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D-Flow1D User Manual - Parent Directory

1. o a 94 Customised map oaoa a a a a 95 Select parameter for graphical representation 95 Time results of water level for 3 Icoations along the branch 96 Example of 3 network routes shown in the network with different colours 97 Example of the use of intermediate locations to specify routes 97 Example of sideview with Time Navigator 98 Example of Case analysis 2 a a a a a a a a a a a 99 How to simulate morfology together with a D Flow 1D simulation 101 Deltares 1 1 1 2 1 3 14 79 7 6 1 1 7 8 13 7 10 Deltares List of Figures Principle of the horizontal 1D 2D coupling in a top view and a side view In brown the 1D model is schematised In black the 2D grid is shown 105 The variables which control the flow over the interface between the 1D and the POM coe cba we ee hae ee Oe ehh eee kan kk 106 The workflow for the integrated 1D2D model 2 106 Generate embankments wizard o 107 Embankments created with automatic generation 108 Merging of twoembankments a a e o 109 Change geometry of an embankment a 109 Sideview of an embankment 2 0 eee ee ee a 109 Automatic grid generation The button is encircled in the top left the outer boundary of the grid is drawn in the map view on the right and the final window
2. 6 3 3 2 Multiple tabs Bd MB 6 3 4 Ribbons and toolbars ee 8 3 4 1 Ribbons hot keys MD Mc 8 342 File MH GB oo 9 34 3 Home Mil MM 10 3 4 4 VIEW BO o 10 3 4 5 fools lt lt 866688 ee a WMA a ne 11 346 Map Ml Ae 11 3 4 7 Scripting Aee 12 3 48 Shortcuts R A eee 13 3 4 9 Quick access toolbar 0 00 eee eee eee 13 3 5 Schematization a UB ra 14 3 6 Generating a computational grid a oao a a a a a a 2 2054 eee 18 3 7 Boundary conditions a a a 19 3 8 Roughness DD ZEER eee 21 3 9 Initial conditions AD WD 21 3 10 Model parameter settings aoa a oa a a a a a a a 22 3 11 Setoutput A aaa a a a 22 3 12 Valida eee a 23 3 13 Running a simulation aoao o a eee 24 3 14 Viewing simulation results a aoa a a a a a 24 4 Module D Flow 1D All about the modeling process 27 4 1 IntroduCW MD E 27 4 2 Import A ee 27 4 2 1 Import modeldata on lt Project gt level 0 27 4 2 2 Import a network from another model on lt network gt level 28 4 2 3 Importa network from GIS 2 00 00 2 eae 29 4 2 3 1 The GIS import wizard 0 29 4 2 3 2 Import from personal geodatabase 32 4 2 3 3 Import of culvert profile data 32 4 2 4 Import cross section profi
3. D 30 where a calibration coefficient O 1 A the relative density Ps Pw Pw u ripple factor or efficiency factor Oer critical mobility parameter 0 047 E hiding and exposure factor for the sediment fraction considered and the Shields mobility parameter O given by 8 aby os in which q is the magnitude of the flow velocity m s The ripple factor u reads CONS mi 1 0 D 32 u min 2 D 32 where Cg 90 is the Ch zy coefficient related to grains given by meri D 33 4 90 18 log D 90 Deltares 143 of 160 D 4 4 D 4 5 SOBEK 8 D Flow 1D User Manual with Doo specified in m The transport rate is imposed as bedload transport due to currents St The following formula specific parameters have to be specified in the input files of the Transport module see Section D 1 3 calibration coefficient a and a dummy value Remark The Ds is based on the sediment fraction considered the Doo grain size diameters is based on the composition of the local sediment mixture General formula The general sediment transport relation has the structure of the Meyer Peter Muller formula but all coefficients and powers can be adjusted to fit your requirements This formula is aimed at experienced users that want to investigate certain parameters settings In general this formula should not be used It reads S aDsoy AgDs00 10 ED D 34 where is the hiding and exposure factor for
4. 35 EpsilonValueVolume Convergence criterion for water volume balance default 0 0001 m 36 EpsilonValueWaterDepth Convergence criterion for water depth default 0 0001 m 38 MaxIterations Maximum number of iterations default 8 40 MinimumSurfaceinNode Minimum surface in node default 0 1 m 41 MinimumLength Minimum branch segment length default 1 0 m 42 RelaxationFactor Relaxation factor default 1 0 43 Rho Density of freshwater default 1000 kg m 44 StructureInertiaDampingFactor Structure inertia damping factor default 1 0 45 Theta Theta value default 1 46 ThresholdValueFlooding Threshold water depth for flooding of channels de fault 0 01 m 47 ThresholdValueFloodingFLS Threshold water depth for flooding of land surface default 0 001 m o 48 UseTimeStepReducerStructures Use timestep reduction on structures O false 1 true default O 49 ExtraResistanceGeneralStructure Extra resistance for general structure de fault 0 0 51 NoNegativeQlatWhenTherelsNoWater Limit lateral outflow to the water available in the channel default true 52 TransitionHeightSb Transition height for summerdikes default 0 5 m parameters related to quasi steady state mode 000000000 53 ComputeSteadyState 54 Dtsteady 55 EpsMaxU 56 Ntendcontrolsteady 57 Ntintcontrolsteady 58 Ntmaxsteady 0000000 parameters for debugging a model O 59 Debug de
5. Figure 5 10 Example of Case analysis The user can select one of the available results and one of the following Operation s Mean resulting in the mean value of the simulation period Min resulting in the minimum value of the simulation period Max resulting in the maximum value of the simulation period for the following Operations the user must select a second result or initial conditions Add Substract Abs olute Difference 069000 Figure 5 10 shows the result of a Substraction Deltares 99 of 160 SOBEK 8 D Flow 1D User Manual 100 of 160 Deltares 6 Module D Flow 1D Morphology and Sediment Transport 6 1 Introduction Morphodynamic processes and sediment transport can be simulated with SOBEK3 as part of the D Flow 1D module At the moment Delta Shell as User Interface has only limited support for morphology which means that most pre and post processing must be done outside Delta Shell or with the help of Python scripting Morphology is activated in the Properties window of lt Flow 1D gt see Figure 6 1 The input files must be generated separately as described in Section 6 2 Morphological output cannot be inspected with Delta Shell but other tools are available as described in Section 6 3 A morphodynamic run can be activated in the Properties window after selecting lt Flow 1D gt as depicted in Figure 6 1 Water flow model 1D JA S 4 General Name water flow 1d Status None Current time 2
6. 4 20 4 21 4 22 4 23 4 24 4 25 4 26 4 27 4 28 4 29 4 30 4 31 4 32 4 33 4 34 4 35 4 36 4 37 4 38 4 39 4 40 4 41 4 42 4 43 4 44 4 45 4 46 4 47 4 48 4 49 4 50 4 51 4 52 4 53 4 54 4 55 Del 5 2 5 3 5 4 9 0 9 6 Or 9 8 22 5 10 6 1 So AREA eee ee we Bee ee es 47 Culvert editor 1 1 a a a 48 Example of a Composite Structure in the CentralMap 2 49 Region window with a Composite Structure consisting of two weirs a pump and a culvert 1 a a a 49 Bridge editor eee eee 50 Editor for lateral source data 2 2 2 es 51 Generate data series eee 52 Cross Section editor for yz Cross Sections 40 54 Editing window for an XYZ Cross Section 55 Projection of a xyz cross section a a a a a 55 Cross section editor for ZW Cross Sections o a aoa a ne 56 Cross section editor for Trapezium eee 57 Switch between Local Cross Section definition and Shared Cross Section def inition in the Cross Section editing window 06 57 Example importing YZ Cross Section from lt csv gt fille 58 Example of a network with nodes with or without boundary conditions 61 Boundary nodes in the Central Map 0 62 Timeseries on boundary node e 63 Computational grid of a simple network with a discharge boundary condition upstream wa
7. Generate grid is shown on the left 2 2 25004 110 Different output types within a 1D2D model 111 IX SOBEK 8 D Flow 1D User Manual x Deltares List of Tables List of Tables 3 1 Functions and their descriptions within the scripting ribbon of Delta Shell 12 3 1 Functions and their descriptions within the scripting ribbon of Delta Shell 13 3 2 Shortcut keys within the scripting editor of Delta Shell 13 4 1 Options for roughness types and default values 87 Al Description of XML tags eene wan a a 117 A 1 Description of XML tags oaoa a a a 118 A 1 Description of XMLtags 1 a a 119 A 2 OpenDA program arguments 2 eee ee ee a 120 D 1 Sediment input file with keywords aoao aoa a a eee 127 D 2 Options for sediment diameter characteristics 4 128 D 3 Morphological input file with keywords noa a a a a a a a a 129 D 4 Additional transport relations aoa a oo eee 131 D 5 Transport formula parameters a ee 131 D 6 Nodal relation file with keywords ee 135 D 7 Additional transport relations oaoa oaoa a eee 138 D 8 Overview of the coefficients used in the various regression models Soulsby et al 1993 auaa aaa MB o 152 D 9 Overview of the coefficients used in the various regression models continued Soulsby et al 1993 Mo A 153 Deltares Xi SOBEK 8 D Flow
8. Only Show Selected Features Branches Nodes Cross Sections Weirs Pumps Culverts Bridges Extra Resistances Lateral Sources Retentions Observation Points Figure 5 4 Customised map Results in a Graph q ME Wis rl a Simulation results can also be shown in graphs By double clicking on an output parameter it will be presented in the map In the map one or more calculation points can be selected By clicking in the Menu bar Figure 5 5 appears The user can now select one or more parameters which are then displayed in a graph Figure 5 6 flow model Td 1 Water level flow model ld 1 Water depth flow model 1d 1 Discharge flow model 1d 1 Velocity flow model 1d 1 How area Figure 5 5 Select parameter for graphical representation Deltares 95 of 160 9 4 5 5 5 5 1 SOBEK 8 D Flow 1D User Manual _ flow model 1d 1 network flow model 1d 1 Water leve function view 1b x date time Water le Water le Water le a gt 2011 08 1 1 1 ms zz AA E 2011 08 29 l 3 5144 3 5129 o Water level at Branch001 1 206e 04 flow model 1d 1 2011 08 29 1 4 6862 4 6955 2011 08 29 1 0264 5 7324 5 7623 2011 08 29 1 2143 6 445 6 5067 2011 08 29 1 4167 6 9234 6 9943 2011 08 29 1 6127 7 2374 7 3184 2011 08 29 1 8081 7 4469 7 5362 2011 08 29 1 9882 7 587 7 683 2011 08 29 2 1453 7 6783 7 7809 2011 08 29
