS was demonstrated in this technical note. The Humboldt Bay example shows that the procedures to set up the CMS for salinity calculation are straightforward and user-friendly. The White Ditch example provides an estuarine application of salinity calculations and verification for the CMS results, which well reproduce the spatial salinity distributions in the wetland area. Due to lack of measurements such as rainfall and evaporation, detailed bathymetry and salinity data, some assumptions were made for the study. Further improvement can be made as more data are collected in the future.
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| '''ADDITIONAL INFORMATION:''' This CHETN was prepared and funded under the Coastal Inlet Research Program (CIRP) and was written by Dr. Honghai Li (Honghai.Li@usace.army.mil, voice: 601-634-2840, fax: 601-634-3080) of the U.S. Army Engineer Research and Development Center (ERDC), Coastal and Hydraulics Laboratory (CHL), Dr. Christopher W. Reed (Chris_Reed@URSCorp.com) of URS Corporation, and Mitchell E. Brown (Mitchell.E.Brown@usace.army.mil) of ERDC, CHL. Alejandro Sanchez of CIRP provided hydrodynamic model information for the Humboldt Bay example. The CIRP Program Manager, Dr. Julie D. Rosati (Julie.D.Rosati@usace.army.mil), the assistant Program Manager, Dr. Nicholas C. Kraus, the Chief of the Coastal Engineering Branch at CHL, Dr. Jeffrey P. Waters, and Dr. Lihwa Lin, the Coastal Engineering Branch, reviewed this CHETN. Files for the example may be obtained by contacting the author. This CHETN should be cited as follows:
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| Li, H., C. W. Reed, and M. E. Brown. 2010. Salinity Calculations in the Coastal Modeling System. Coastal and Hydraulics Engineering Technical Note ERDC/CHL CHETN-IV-XX. Vicksburg, MS: U.S. Army Engineer Research and Development Center. An electronic copy of this CHETN is available from http://chl.erdc.usace.army.mil/chetn or http://cirp.usace.army.mil/pubs/chetns.html.
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| '''REFERENCES''' | | '''REFERENCES''' |
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| Aquaveo. 2010. SMS: XY Series Files (*.xys). http://www.xmswiki.com/xms/SMS:XY_Series_Files_(*.xys).
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| Buttolph, A. M., C. W. Reed, N. C. Kraus, N. Ono, M. Larson, B. Camenen, H. Hanson, T. Wamsley, and A.
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| K. Zundel, A. K. 2006. Two-dimensional depth-averaged circulation model CMS-M2D: Version 3.0, Report 2, sediment transport and morphology change. Coastal and Hydraulics Laboratory Technical Report ERDC/CHL-TR-06-7. Vicksburg, MS: U.S. Army Engineer Research and Development Center.
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| Cameron, W. M. and D. W. Pritchard. 1963. Estuaries. In M. N. Hill (editor): The Sea vol. 2, John Wiley and Sons, New York, 306 - 324.
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| CeNCOOS. 2010. Central Northern California Ocean Observing System. http://www.cencoos.org/.
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| Cooke, W. H. III, K. Grala, and C. L. Wax. 2008. A Method for estimating pan evaporation for inland and coastal regions of the southeastern U. S. Southeastern Geographer, 48(2): 149–171.
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| Demirbilek, Z., K. J. Connell, N. J. MacDonald, and A. K. Zundel. 2008. Particle Tracking Model in the SMS10: IV. Link to Coastal Modeling System. Coastal and Hydraulics Engineering Technical Note ERDC/CHL CHETN-IV-71. Vicksburg, MS: U.S. Army Engineer Research and Development Center. http://chl.erdc.usace.army.mil/chetn.
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| Lin, L., Z. Demirbilek, H. Mase, J. Zheng, and F. Yamada. 2008. CMS-Wave: A nearshore spectral wave processes model for coastal inlets and navigation projects. Coastal and Hydraulics Laboratory Technical Report ERDC/CHL-TR-08-13. Vicksburg, MS: U.S. Army Engineer Research and Development Center.
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| Moon, I. 2005. Impact of a coupled ocean wave-tide-circulation system on coastal modeling. Ocean Modeling, 8: 203-236.