9. Z mi Total profile Flow profile Storage Area 161 33 m2 s pgp Recordi ofi Oca Figure 4 27 Cross Section editor for YZ Cross Sections with table left and graphical rep resenation of the cross section geometry The vertical line indicates where the cross section crosses the branch line The two highlighted points in the diagram correspond with the selected row in the table Below the graphical representation is the table the roughness information see Section 4 6 Figure 4 27 shows the editing window for Cross Sections On the left there is a table with the yz coordinates of the cross section On the right a graphical representation of this table content is given The cross section geometry can be modified in the table or in the diagram While navigating in the table the points corresponding with the active row are highlighted in the diagram Extra storage volume can be created by adding a positive value in the column Az Storage of the yz table or dragging the points in the diagram upwards only The storage volume is visualized in the graph as a shaded area This part of the cross section is not considered as cross sectional flow area In the diagram the cursor switches automatically from add mode to drag mode In case of zero storage the Total and Flow profile are equal double line Hold the Alt key and drag to modify both profiles Move the mouse while holding the left mouse button pressed to the right and down to zoom
10. ddhhmmss or date E CEN ae CO periodic constant or none Remarks Default parameter values are indicated in braces Reference time not required if time unit equals date Unit strings are currently not interpreted by SOBEK3 The parameter name and location strings depend on the boundary type chosen i e quantity type to be specified The following table lists the base parameter names The full parameter name and location string is a concatenation of the indicated base parameter name optionally followed by a single space character and the user defined sediment name Bedload trans port should be specified for only the non mud fractions i e sand and bedload fractions only whereas bed composition should be specified for all fractions The parameters for multiple sediment fractions must occur in the same order as in which the sediment fractions have been defined Boundary type Base parameter Multiplicity name sediment transport and bed level free none fixed none time series depth depth change prescribed depth change transport incl pores prescribed transport incl pores m nonmud transport excl pores prescribed transport excl pores m nonmud Description data block 134 of 160 Deltares D 1 5 Morphology and Sediment Transport Record description each record Time in time units after the reference time and followed by as many val ues as parameter
11. 2 2727 7 7405 7 8451 2011 08 29 2 3694 7 7808 7 888 2011 08 29 2 4416 7 8076 7 9163 5 2011 08 29 2 4942 7 8251 7 9349 2011 08 29 2 532 7 8365 7 947 E 2011 08 29 2 5586 7 8439 7 9549 2011 08 29 2 5771 7 8486 7 96 ES 2011 08 29 2 5898 7 8516 7 9632 S 2011 08 29 2 5985 7 8536 7 9652 8 2011 08 29 2 6043 7 8548 7 9665 pe 2011 08 29 2 6082 7 8555 7 9673 a 2011 08 29 2 6107 7 856 7 9678 8 2011 08 29 2 6124 7 8562 7 9681 2011 08 30 2 6134 7 8564 7 9683 a 2011 08 30 2 6141 7 8565 7 9684 2011 08 30 2 6146 7 8566 7 9685 E 2011 08 30 2 6148 7 8566 7 9685 2 2011 08 30 2 615 7 8566 7 9685 2 2011 08 30 2 6151 7 8566 7 9685 2011 08 30 2 6152 7 8566 7 9685 2011 08 30 2 6152 7 8566 7 9685 2011 08 30 2 6153 7 8566 7 9685 2011 08 30 2 6153 7 8566 7 9685 2011 08 30 2 6153 7 8566 7 9685 2011 08 30 2 6153 7 8566 7 9685 aniio meses 7 orce 2 acoc 8 29 2011 12 00 AM 8 29 2011 12 00 PM 8 30 2011 12 00 AM 8 30 2011 12 00 PM 8 31 2011 12 0 date time M d yyyy h mm tt 44 44 4 Record 10f49 gt PH a 4 Monday August 29 2011 till Wednesday August 31 2011 Figure 5 6 Time results of water level for 3 Icoations along the branch Results in a Table Next to graphs and maps are tables with the actual values of the parameters shown For map representations of results the table shows all locations for one timestep see also Figure 5 2 For graphical repre
12. D 1 4 Sediment transport and morphology boundary condition file 133 D 1 5 Nodal Relations Definition file 135 D 1 6 Table fie PR We 136 D 2 Outputfiles D A We 137 D 3 Bedload sediment transport of non cohesive sediment 137 D 3 1 Basic fornilition MP DMD 137 D 3 2 Calculation of bedload transport at open boundaries 137 D 4 Transport formulations for non cohesive sediment 138 D 4 1 Van Rija 4993 Mc 138 D 4 2 Engelund Hansen 1967 0 00000 2 ae 143 D 4 3 Meyer Peter Muller 1948 0 004 143 D 4 4 General formula a ee 144 D 4 5 Wiicer 1971 B eee ee a 144 D 4 5 1 Basic f pmulation a a 2 2 2 we ee 145 D 4 5 2 Transport in wave propagation direction Bailard approach 146 D 4 6 VanRijn 1984 0 0 eee 148 D 4 7 Soulsby Van Rijn 1 eee 150 DAB SE oe eeeh A 151 D 4 9 Ashida Michiue 1974 2 0 0 0 202 ee ee 154 D 4 10 Wilcock Crowe 2003 eee 154 D 4 11 Gaeuman et al 2009 laboratory calibration 155 D 4 12 Gaeuman et al 2009 Trinity River calibration 155 D 5 Morphological updating a a a o 156 vi Deltares List of Figures List of Figures 3 1 3 2 3 3 3 4 3 0 3 6 3 3 8 3 9 3 10 3 11 3 12 3 13 3 14 3 15 3 16 3 17 3 18 3 19 3 20 3 21 3 22 3 23 3 24 3 25 3 26 3 27 3 28 4 1 4
13. gt lt regularisationConstant gt lt parameters gt lt predictor gt lt vector id H _Eijsden _grens waterlevel sourceVectorId H _Eijsden _grens h gt lt vector id H _Maastricht _ St Piet waterlevel sourceVectorId H _Maastricht _ St Piet h gt lt predictor gt lt vectorSpecification gt lt blackBoxStochModel gt The regularisationConstant blocks indicate which roughness sections can be calibrated The calibration algorithm treats sections that are grouped in one regularisationConstant block as one parameter meaning that they are modified in the same way i e multiplied by the same factor A 2 2 Configuration for Ensemble Kalman Filtering For EnkF the stochastic model configuration file stochModel xml specifies the state of the model This state is a combination of a part of the model s computational state for SOBEK 3 models this is the computed water level and the so called noise models the models that im pose noise on the boundary conditions and or the state The second part of the configuration specifies the relation between the measurement series and the related observation point in the model Typically the content of this file looks like the example below the grey lines are standard i e they will always be the same lt xml version 1 0 encoding UTF 8 gt lt blackBoxStochModel xmlns http www openda org xmlns xsi http www w3 org 2001 XMLSchema instance xsi schemaLocation
14. m 1 real gt dry bed density kg m 1 real SdBUni or IniSedThick initial sediment mass at bed per unit area kg m initial sediment layer thickness at bed m uniform value 1 real or filename lt x sdb gt with non uniform values at cell cen tres 1 string Name of fraction specific sediment transport formula for TraFrm sand or bedload Table D 2 Options for sediment diameter characteristics Specified quantities SedDia uniform value or Piecewise log uniform distribution SedD50 uniform value SedD10 0 75 SedD50 SedD90 1 5 SedD50 SedDia filename or Lognormal distribution spatially varying grain size SedD50 filename SedSg 1 34 SedDia filename Lognormal distribution spatially varying grain size SedD50 filename lt i SedDzxx any xx SedSg Lognormal distribution Lognormal distribution Two SedDxzx values Lognormal distribution SedSg computed from xx and SedD xzx SedMinDia SedMaxDia Loguniform distribution SedMinDia or SedMaxDia Loguniform distribution One SedDzz value More than two SedDzxzx Piecewise loguniform distribution SedMinDia SedMaxDia val ues Other combinations not allowed Example of a version 2 file with keywords 128 of 160 Deltares Morphology and Sediment Transport SedimentFileInformation FileCreatedBy Delft3D FLOW GUI Version 3 39 14 03 FileCreationDate Thu Dec 08 2005 14 47 46 FileVersion 02 00 SedimentOverall
15. Channel 6 Channel D 6 HE MH Record 203 FA a Figure 4 39 Initial conditions editing in a table below the Central Map for branch chainage locations and the corresponding initial value For a D Flow 1D model o water depth or waterlevel and o discharge can be set as initial conditions By double clicking in the Project window on lt Flow 1D Input Initial conditions initial water depth gt the initial conditions are presented as a separate layer in the Central Map and in a table Figure 4 39 To define initial conditions with spatial variation add locations in the table by mouse clicking A in the Network Coverage ribbon A location can now be added by a mouse click on the location in the map The location is added to the table Figure 4 39 in which the chainage and value can be adjusted Network locations can also be added by directly adding a new line and providing branch and chainage data in the table As soon as a network location on a branch is defined the default value for the schematization is overruled for that branch by the locally defined value When more network locations are added to the same branch the values are interpolated linearly between the locations and extrapolated constant towards the nearest node see also Figure 4 39 The initial conditions for discharge can be specified similarly by double clicking in the Project window on lt Flow 1D Input Initial conditions initial water flow gt
16. D 3 1 D 3 2 Morphology and Sediment Transport Output files Morphology and Sediment Transport output is written to lt morph gr his gt files which are located in the dsproj data water flow 1d output work directory Delta Shell offers no tool to read lt x his gt files Users familiar with SOBEK 2 can use ODS View The free Open Earth repository has a Matlab scripts available to read lt x his gt files Bedload sediment transport of non cohesive sediment Bedload or for the simpler transport formulae total load transport is calculated for all sand and bedload sediment fractions by broadly according to the following approach first the magnitude and direction of the bedload transport at the cell centres is computed using the transport formula selected See section D 4 subsequently the transport rates at the cell interfaces are determined Basic formulation For simulations including waves the magnitude and direction of the bedload transport on a horizontal bed are calculated using the transport formula selected assuming sufficient sedi ment and ignoring bed composition except for e g hiding and exposure effects on the critical shear stresses The default sediment transport formula is Van Rijn 1993 cf D 4 1 Some of the sediment transport formulae prescribe the bedload transport direction whereas others predict just the magnitude of the sediment transport In the latter case the initial trans port direction
17. Positive discharge values means water flowing in the direction of the branch a negative value means water flowing opposite of the defined direction 66 of 160 Deltares 4 5 2 Module D Flow 1D All about the modeling process Initial conditions from restart Instead of prescribing initial conditions it is possible to start a model run from a previously calculated model state a restart A restart state is a complete model state including the val ues of all the relevant parameters waterlevels velocities discharges positions of structures numerical parameters etc required to reproduce exactly the same simulation results starting from this restart state as from the original simulation that created the restart state A model can only restart from a previous model run for the same model For restart options see also Section 4 10 Of course the restart states must be available in the project This can be achieved by select ing lt flow model 1d 1 gt in the Project window and set lt Write restart gt on lt TRUE gt in the Properties window as in Figure 4 40 Properties x Water flow model 101 r General Initial condibons Model settings El Output parameters El Run parameters Aun model in separate process False Start time 2013 07 19 00 00 00 Stop time 2013 07 20 00 00 00 Time step Od 01 00 00 Use restart Falze Write restart Determines whether or not to write model states can be used to restart from On true a
18. Simulation and model output Intermediate points can be used when there are more options to connect two locations With out using intermediate locations SOBEK will choose the shortest connection between two locations as route By adding intermediate locations the user can specify alternative routes see Figure 5 8 By right mouse click on the route in the Network window the user can Open or Open with to view the route in the map or in Side View see next paragraph o Zoom to feature o Rename Delete or inspect Properties flow model 1d 1 network sideview sideview sideview Only Show Selected Features Figure 5 7 Example of 3 network routes shown in the network with different colours flow model 1d 1 network 4 bx be a m 250 500 750 1000 Figure 5 8 Example of the use of intermediate locations to specify routes Deltares 97 of 160 5 5 2 5 6 5 7 SOBEK 8 D Flow 1D User Manual Results in Sideview The user can select a route in the Region window and open a sideview by a mouse click on ls in the An ribbon A sideview always shows the waterlevels structures and cross sections The user can add all available output parameters from any model run with the same network route and the computational grid the initial conditions and wind In this way several parameters can be viewed simultaneously see Figure 5 9 for an example with waterlevel and discharge Using the Time Navigator
19. Sunday 16 May 1999 till Tuesday 18 May 1999 Figure 4 51 Boundary node editor for salinity 4 9 Computational grid D Flow 1D uses a staggered grid for the numerical solution of the flow equations Deltares 2013 The computational grid is not part of the D Flow1D network but a separate layer which can be opened and viewed in a map by double clicking in the Project window on lt computational grid gt 78 of 160 Deltares Module D Flow 1D All about the modeling process Generate Computational Grid F branch already has grid points Generate new grid points Use existing grid points Positions None Remove grid from branch Preferred length 1000 Special locations Cross Section Lateral Sources Structure 1 m in front and behind Minimum cell length 0 5 m Figure 4 52 Generate Computational Grid window To generate a computational grid for a network right mouse click lt computational grid gt in the Project window and select Generate calculation grid locations The grid generator window Figure 4 52 appears By default the grid is generated for the entire network If one or multiple Branches are selected in the computational grid view and Selected branches is activated in the computational grid editor a computational grid is generated only for selected Branches There are two general options for the grid generation o Generate new calculation points This option removes all existin
20. amp Sons Stive M J F 1986 A model for cross shore sediment transport In Proceedings 20th International Coastal Engineering Conference pages 1550 1564 American Society of Civil Engineers New York Swart 1974 Offshore sediment transport and equilibrium beach profiles Ph D thesis Delft University of Technology Delft The Netherlands Delft Hydraulics Publ 131 Thatcher M L and D R F Harleman 1972 A mathematical model for the prediction of unsteady salinity intrusion in estuaries Report no 144 MIT School of Engineering Mas sachusetts Institute of Technologie Department of Civil Engineering Wikipedia 2010 Salt water intrusion URL http en wikipedia org wiki saltwater_intrusion Wilcock P and J Crowe 2003 Surface based transport model for mixed size sediment Journal of Hydraulic Engineering 129 2 120 128 114 of 160 Deltares A Howto use OpenDA for Delta Shell models A 1 A 2 A 2 1 Introduction OpenDA is an open source software tool distributed by the OpenDA Association see www openda org lt enables the user to calibrate and Ensemble Kalman Filter EnKF simulation models such as D Flow FM and SOBEK 3 This is a generic functionality and as such part of Delta Shell In this document we will speak of Delta Shell models Both the calibration of Delta Shell models and running them in EnKF mode is done by using OpenDA To run an OpenDA calibration or EnKF simulation
21. choose O O O O Constant default o Interpolation type for O Constant O Linear default It is also possible to use a Timeseries which is available in the lt Project gt Chapter Sec tion 4 2 5 describes how a Timeseries can be imported and linked to a Boundary node Deltares 63 of 160 SOBEK 8 D Flow 1D User Manual 4 4 4 Remarks on discharge boundary conditions in D Flow 1D 4 4 4 1 Simulation results corresponding to discharge boundary conditions results are copied to the upstream gridpoint grid point producing correct results reach segment discharge boundary condition is set here Node with discharge boundary condition gridpoint not used nn On OO m 200 400 600 800 Figure 4 37 Computational grid of a simple network with a discharge boundary condition upstream water flows from right to left route_1 at 31 07 2012 10 00 00 o 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 5500 6000 6500 Chainage m along route coo Water level filtered m AD BM route_1 m AD Figure 4 38 Side view of computed waterlevels corresponding to the model given in Fig ure 4 37 water flows from left to right discharge boundary condition up stream The distance between Calculation points is 500 m A waterlevel boundary condition is applied on the first Calculation Point see Section 4 9 next to the Node with the boundary condition This Calculation Point usually has the same coordinates as the
22. for both the positive and negative allowed flow direc tions Discharge coefficient C default is 0 8 Lateral contraction coefficient C w default is 1 0 OO 9 990900 o The lower edge gate level is automatically set when the crest level and or the opening height are adjusted Similarly when the lower edge gate level is adjusted the gate opening is auto matically adjusted as well flow model 1d 1 networ StructureFeature 1 Db x 2 1 8 1 6 Gate opening 00m 1 4 m 1 2 E E E w 1 gt gt s 3 0 8 0 6 Crest level 1 00m a 7 z 0 2 Crest width 2 1 0 2 0 1 2 Offset in the cross section m Chainage m along route Weird01 Weir Properties Structure type Gated weir Orifice v Geometry Cross sectional Rectangle Crest shape Longitudinal Sharp crested Crest level 1 000 m Crest width 5 000 m Y offset 2 500 m Gate Flow direction Lower edge level 2 000 m Y Positive Y Negative Gate opening 1 000 m Max 0 000 m s Max Specific weir properties Contraction Coefficient y 0 000 Lateral Contraction Cw 0 000 Figure 4 15 Gated weir editor 4 3 3 4 Weir with piers The editor for a weir with piers is shown in Figure 4 16 Editable parameters for a weir with piers are Crest level the height of the weir in meters Crest width the width of the weir in meters Number of piers Upstream face P height of the weir relative to the bed level at the upstream side in me
23. nap CeCw Cip Zs 45 29 Y 29 Cip Cop 7 1 For lower water levels the equation for free flow Lip or Gap lt zs u 29 is applied The water level difference in this Equation 7 1 changes to Gp Corest resulting in Equation 7 2 ap CeCw Cip Zs us 29 Y 29 1n Corest 7 2 The above equations are written for the highest water levels in the 1D network When water flows from 2D to 1D the Cip and Cop are interchanged Joen Figure 7 2 The variables which control the flow over the interface between the 1D and the 2D model Integrated 1D2D model The coupled 1D2D integrated model is automatically available as workflow when the mod els Flow 1D model and Flow Flexible Mesh Model are added to the project as shown in Figure 7 3 Models Workflows Flow1D FlowFM Flow1D FlowFM Flow1D FlowFM FlowFM Flow1D eenn Add Delete Run Figure 7 3 The workflow for the integrated 1D2D model When starting a new model in your project as described in Section 3 2 the preset 1D 2D Integrated Model can be applied to directly create the model shown in Figure 7 3 106 of 160 Deltares 7 3 7 3 1 Module D Flow 1D 1D2D coupled modelling to D Flow Flexible Mesh A D Flow 1D model can also be extended with the 2D module later on by using the Add button shown in Figure 7 3 and selecting the Flow Flexible Mesh Model If your project is not yet an inte
24. route_1 0 1 2 _ 3 a ES 3 gt 6 7 8 9 10 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 5500 6000 6500 7000 7500 Chainage m along route MA route 1 m AD Show Y Structures Y Cross sections Figure 4 13 Two branches with same Order numbers Bed level is interpolated across the connection node In case the user starts to model from scratch the Order number of branches is set to 1 no interpolation It is advised to change the Order number as the application will then apply the Order number for new branches according to the following rules o a new continuous branch gets the same Order number o a new branch at a junction gets a higher Order number o after splitting a branch the new branch gets the same Order number All branches of an imported SOBEK 2 model will have the default Order number of 1 For compatability the Order numbers of branches are adjusted in line with the concept of Linkage node This concept has been discarded in SOBEKS 3 Weir Introduction A weir is a point object on a branch that limits the flow in that branch by adding a physical blockage with certain dimensions representing a hydraulic structure in the real world Weir objects can model three types of flow o free flow o submerged flow o no flow A weir can be simple or more complicated which results in the following types where the term in brackets is the corresponding name in SOBEK 2 Si