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| Nicholson, J., and B. A. O’Connor. 1986. Cohesive sediment transport model. Journal of Hydraulic Engineering, 112(7): 621-640.
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| Pritchard, D. W. 1955. Estuarine circulation patterns. Proceedings of the American Society of Civil Engineers 81, no 717, 1 – 11.
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| URS. 2010. USACE White Ditch evaluation and design – hydrodynamic and salinity transport modeling. Tallahassee, FL.
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Post-Processing Coastal Modeling System Simulations: Part 1, Calculating Volumetric Change
by Julie D. Rosati, Tanya M. Beck, and Alejandro Sanchez
PURPOSE: : This Coastal and Hydraulics Engineering Technical Note (CHETN) is the first in a series that presents methods for analyzing output from Coastal Modeling System (CMS) simulations. Part 1 discusses calculation of volumetric change using results of a 1-year CMS simulation for Shark River Inlet, New Jersey.
CITATION:
Rosati, J.D., Beck, T.M., and Sanchez, A., 2010, Post-Processing Coastal Modeling System Simulations, Part 1, Calculating Sand Transport Rates,Coastal and Hydraulics Engineering Technical Note ERDC/CHL CHETN-XX-XX, Vicksburg, MS: U.S. Army Engineer Research and Development Center,http://chl.erdc.usace.army.mil/chetn.
INTRODUCTION: The Coastal Modeling System (CMS) is an integrated wave, current, sediment transport, and morphology change numerical model within the Surface Water Modeling System (SMS) (Buttolph et al. 2006, Lin et al. 2008, CIRP 2010, and Wu et al. 2010). The CMS is designed for practical engineering calculations in the coastal zone, including coastal inlets, inlet structures such as jetties, and navigation channels. Processes calculated within the CMS include tidal forcing, wind, wave-driven currents, and the resulting sediment transport and morphology change. Three sediment transport models are available to calculate the transport due to bed and suspended loads, and resulting morphology change. Wave and structure calculations include reflection, diffraction, refraction, transmission, runup, and overtopping. The CMS calculates coastal and inlet processes and the resulting morphology change for simulation periods ranging from hours to months up to a year (e.g., Beck and Kraus 2010).
The analyses discussed herein present methods to analyze CMS output for volumetric change within a defined polygon such as a section of a navigation channel or a morphologic feature such as an ebb shoal. The step-by-step procedure is applied to CMS output from a study at Shark River Inlet, New Jersey (Beck and Kraus 2010). CMS output files applied herein are available for download: [[1]] .
OVERVIEW OF SHARK RIVER INLET SIMULATION: The Shark River Inlet calculations were conducted for a 1-year simulation to determine future conditions of the navigation channel under different channel and structural configurations. The model was first calibrated for hydrodynamics, and then for sediment transport and morphology change through comparison of pre- and post-dredging bathymetric surveys (conducted by the Corps of Engineers, New York District). For the Shark River application discussed herein, the total load non-equilibrium sediment transport model with Lund-CIRP transport equations were applied and used with the bed change equation to calculate the morphology change. Simulation results were both calibrated and validated based on short-term measurements of channel infilling, following the frequent 3-4 month channel surveys, and with model simulations extending to a year of calculations. The model was forced with the Sandy Hook NOAA tide gauge for water levels and currents, and offshore waves from Wave Information Study (WIS) Station 129 for 1994 were applied for wave-current interaction.
CALCULATING VOLUME CHANGE: Calculating volume change is necessary for determining rates of channel infilling, inlet shoal evolution, and on a more basic level understanding sand pathways and formulating sand budgets. In the CMS, volume change can be calculated for any polygon defined by feature arcs in the SMS. The following section presents a step-by-step method for calculating volumetric change using the Shark River Inlet simulation files.
Loading Files and Setting Projection: Download the Shark River Inlet calculation file SRI.zip from: [[2]]. Unzip the files in a directory on your PC.
Load the file Shark River Inlet.cmcards into SMS by dragging it into the SMS or by clicking File | Open | Shark River Inlet.cmcards. The solution file should load in automatically as shown in Figure 1. Once you have loaded the solution file, zoom in to show the channel region (Figure 2).
CONCLUSIONS:
ADDITIONAL INFORMATION:
REFERENCES