25. the user can navigate through the results in time flow model 1d 1 networ sideview q Dx route 2 at 9 2 2011 6 00 00 AM Level m anjer bouyon tuwone onnu e a o 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 Chainage m along route Water level filtered m AD BM route 2 m Discharge filtered m s Time Series Navigator ax 2011 12 00 AM 9 2 2081 6 00 AM 9 2 2011 12 00 PM 9 2 2011 6 00 PM 9 3 2011 12 00 Friday September 02 2011 till Saturday Beptember 03 2011 First M d yyyy h mm tt Figure 5 9 Example of sideview with Time Navigator Export Output data can be exported by by right mouse clicking one of the model output parameters in the Project window and selecting export The data can be exported in two manners Coverage file exporter NetCDF format o FEWS PI Longitudinal Profiles FEWS PI format Case analysis Simulation results can be analysed with the Case Analysis tool View This can be activated by clicking in the Tools ribbon The Case Analysis window pops up Figure 5 10 98 of 160 Deltares Project gt ii gt Geospatial File 5 Open Case Analysis View integrated model o 3 projecti 42 integrated model h Region E Models ia Water level in gg Water depth t Discharge gg Velocity t Flow area kep Discharge finite volume th Discharge lateral sources fin Velocity finite volu
26. 006 007 007 008 008 008 8243 O Function 4039 O Function 545 546 1128 O Function 13197 13747 28594 29144 36843 O Function v Chezy w Chezy w Chezy Chezy nction v Chezy unction Y Chezy v Chezy nction Chezy M Y Chezy Legend Main Locations Main 0 02 O 4 564 9 107 13 65 O 18 19 22 74 2728 31 83 4 36 37 40 91 45 46 O 50 Cells Main m 0 02 E 4 564 E 9 107 13 65 18 19 22 74 E 27 28 E 31 83 E 3637 E 4091 E 4546 4 Recordiof89 gt a 4 gt Figure 4 43 Roughness editor for a model of the Dutch part of the river Meuse On the left the roughness table with Branch Chainage Function Roughness Type Value and Unit automatically set according to the Roughness Type on the right the graphical representation of the roughness table content Deltares 69 of 160 SOBEK 8 D Flow 1D User Manual Region x E 1 network 1 ba 38 Routes Tu Shared Cross Section Definitions E La Sections roughness DA Y LrossSectond 522 09 LateralSourcel 1121 75 GE Tiy StructureFeature 1918 59 eh CroesSectionl 2442 83 Figure 4 44 Setting of roughness sections in the Region window Defining roughness is a three step process 1 Define the roughness sections e g main left bank right bank and so on In case of Cross Sections ZW this step ca
27. 1 3 2 3 3 Module D Flow 1D Getting started Introduction The workflow of setting up a D Flow 1D model usually consists of the following steps Add a D Flow 1D model to a project Build or import a schematization Generate a computational grid Define roughnesses Set the boundary conditions Set lateral sources and sinks lateral stations if there are any Set initial conditions Set wind and salt values if applicable Adjust model wide settings Set preferred output Run a simulation View and analyze simulation results Add and combine scenarios or models if applicable 0000000000000 These working step are explained in the following with the help of a small model without wind data and salt water intrusion The focus here is on workflow an overview of the possibilities and options of the different steps and components is provided in Chapter 4 Starting a D flow 1D model When SOBEK S3 is started it opens with an empty project To get started import a model or network that already exists or build a new model from scratch A new model is added in the Project by a right mouse click on lt project gt and chosing Add New Model A window with all the available models from activated plugins and the corresponding integrated models appears Selecting Flow1D Model adds a new 1D flow model to the project The new model is now visible in the Project Items in the Project are sorted according to the usual workflow for
28. 1 The wizard imports the network itself or network features from a shapefile lt shp gt or from a personal geodatabase lt mdb gt Always start with the Channels Figure 4 3 shows the GIS import wizard Deltares 29 of 160 SOBEK 8 D Flow 1D User Manual Select network features to import Select network features to import from GIS Select features to import File esas Table na Filter column Filter value Load mapping file of GlS importers O Add to import list Import features list Network feature Path Table name Filter walue HA 4 RecordQofO lt Back Next gt Figure 4 3 The GIS import wizard A complete network consists of a combination of different network features from several shapefiles or tables in a personal geodatabase Here the description is limited to the import from shapefiles In Section 4 2 3 2 the specifics of importing from a personal geodatabase is described Several network objects can be imported simultaneously by selecting Features with the lt shp gt file and adding it 444 te meert list to the import list Figure 4 3 When all the required features are set click Next Another window appears with the mapping table Figure 4 4 30 of 160 Deltares Module D Flow 1D All about the modeling process Define a mapping table Define object mappings to set the GIS data into network features Network feature Property Mapping column Required Unique Unit k Channel from
29. 122 Fo 0 24 log z D 5 Dog fo total current related friction factor 122 1 f 0 24 og D 6 Tb cw bed shear stress due to current in the presence of waves Note that the bed shear velocity u is calculated in such a way that Van Rijn s wave current inter action factor cw is not required Tb cw Pus D 7 us efficiency factor waves 2 0 EN Ly max 0 063 1 5 D 8 8 h Tb bed shear stress due to waves 1 EL Tow zhu fw Os D 9 Ta total wave related friction factor Equations D 49 and D 90 P 0 19 As fw exp 6 5 2 r D 10 To avoid the need for excessive user input the wave related roughness ks is related to the estimated ripple height using the relationship ks RWAVE A withA 0 025 and 0 01 m lt ks lt 0 1 m D 11 where RWAVE the user defined wave roughness adjustment factor Recommended to be in the range 1 3 default 2 Ter critical bed shear stress TE 9 pu g Dio 08 D 12 aL threshold parameter gl is calculated according to the classical Shields curve as modelled by Van Rijn 1993 as a function of the non dimensional grain size D This avoids the need for iteration Deltares 139 of 160 SOBEK 8 D Flow 1D User Manual Note for clarity in this expression the symbol D has been used where D would be more correct ML 1 lt D lt 4 Mp 4 lt D lt 10 gO lt 0 04D 10 lt D lt 20 D 13 0 013D9 20
30. 1D Getting started water flow 1d 1 Mapi Y CrossSection1 Weirl x LateralSourcel Q 500 m s gt 10 10 8 8 6 6 a a lt x lt 2 E o E o gt 2 gt 2 v v 4 6 6 8 8 10 10 0 50 100 150 200 250 300 0 1000 2000 3000 4000 5000 6000 7000 8000 Offset in the cross section m Chainage m along route Weirl Weir Properties A Structure type Simple weir Weir v Crest shape Cross Rectandle Crest shape Longitudinal sectionall Crest level 5 000 m Crest width 200 000 m Allowed flow direction Y offset 50 000 m y Positive m s Lower edge level m g Negative Gate opening m aye Specific weir properties Discharge Coefficient Ce 0 800 Lateral Contraction Cw 1 000 Figure 3 17 Example of a weir Close the weir editor window and select to add a lateral source sink Move the mouse to a location on the branch and left click to add a lateral source sink After pressing Esc a double click on the lateral node in the map or on the corresponding entry in the Project opens the editor for lateral sources sinks Now set the type to Q Constant flow and the value for the flow to 500 m s like shown in Figure 3 18 water flow 1d 1 Q Mapi Y CrossSection1 Weir1 LateralSourcel Q 500 m3 s x Type D Constant flow v Flow m s 500 Figure 3 18 Editor for lateral sources sinks The schematization now looks like Figure 3 19 Note that the ext
31. 2 4 3 4 4 4 5 4 6 4 4 8 4 9 4 10 4 11 4 12 4 13 4 14 4 15 4 16 4 17 4 18 4 19 Deltares Docking windows on two screens within the Delta Shell framework Bringing the Undo Redo window to the front Docking the Undo Redo window eee Auto hide the Undo Redowindow 2 Perform operations using the hotkeys The File ribbon ss sa ew ee eH me EEE Eee SEE ES The Delta Shell options dialog eee The Homeribbon The View ribbon 1 ww we eee ee ca The Tools ribbon eee The Map ribbon eee The ribbon with minimized categories The scripting ribbon within Delta Shell o The quick access toolbar e Map view with open street background map and a D Flow 1D branch gener ated near the city of Rotterdam Example of a cross section ee a Example 0fawelr Mha MT Editor for lateral sources sinks o Example of the resulting schematization Computational grid editor 2 2 a a a a a o Boundary nodes in the Central Map Constant water level boundary condition Editing the roughness NMA 40 Output options in the Properties Window Output optio
32. 2 7 88 421 7 4908 i 8 103 71 7 4459 ad 7 1 9 116 63 7 406 E gt 10 128 05 7 3752 E 11 139 01 7 3433 E 6 9 12 144 33 7 326 E 68 13 151 56 7 2769 E 14 168 12 7 1696 E 6 7 15 173 44 7 1322 i LA 16 182 5 7 0738 E 17 192 81 7 0087 6 5 18 194 45 6 994 E 19 207 04 6 9842 E 20 214 74 6 9769 E 0 100 200 300 400 500 E Length 21 226 99 6 9652 MIE Figure 7 8 Sideview of an embankment Deltares 109 of 160 7 4 7 4 1 SOBEK 8 D Flow 1D User Manual Grid generation The 2D grid is bound to several requirements in order to generate a correct coupling it is required to have the grid directly connected to the embankments and it needs to have a direct one on one relation to the 1D computational grid For those reasons it is recommended to use the automatic grid generation Automatic generation based on embankments Before starting the automatic grid generator both the embankments and the 1D computational grid need to be ready In the area where the grid will be created the embankment is not allowed to have gaps The grid generation can be started by using the button Generate grid based on banks on the ribbon Map FM Region as shown in Figure 7 9 This selects a tool for the drawing of the outer boundaries of the 2D grid In the figure an example of a correct boundary is given lt crosses the 1D network an even number of times and all embankments on this part of the 1D network are joined to one left bank and one right bank I
33. 3 0096 Branch001 32600 2 9641 Donna 2204 aa M 44 Record 5o0f65 gt b gt bi km 5 10 15 0 11 12 008X80 2011 12 008X81 2011 1 Monday Ed Rived Es Time Series Navigat 5 Map Contents Figure 3 26 Map results of water level Press and hold the Ctrl key then left click on three locations in the map view of the water level results The three locations are all selected Make sure you choose a value upstream of the weir node downstream of the weir node and downstream of the lateral source sink node Now left click on the Query Time Series icon idl in the Tools ribbon to get the time series of the results A window pops up in which you can choose one or more parameters Select water level and press OK Note that it is possible to choose a parameter different than water level even though the locations were selected in a water level map view A new tab now opens with a graphical view the Function view of the requested time series on the right and a table with the depicted results on the left Figure 3 27 24 of 160 Deltares Module D Flow 1D Getting started Returning to the map view and selecting new locations and an output parameter adds a new line to the Function view after clicking the Get time series icon Change the curves in the Function view in the Chart window Figure 3 28 flow model 1d 1 network flow model 1d 1 Water leve function view q bx date time Water le o 201
34. Boundary Condition Node However a discharge boundary condition is 64 of 160 Deltares 4 4 4 2 Module D Flow 1D All about the modeling process not applied on a gridpoint but on a reach segment see also Section 4 9 because of the staggered grid numerical scheme Stelling and Duinmeijer 2003 Stelling and Verwey 2006 So D Flow1D sets a discharge boundary condition on the reach segment that is connected with the Boundary Condition Node The Calculation Point corresponding with the Boundary Condition Node is not taken into account within the solution of the equation system and consequently no waterlevel result is assigned to this Calculation Point As an estimation the result of the neighboring downstream gridpoint is copied to the Calculation Point at the Boundary Condition Node see Figure 4 37 This is physically not correct and has to be taken into account in the design of the model and the analysis of simulation results A Node with a discharge boundary condition should not represent a gauge Use an Ob servation Point instead and extend the upstream end of the branch in such a way that the observation point is located between two gridpoints that are considered in the solution of the flow equations In other words the observation point should not be located within the first and the second gridpoint that follow the Boundary Condition Node on a branch Simulation results of a SOBEK RE model that has been imported into D Flow 1D
35. D Flow 1D User Manual Running a simulation The simulation can now be started by a right mouse click on Project lt Flow 1D gt and se lecting Run model A window pops up in which the progress of the simulation is shown The window disappears when the simulation is finished In the Project window the results are added to the model under lt Output gt Here the run report can also be found This is a log with all the messages during the simulation from both Delta Shell and D Flow 1D Viewing simulation results The simulation results can now be examined and analyzed in several ways described in detail in Chapter 5 Double clicking on Project lt output water level gt will present the water level results on the map together with the network as coloured symbols on the calculation points The initial values of the water level will be presented first Now activate the Time Navigator You can move through the results as a function of time by moving the slider Figure 3 26 On the left side of the map view the results in table are visible for the specified time in the Time Navigator window projectl DeltaShell Lo Je Js File Edit View Project Run Tools Debug Help JB LE TUVACIA DY a akii pic Re As x IAQ OL a 33 as Project Explorer a x flow model 1d 1 networ flow model 1d 1 Water level amp function view 1 Db x Properties ax cal Branch Chainage Water level filtered m
36. DELFT MOR Tech Rep Z3054 40 WL Delft Hydraulics Delft The Netherlands Deltares 113 of 160 SOBEK 8 D Flow 1D User Manual Rijn L van D Walstra B Grasmeijer J Sutherland S Pan and J Sierra 2003 The predictability of cross shore bed evolution of sandy beaches at the time scale of storms and seasons using process based profile models Coastal Engineering 47 295 327 RIZA 2005 Salt Intrusion Technical Reference RIZA Institute for Inland Water Management and Waste Water Treatment Delivered with SOBEK RE 2 52 005 Roelvink J A and M J F Stive 1989 Bar generating cross shore flow mechanisms on a beach Journal of Geophysical Research 94 C4 4785 4800 Soulsby R 1997 Dynamics of marine sands a manual for practical applications Thomas Telford London Soulsby R L A G Davies J Fredsge D A Huntley G Jonnson D Myrhaug R R Simons A Temperville and T J Zitman 1993 Bed shear stresses due to combined waves and currenis In Abstracts in depth of the Marine Science and Technology G8 M overall workshop Grenoble pages 2 1 1 2 1 4 Stelling G S and S P A Duinmeijer 2003 A staggered conservative scheme for ev ery Froude number in rapidly varied shallow water flows International Journal Numerical Methods In Fluids 43 1329 1354 Stelling G S and A Verwey 2006 Numerical flood simulation In Encyclopedia of Hydro logical Sciences John Wiley
37. Flow 1D All about the modeling process The only restriction is that the network has to be the same Roughness Introduction The roughness of the bed is defined for the entire width of the branch The branch can be divided in separate Sections roughness with different roughness characteristics for example main channel summerbed and left and right bank winterbed The user is free to choose names for the roughness sections An exception is the symmetrical Cross Sections ZW sec tion 4 3 12 4 If this type of Cross Section is used the roughness sections have pre defined names Main FloodPlainf and FloodPlain2 For each roughness section on a branch the roughness can be specified as a constant value o spatially varying a function of waterlevel or discharge The roughness values themselves can vary along the branch so roughness can be allocated for any number of locations along a branch The roughness values per roughness section can be edited as a separate model feature This has the advantage that the roughness for all locations is directly visible in one table or map This gives the user a good overview of the roughness in the network The roughness is also easier to edit Defining roughness flow model Id network 3 2 Main Branch Chainage Function roughnessType value O Function boo1 v 001 002 002 003 003 003 003 004 004 004 004 004 004 051 051 052 052 052 052 053 053
38. GIS importer ID GFE ID Y Yes Yes Mame None gt No No Node From ID lt None gt No No Node ToID lt None gt No No HH 4 Record 1of4 F H H F a amp ee Figure 4 4 Example of the mapping table Here columns in the shapefiles can be related to D Flow 1D network objects After defining the mapping and confirmation with Next the Import properties window appears where the user can set the snapping precision Figure 4 5 Network objecis like weirs or cross sections in the lt shp gt file will be snapped to the nearest branch during import unless they are farther from any branch than the snapping precision specified in the Import properties window In the latter case the network objects are discarded during the import Import properties Set the conditions for importing Import properties Snapping precision Save mapping file of GlS importers Figure 4 5 Import properties window for snapping precision and saving of mapping files Another important button in this screen is _ Save mapping le of GIS mpoters mouse click on this button saves the entire mapping of the different shapefiles Instead of having to walk through all above mentioned steps to import a network the next import from a similar set of shapefiles or personal geodatabase can be handled by a mouse click on Load mapping fle of GlSimportrs in Figure 4 3 Deltares 31 of 160 4 2 3 2 4 2 3 3 SOBEK 8 D Flow 1D U
39. OUUU osorno ee ee La ee ee et ee E 87 4 12 Validation HBO MT 90 5 Module D Flow 1D Simulation and model output 91 5 1 Simulation information MD 92 5 2 Results in the Map a 93 5 3 Results in a Graph e Oo 95 5 4 ResultsinaTlable a a a a a a a a a a a 96 5 5 Sideviews A 4Y ee 96 5 5 1 Routes NRP 96 5 5 2 Results in Sideview 0 eee ee a 98 5 6 Export MP Wc 98 5 7 Case analysis MD Ba WMM 98 6 Module D Flow 1D Morphology and Sediment Transport 101 6 1 Introduction OD o 101 6 2 Inputfiles WM 1 eee ee a 101 63 Output SS A 102 6 4 Scripting support eee eee 102 6 4 1 Generating input files and working with spatially varying input 102 6 4 2 Dumping and dredging 2 5 eee eee eee 103 7 Module D Flow 1D 1D2D coupled modelling to D Flow Flexible Mesh 105 7 1 Introduction WBRA eee eee ee eee 105 7 1 1 Principle of embankments in a 1D2D model 105 7 1 2 Principle of the embankment overtopping equations 105 7 2 Integrated 1D2D model ka we ee ew ee eA EE 106 7 3 Creationofembankments 2 ee 107 7 3 1 Automatic generation 2 ee ee a 107 7 3 2 MARO NNS 6 cee eee dns ee oe we ew ow 108 7 3 3 Mergingofembankments 0 00002 e ee 108 7 3 4 Draw embankments and changing geometry of existing embankments 109 7 3 5 Inspecting the height of e
40. Total transport No D 4 3 Meyer Peter Muller 1948 Total transport No D 4 4 General formula Total transport No D 4 5 Bijker 1971 Bedload suspended Yes D 4 6 Van Rijn 1984 Bedload suspended No D 4 7 Soulsby Van Rijn Bedload suspended Yes D 4 8 Soulsby Bedload suspended Yes D 4 9 Ashida Michiue 1974 Total transport No D 4 10 Wilcock Crowe 2003 Bedload No D 4 11 Gaeuman et al 2009 laboratory calibration Bedload No D 4 12 Gaeuman et al 2009 Trinity River calibration Bedload No Van Rijn 1993 Van Rijn 1993 distinguishes between sediment transport below the reference height a which is treated as bedload transport and that above the reference height which is treated as suspended load Sediment is entrained in the water column by imposing a reference con centration at the reference height Reference concentration The reference concentration is calculated in accordance with Van Rijn et al 2000 as 1 5 Dg 1 O Y 0 015 ENE D 1 a D where c mass concentration at reference height a In order to evaluate this expression the following quantities must be calculated Dt non dimensional particle diameter O _ 1 1 3 o s g DO Dig D 2 V To non dimensional bed shear stress TO qui Tb cw 1 ui To w D 3 if 138 of 160 Deltares Morphology and Sediment Transport pc efficiency factor current 1 CA f Cc fe T 5 gain related friction factor
41. added 2 of 160 Deltares 2 Module D Flow 1D Overview D Flow 1D is one of the models available in SOBEK 3 D Flow 1D is the product line designed for the simulation of water flows in open channels lt combines functionality of the former SOBEK River Estuary and SOBEK RIVER and is capable of modelling river systems estuar les streams and other types of alluvial channel networks The software calculates accurately fast and robust the one dimensional water flow for shal low water in simple water systems or complex channel networks with more than thousand reaches cross sections and structures D Flow 1D solves the full Saint Venant equations with the help of the staggered grid numerical scheme Stelling and Duinmeijer 2003 Stelling and Verwey 2006 In order to model one dimensional salt water intrusion in estuaries D Flow 1D can also solve the Saint Venant equation and the advection dispersion equation conjunctively to account for advective and diffusive dispersive transport and density driven flow D Flow 1D allows to apply various types of boundary conditions as well as to define lateral inflow and outflow using time series or standard formulae The networks can be branched or looped D Flow 1D is capable of modelling complex cross sectional profiles consisting of multiple roughness sub sections e g left floodplain right floodplain and main channel Deltares 30f 160 SOBEK 8 D Flow 1D User Manual 4 of 160 Deltares 3 3
42. and UseSalinityInCalculation is that the first one is related to salinity data and the second one related to the flow simulation If UseSalinity is true and UseSalinityInCalculation is false the simulation is run without salt but the Deltares 81 of 160 SOBEK 8 D Flow 1D User Manual salt related data in the model are still present like initial salinity concentration A next simulation can then be performed with salt without having to set all data again DiffusionAtBoundaries makes it possible to switch the diffusion term at boundaries on or off For modeling of salinity a so called advection diffusion equation is applied At open boundaries the user has the possibility to switch on or off the diffusion term The default option is that the diffusion is switched off at open boundaries For modeling of salinity SOBEK uses an explicit numerical method This requires time step limitations in order to ensure stability For the dispersion term this is of the form ara lt L 4 1 2Az e with the dispersion coefficient D and Lp the dispersion limit Ax is the mesh size of node 1 and At denotes the time step In SOBEK3 a value of 0 45 is applied for Lp which is slightly smaller than the theoretical maximum of 0 5 It is advised not to change this model parameter It is foreseen that in a next release of SOBEK 3 this model parameter will be removed since an implicit scheme will be implemented 4 10 5 Output parameters In this category t
43. are incorporated in the bedload transport for further processing The transport vectors are imposed as bedload transport vector due to currents Sp and suspended load transport magnitude S from which the equilibrium concentration is derived respectively 144 of 160 Deltares Morphology and Sediment Transport D 4 5 1 Basic formulation The basic formulation of the sediment transport formula according to Bijker is given by q DE Ds 59 1 EE p exp Ar D 38 33 0h S 1 838 a In i D 39 where C Ch zy coefficient as specified in input of Delft3D FLOW module h water depth q flow velocity magnitude O porosity and A max 50 min 100 Ara D 40 h h C b BD max O min 1 NETA Fa BS BD D 41 CO Ca Zx 1 Ve de ais E pare 8 dy D 42 y fef h Zx 1 1 fe ie a l ET In y dy D 43 1 y 3 where BS Coefficient b for shallow water default value 5 BD Coefficient b for deep water default value 2 Shallow water criterion H h default value 0 05 Ca Deep water criterion default value 0 4 Te Roughness height for currents m and 0 27ADs0C Ara a D 44 uq 1 0 5 ye C 1 5 D 45 H mn KEE w 2 Kq 9 U aff 1 0 5 1 Deltares 145 of 160 D 4 5 2 SOBEK 8 D Flow 1D User Manual is a D 47 2ginh kuh 27 5 123 OD 5977 T ms D 49 0 Equations D 10 and D 90 U ag max 2 j D 50 ln if wave eff
44. can be customized according to personal preferences Here an example of the Undo Redo window being docked above the 6 of 160 Deltares Module D Flow 1D Getting started Properties window Undo Reda A Add new crosssection A Add new weir ax Lateral source b gt Attributes 0 attributes Long Name E Name LateralSourcel Name Figure 3 3 Docking the Undo Redo window Additional features are the possibility to remove or auto hide the window top right in Fig ure 3 3 In case of removal the window can be retrieved by a mouse click on Undo Redo in the View ribbon Hiding the Undo Redo window resulis in Deltares 7 of 160 SOBEK 8 D Flow 1D User Manual Region I X ia Y network 58 Routes ui Y Shared Cross Section Definitions Sections roughness a Me Channel ie WE LateralSourcel 32895 73 Region Figure 3 4 Auto hide the Undo Redo window 3 4 Ribbons and toolbars The user can access the toolbars arranged in ribbons Model plug ins can have their own model specific ribbon The ribbon may be auto collapsed by activating the Collapse the Ribbon button when right mouse clicking on the ribbon 3 4 1 Ribbons hot keys Delta Shell makes use of ribbons just like Microsoft Office You can use these ribbons for most of the operations With the ribbons comes hot key functionality providing shortcuts to perform operations If you press ALT you will see the letters and
45. channel Branch001_4 Q H 0 50 150 250 500 750 1500 1000 2000 3000 4000 Q Figure 4 46 Function table for roughness as a function of discharge and the graphical representation of the table content The following rouhgness parameters Roughness Type are available Ch zy Strickler ks Strickler kn Manning White amp Colebrook Bos amp Bijkerk The choice of Function Type in the roughness table in our case FunctionOfQ is valid for the whole branch so the corresponding drop down menu is only accessable for a chainage of O m In case of a constant or spatially varying roughness the value is set in the column Value If the roughness depends on water level or discharge the corresponding function has to be specified in a function table left mouse click on the corresponding field in the last column of the roughness table For a branch in the Meuse model Figure 4 43 such a function table is given with Figure 4 46 Here the roughness is defined as a function of discharge Q for the whole branch The first column in the function table Figure 4 46 contains the discharge levels the remaining columns refer to the chainage values specified in the roughness table If no locations are defined for a branch the model wide value and type are used visible and editable in the Properties window after selecting the roughness coverage 72 of 160 Deltares 4 6 3 4 7 Module D Flow 1D All about t
46. element KDUVORM htm The following shapes are recognized dutch Round default Rectangle Egg Yeivormig Z Cunette A Ymuil Z Ellips Arch aAYheulaAZ default The latter type is converted to a round culvert Of course to achieve this the AAYshapeaAZ must be mapped In addition the Yheight Z AAYwidthaAZ and aAYdiameteraAZ of a culvert can be mapped as well These will be recgnised and imported into the D Flow 1D 32 of 160 Deltares 4 2 4 Module D Flow 1D All about the modeling process model network Import cross section profiles from lt csv gt Cross sections location and profile can be imported from lt csv gt files This can be done either by a right mouse click in the Project window on lt Project Flow 1D input network gt and selecting Import or by a right mouse click in the Central Map and selecting Import cross section s from csv After selecting the lt csv gt file the following window pops up Delimeters 5 Tab 5 Semicolon 4 Use first row as header Space 8 Comma 4 Ignore empty lines Data preview name branch chainage Y j delta z storage Channel 404 30430107462 0 Cross Section Channel 404 30430707462 22 22232837727 Cross Section Channel 404 30430107462 33333333333 Cross Section Channel 404 30430107462 Cross Section Channel 404 30430107462 7777 Cross Section 1 Channel 404 30430107462 Cross Section Channel 1024
47. function the value of the m parameter BranchIn The name of the incoming branch continued on next page Deltares 135 of 160 SOBEK 8 D Flow 1D User Manual Table D 6 continued from previous page BranchOut 1 Only necessary of method is table Name of outcoming branch nr 1 Branch0ut2 Only necessary of method is table Name of outcoming branch nr 2 Table file The table file is used to define tables for the nodal relation method table The file format is akin to D Flow1D lt x pol gt or lt x Idb gt files A table is defined by a name Each table consists of two columns and any number of rows Comments can be inserted by prefixing a line with an asterix x The first column of a table file is always defined as the ratio of flow distribution between BranchOuti and Branch0ut2 The second column is always defined as the ratio of the sediment distribution The user should specify in the Nodal Relation File see D 1 5 which branch is BranchOut1 and which branch is BranchOut2 Remark The table method can not be used for trifurcations or other situations with more than 2 outflowing branches Example table file Bifurcation relationship column 1 QBranch1 QBranch2 column 2 SBranch1 SBranch2 TABLS 42 1 0 1 0 2 0 2 0 3 0 2 0 4 0 2 0 column 1 QBranch4 QBranch5 column 2 SBranch4 SBranch5 TABL6 4 2 1 0 1 0 2 0 2 0 3 0 2 0 4 0 2 0 136 of 160 Deltares D 2 D 3
48. http www openda org http schemas openda org blackBoxStochModelConfig xsd gt lt modelFactory className org openda dotnet ModelFactoryN2J workingDirectory gt lt arg gt DeltaShell OpenDaWrapper DeltaShellOpenDAModelFactory wrapperConfig xml lt arg gt lt modelFactory gt lt vectorSpecification gt lt state gt lt noiseModel id boundaryNoiseModel className org openda noiseModels TimeSeriesNoiseModelFactory workingDirectory gt lt configFile gt boundaryNoise xml lt configFile gt lt exchangeltems gt lt exchangeltem id upStreamBoundary Q operation add gt lt modelExchangeltem id QBoundary Node001 water discharge gt lt exchangeltem gt lt exchangeltems gt lt noiseModel gt lt vector id state gt lt state gt 116 of 160 Deltares A 3 How to use OpenDA for Delta Shell models lt predictor gt lt vector id 0ObservationPointi waterlevel sourceVectorId ObservationPoint ObservationPointi water level gt lt predictor gt lt vectorSpecification gt lt blackBoxStochModel gt The Model configuration The lt modelConfig xml gt file in the stochModel directory specifies which model in which lt x dsproj gt file has to be calibrated or to be run in EnKF mode and also contains some additional often optional info on how to manage the model computations that are repeatedly invoked by the algorithm The table below describes the fields in the xml file The file looks like
49. in and to the left and down to zoom out Move the dotted vertical line to shift the cross section with respect to the branch line thalweg Note that also the roughness sections are defined in the Cross Section editor for a full description see Section 4 6 54 of 160 Deltares Module D Flow 1D All about the modeling process 4 3 12 3 Cross Section XYZ flow model 1d 1 networ CrossSection002 1 Db x O use local definition level shift 0 Y Z Table geometry based Y m Z m AZStorage m Profile CrossSection002 0 10 H o 335 87 2 3342 429 25 0 20304 513 56 1 2 599 07 2 5 682 58 5 768 08 7 5304 850 39 9 4089 876 29 10 oo 0000 0 00 Z m v 1 Ke OF e N U A U AN 0 WO MN O ES E E start end Type bi 0 00 376 29 SectionType001 144 44 4 Record 100f 10 gt gt gt by al 4 gt 4 44 4 Record 10f1 bibi lt Figure 4 28 Editing window for an XYZ Cross Section Cross Sections of XYZ type are similar to YZ Cross Sections but they are usually drawn directly on the map so the cross section points are not necessarily arranged on a line or thogonal to the branch line Figure 4 28 shows the editing window for an XYZ Cross Section The editing window for XYZ Cross Sections is similar to the one for YZ Cross Sections Sec tion 4 3 12 2 but the table shows y values in the first column These are the projected values along a straight line as shown in Figure 4 29 As SOBEK
50. in which colorscales symbol sizes legend classes and symbol style can be adjusted Figure 5 3 Deltares 93 of 160 SOBEK 8 D Flow 1D User Manual Layer Properties Editor j Generate theme 12 Single Symbol me Atri bute Method Equal Intervals Es Category Colors E DN Classes 12 Gradient Size Min 12 EH Mac id E cn Quantity Auto update legend when values change Theme items b 5 Value De 0 7841 1 568 2 352 3 136 3 92 4704 5 485 E Style FillColor Image DutlineColor OutlineStyle OutlinewAdth Shape Figure 5 3 Layer properties editor Alternatively a map can be customised by adding a new map A new map may be opened by right mouse clicking on lt Project gt in the Project window and selecting New item and Map Parameters can be dragged from the Project window into the map In this way maps can be customised by the user It is possible to combine several parameters from one model or parameters from different models add shapetiles show parts of the network etc A resulting map with both water level and discharge is shown in Figure 5 4 94 of 160 Deltares 5 3 Module D Flow 1D Simulation and model output _ flow model 1d 1 network Mapl Legend Background Map1 b Water level A Locations Water level du 041 dl O1 639 202278 O 2 917 O 4195 0 O Os Om O SH O 298 6 W 423 8 a 6741 O ah PR 7993 ia 245 Y 1175
51. is a 1D model the geometry has to be projected to a single location on the branch This projection is length conserving the total length of the cross section is maintained The first location has offset O the end location has offset L Figure 4 29 Projection of a xyz cross section Deltares 55 of 160 4 3 12 4 4 3 12 5 SOBEK 8 D Flow 1D User Manual Use the Move Feature tool to adjust the points in the horizontal plane The y values in the table can not be edited Cross Section ZW ZW Cross Sections are mainly used in the modeling of rivers They correspond to the Tabu lated River Cross Sections in SOBEK 2 They are usually calculated by external software for example BASELINE WAQ2Prof and imported into a flow schematization Figure 4 30 shows the editor for ZW Cross Sections Instead of a location level relation a ZW Cross Section has a relation between the channel width and the waterlevel In addition there is a difference between the flow width the part of the channel that takes part in the actual flow and the total width the flow width with additional storage As a consequence ZW Cross Sections are always symmetrical ZW Cross Sections can incorporate a summer dike with additional flow and storage area Figure 4 30 The part of the floodplain behind the dike does not play a role in the computation until the waterlevel exceeds the crest level of the summer dike When a summer dike floods the extra area is added to
52. is not present in the network it is added as new 58 of 160 Deltares 4 3 12 8 4 3 13 4 3 13 1 4 3 13 2 4 3 13 3 4 3 13 4 Module D Flow 1D All about the modeling process Inspect multiple cross sections in one view It is possible to inspect multiple cross sections in one view as follows unfold expand the cross sections which you want to inspect in the Region window double click on the first cross section you want to inspect the Cross Section editor view is activated activate the Show hide last Selected Cross sections and o scroll through the cross sections in the Region window by using the up down arrow keys General functions on network objects Esc key The Esc key is handy to stop the editing mode Add and switch to selection mode Copy and paste network object To copy and paste network objects weirs pumps extra resistance etc select the object you want to copy Choose Copy from the context menu right mouse click Select a branch you want to paste the object into by a left mouse click Right mouse click the branch to open the context menu and select Paste Move the mouse until the cursor is on the desired position and click the left mouse button Add network object Network objects weirs pumps extra resistance etc can be added to the network in two ways o click on the appropriate button in the Network ribbon Then click on the preferred location in the network to posit
53. lt D lt 150 0 055 150 lt D Van Rijn s reference height peak orbital excursion at the bed A es median sediment diameter 90 sediment passing size Do 1 5D water depth apparent bed roughness felt by the flow when waves are present user defined current related effective roughness height space varying wave related roughness calculated from ripple height see Equation D 11 velocity magnitude taken from a near bed computational layer In a current only situation the velocity in the bottom computational layer is used Otherwise if waves are active the velocity is taken from the layer closest to the height of the top of the wave mixing layer peak orbital velocity at the bed V2 x RMS orbital velocity at bed taken from the wave module height above bed of the near bed velocity uz used in the calculation of bottom shear stress due to current estimated ripple height see Equation D 1 1 thickness of wave boundary mixing layer following Van Rijn 1993 30 and Om 2 Ka wave boundary layer thickness 8 0 072 2 We emphasise the following points regarding this implementation The bottom shear stress due to currents is based on a near bed velocity taken from the hydrodynamic calculations rather than the depth averaged velocity used by Van Rijn All sediment calculations are based on hydrodynamic calculations from the previous half time step We find that this is necessary to prevent unstable oscil
54. module in SOBEK 3 models is OpenMI compli ant for OpenMI 2 0 as well as for OpenMI 1 4 see www openmi org When the OpenMl is part of an integrated model the integrated model is OpenMI compliant but only the D Flow 1D input and output variables are exchanged as OpenMI exchange items To couple a SOBEK 3 D Flow 1D model with other models by means of OpenMI you need to provide a so called omi file OpenMI file that specifies 1 The Delta Shell project file lt dsproj gt containing your model 2 The name of your D Flow 1D model or your integrated model in that project 3 Various additional options on how to present and run your model in the OpenMI see Section C 3 C 2 The omi file OpenMI 2 0 and OpenMI 1 4 both require an omi file The two versions differ only in the header i e the start of the main element The lt omi gt arguments needed to specify the SOBEK 3 D Flow 1D model are for OpenMI 2 0 and OpenMI 1 4 The differences in the the headers are twofold First of all OpenMI 2 0 and OpenMI 1 4 have different XML Schema Definitions XSD s see 1 http www openmi org schemas vi 4 LinkableComponent xsd 2 http www openmi org schemas v2 0 LinkableComponent xsd for the details of these differences Second the header refers to the wrapper for OpenMI 1 4 or for OpenMI 2 0 See also Section C 4 Example of an OpenMI 1 4 omi file lt LinkableComponent xmlns xsi http www w3 org 2001 XMLSchema instan
55. setting up a 1 dimensional flow model as listed above Dockable views The Delta Shell framework offers lots of freedom to customize dockable views which are discussed in this section Deltares 5 of 160 SOBEK 8 D Flow 1D User Manual 3 3 1 Docking tabs separately Within the Delta Shell framework the user can dock the separate windows according to per sonal preferences These preferences are then saved for future use of the framework An example of such preferences is presented in Figure 3 1 where windows have been docked on two screens Figure 3 1 Docking windows on two screens within the Delta Shell framework 3 3 2 Multiple tabs In case two windows are docked in one view the underlying window tab can be brought to the front by simply selecting the tab as is shown here Properties Y I X Lateral source Chainage 32895 730550520227 Chainage Map 32895 730550526227 Channel Channell 4 General gt Attributes 0 attributes Long Name Name LateralSourcel 4 Lateral Diffusion Length Diffuse Lat 0 Properties Undo Reda Figure 3 2 Bringing the Undo Redo window to the front By dragging dockable windows with the left mouse button and dropping the window left right above or below another one the graphical user interface
56. state ls written at the end of the model run Figure 4 40 Flow model properties window How to write restart states This way the state will be stored in the Project window on lt flow model 1d 1 Output States gt see as in Figure 4 40 Deltares 67 of 160 SOBEK 8 D Flow 1D User Manual Project x 8 Getting5tarted O water flow 1d 1 P GS Input ES TE network E computational grid E Boundary Data H E Lateral Data H E Roughness E Initial conditions 2 gy inital water level pu ea initial water flow lt 9 Water depth dE Discharge D Velocity Figure 4 41 States calculated in previous model run In order to use this state the user must select and drag the state to the lt flow model 1d 1 Intput Initial conditions gt in the Project window and set lt Write restart gt on lt TRUE gt in the Proper ties window as in Figure 4 40 Properties IX Water flow model 10 ii 1 LLN bed General Initial condibons Model zetting Output parameters OQ E E El Run parameters HO Aun model in separate process False Start time 2013 07 19 00 00 00 Stop time 2013 07 20 00 00 00 ente restart True Use restart Use provided restart state as initial condition Figure 4 42 Flow model properties window How to use a restart state o a previous simulation of the same model a simulation in the same project 68 of 160 Deltares 4 6 4 6 1 4 6 2 Module D
57. the cross section To prevent the flow area from taking part in the flow process too easily D Flow 1D uses a transition height see Section 4 10 above the crest level to scale the flow into the floodplain When the waterlevel falls below crest level the extra area is gradually removed again from the cross section modeling the water behind the summerdike to flow back slowly into the river until the flood plain is dry again ZW Table 7 Z m Total Width m Storage Width m Profile CrossSection003 0 100 0 0 2 4139 44 367 22 155 Es 9 8792 6 6789 0 10 4 0 12 1 0 _ 3 gt o E 4 A o o ae 8 9 40 20 0 20 40 Offset m Total profile lt Flow profile Storage Area 109 44 m2 Section Widths wel 44 4 Record 6 of 6 gt br mil Lal xl Main FloodPlaimi MV Use summerdike Tr Crest level 1 00 m FloodPlain2 fo 000 m Flow area behind summerdike 3 000 00 m2 Total area behind summerdike 12 000 00 m2 Floodplain base level 0 50 m Figure 4 30 Cross section editor for ZW Cross Sections Cross Section Cross Sections allow to specify simple geometries like Rectangle Arch Cunette SteelCunette Ellips 56 of 160 Deltares 4 3 12 6 Module D Flow 1D All about the modeling process Trapezium Start Page flow model 1d 1 network Crosssectiondor 1D x use local definiti
58. this for calibration lt xml version 1 0 encoding UTF 8 gt lt DeltaShellOpenDAModelProviderSettings xmlns xsi http www w3 org 2001 XMLSchema instance xmlns xsd http www w3 org 2001 XMLSchema gt lt ProjectPath gt d deltaShel1 openda j03 _16138_run_v062 dsproj lt ProjectPath gt lt ModelName gt Integrated model placeMaas lt ModelName gt lt WorkDirectoryRTC gt textbackslash WorkRTC lt WorkDirectoryRTC gt lt ModelInstancesCloneDir gt textbackslash instances lt ModelInstancesCloneDir gt lt KeepEngineDirectories gt true lt KeepEngineDirectories gt lt DeltaShe110penDAModelProviderSettings gt and like this for EnKF lt xml version 1 Qesensoding UNma gt lt DeltaShellOpenDAWrapperConfig xmlns xsi http www w3 org 2001 XMLSchema instance xmlns xsd http www w3 org 2001 XMLSchema gt lt ProjectPath gt d deltaShe11 openda j03 16138_run_v062 dsproj lt ProjectPath gt lt ModelName gt Integrated model Maas lt ModelName gt lt DeltaShell0penDAWrapperConfig gt Table A 1 Description of XML tags ProjectPath The path of the lt x dsproj gt file ei Must be present ther as full path or specified rela tive to the modelConfig xml file ModelName The name of the model in the Must be present lt x dsproj gt file i e the model s name in the project explorer Deltares 1170f 160 SOBEK 8 D Flow 1D User Manual Table A 1 Description of XML tags Modellnf
59. this moment Of inter est to the user is the option 1d2d_crest level which shows the crest level selected for the selected link The specific discharge over the link cannot be shown Deltares 111 of 160 SOBEK 8 D Flow 1D User Manual 112 of 160 Deltares References Bailard J A 1981 An Energetics Total Load Sediment Transport Model for Plane Sloping Beaches Journal of Geophysical Research 86 C11 10938 10954 Becker B and Q Gao 2012 Multiple model coupling through OpenMI Deltares memo No 1205954 003 ZWS 0006 Becker B and G Prinsen 2010 Quasi in stationaire berekeningen met Sobek steady simulation mode Deltares memo No 1202134 011 ZWS 0002 In Dutch Deltares 2012 SOBEK online help Distributed with SOBEK 2 12 Deltares 2013 SOBEK 3 Hydrodynamics Technical Reference Manual SOBEK in Delta Shell Deltares Delft Version 3 0 1 27817 Gaeuman D E Andrews A Krause and W Smith 2009 Predicting fractional bed load transport rates Application of the Wilcock Crowe equations to a regulated gravel bed river Water Resources Research 45 Grasmeijer B and L Van Rijn 1998 Breaker bar formation and migration Coastal Engi neering pages 2750 2758 Virginia USA Isobe M and K Horikawa 1982 Study on water particle velocities of shoaling and breaking waves Coastal Engineering in Japan 25 109 123 Nipius K G 1998 Transverse transport modelling u
60. transport rates in the Trinity River USA and is described in Gaeu man et al 2009 It differs from the laboratory calibration implementation in the calculation of Tym and b Deo gD D 118 Trm mn C TIE E o f AS s Pw r 1 exp 7 102 11 786 A 1 Qo D 1 exp 1 9 De where 0 9 and ao are user specified parameters see Section D 1 3 If the values 0 9 0 03 and yo 0 3 are specified the original Gaeuman et al formulation calibrated to the Trinity River is recovered b D 119 Remark Deltares 155 of 160 D 5 SOBEK 8 D Flow 1D User Manual o The Gaeuman et al model incorporates its own hiding function so no external formula tion should be applied Morphological updating The elevation of the bed is dynamically updated at each computational time step This is one of the distinct advantages over an offline morphological computation as it means that the hydrodynamic flow calculations are always carried out using the correct bathymetry At each time step the change in the mass of bed material that has occurred as a result of the sediment sink and source terms and transport gradients is calculated This change in mass is then translated into a bed level change based on the dry bed densities of the various sediment fractions Both the bed levels at the cell centres and cell interfaces are updated Remark The depths stored at the depth points which are read directly from the bath
61. will be assumed to be equal to the direction of the characteristic near bed flow direction Calculation of bedload transport at open boundaries At open boundaries the user may either prescribe the bed level development or the bedload transport rates In the latter case the bedload transport rates are known from the model input whereas in the former case the effective bedload transport rates at the boundary could be derived from the mass balance at the open boundary point The bed level boundary condition is imposed at the same location where a water level boundary condition is imposed that is at the grid cell just outside the model domain A consequence of this approach is that the bed level at the first grid cell inside the model domain will not exactly behave as you imposed but in general it will follow the imposed behaviour closely In case of multiple sediment fractions a boundary condition for the bed composition is also needed at inflow boundaries See Appendices D 1 2 and D 1 4 for imposing various morphological boundary conditions Deltares 137 of 160 D 4 D 4 1 SOBEK 8 D Flow 1D User Manual Transport formulations for non cohesive sediment This special feature offers a number of standard sediment transport formulations for non cohesive sediment Table D 7 gives a summary of the additional formulae Table D 7 Additional transport relations D 4 1 Van Rijn 1993 Bedload suspended Yes D 4 2 Engelund Hansen 1967
62. xX 4 gt Y Water level at Branch001 3 956e 04 flow model 1d 1 __ Water level at Branch001 2 465e 04 flow model 1d 1 Water level at Branch001 1 206e 04 flow model 1d 1 47074 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 OOO Water level at Branch001 3 956e 04 flow model 1d 1 8 29 2011 12 00 AM 8 29 2011 12 00 PM 8 30 2011 12 00 AM 8 30 2011 12 00 PM 8 31 2011 12 0 date time M d yyyy h mm tt Monday August 29 2011 till Wednesday August 31 2011 Figure 3 27 Results of water level for three locations along the branch in Function view Deltares 25 of 160 SOBEK 8 D Flow 1D User Manual 26 of 160 Properties Y I X 4 General Er E Chart Line series settings A E Interpolation Linear Show in legend True Show title label False Title Water level water flow Vertical axis Left Line style Color EE BlueViolet Dash style Solid Width 1 Point style Pointer color EE BlueViolet Pointer outline co LimeGreen Shape Circle Show pointer out True Size 3 Visible False Interpolation Interpolation scheme of the series Figure 3 28 Chart and the corresponding Properties window Deltares 4 Module D Flow 1D All about the modeling process 4 1 Introduction This chapter describes the functionality of the D Flow 1D plug in Import Network schematization Boundary conditions Initial Condi
63. 00 1 00 5 00 0 00 45 00 0 00 d Figure 4 18 Free form weir editor 4 3 3 7 General structure This type of weir is a special kind of gated weir with additional information on the geometry and the possibility of drowned gate flow and drowned weir flow For more information see the Technical Reference Manual Figure 4 19 shows the editor Editable parameters are Lower edge level gate lower level in m AD Gate opening height in m Level and width table with levels in m AD and widths in meters for upstream location 1 and 2 and downstream locations 1 and 2 see for a detailed explanation the Technical Reference Manual Coefficient free gate flow coefficient representing the contraction for free gate flow Coefficient drowned gate flow coefficient representing the contraction for drowned gate flow Coefficient free weir flow coefficient representing the contraction for free weir flow Coefficient drowned weir flow coefficient representing the contraction for drowned weir flow Contraction coefficient Deltares 45 of 160 SOBEK 8 D Flow 1D User Manual flow model 1d 1 networ StructureFeature q bx 5 5 Gate opening 1 00m EN E N nn ww uw Level m Crest level 5 00m H 50 00m Crest widt MMM gt MM gt MM N E O O aS O a Level m o our 25 20 15 10 5 0 5 10 15 20 25 0 1 2 Offset in the cross section m Chainage m along route Weird01 Weir Properti
64. 014 12 19 00 00 00 gt Initial conditions 4 Model settings Use salinity Use salinity in calculation Use thatcher harleman Use reverse roughness 5 L i a E Use morphology True Path of MOK file default mor Path of SED file default sed Path of SED file Path of SED file This path ts relative to the dsproj_data directory of the project Properties Undo Redo Figure 6 1 How to simulate morfology together with a D Flow 1D simulation 6 2 Input files Two input files are minimally required for a simulation The sediment input file lt sed gt contains the characteristics of all sediment fractions The morphological input file lt mor gt contains additional information necessary for a morphodynamic run Deltares 101 of 160 6 3 6 4 6 4 1 SOBEK 8 D Flow 1D User Manual Users of D Flow 1D are familiar with two versions of these files with or without keywords D Flow 1D uses the version with keywords Besides the lt sed gt and lt mor gt file SOBEK 3 might require the following files o The sediment layer file lt x sdb gt contains information about the thickness of a sediment layer The sediment diameter file lt d50 gt can be used for spatially varying sediment diame ters The sediment transport and morphology boundary condition file lt x bcm gt The sediment transport file lt x tra gt The nodal relation file lt x nrd gt is used to define the f
65. 1 08 2011 08 29 2011 08 29 2011 08 29 2011 08 29 2011 08 29 2011 08 29 2011 08 29 2011 08 29 2011 08 29 2011 08 29 2011 08 29 2011 08 29 2011 08 29 2011 08 29 2011 08 29 2011 08 29 2011 08 29 2011 08 29 2011 08 29 2011 08 29 2011 08 29 2011 08 29 2011 08 29 2011 08 30 2011 08 30 2011 08 30 2011 08 30 2011 08 30 2011 08 30 2011 08 30 2011 08 30 2011 08 30 2011 08 30 2011 08 30 2011 08 30 amaia ino tan 144 44 4 Record 10f 49 pa pa pa pa 1 0264 1 2143 1 4167 1 6127 1 8081 1 9882 2 1453 2 2727 2 3694 2 4416 2 4942 2 532 2 5586 2 5771 2 5898 2 5985 2 6043 2 6082 2 6107 2 6124 2 6134 2 6141 2 6146 2 6148 2 615 2 6151 2 6152 2 6152 2 6153 2 6153 2 6153 2 6153 neto Water le 1 2 2353 3 514 4 6862 5 7324 6 445 6 9234 7 2374 7 4469 7 587 7 6783 7 7405 7 7808 7 8076 7 8251 7 8365 7 8439 7 8486 7 8516 7 8536 7 8548 7 8555 7 856 7 8562 7 8564 7 8565 7 8566 7 8566 7 8566 7 8566 7 8566 7 8566 7 8566 7 8566 7 8566 7 8566 70Ecc Water le 1 2 2813 3 5129 4 6955 5 7623 6 5067 6 9943 7 3184 7 5362 7 683 7 7809 7 8451 7 888 7 9163 7 9349 7 947 7 9549 7 96 7 9632 7 9652 7 9665 7 9673 7 9678 7 9681 7 9683 7 9684 7 9685 7 9685 7 9685 7 9685 7 9685 7 9685 7 9685 7 9685 7 9685 7 9685 7ncor AA ed Bel Y
66. 1D User Manual xii Deltares 1 1 1 2 1 3 A guide to this manual Introduction This User Manual concerns the hydrodynamic module D Flow 1D This module is part of several Modelling suites released by Deltares as Deltares Systems or Dutch Delta Systems These modelling suites are based on the Delta Shell framework The framework enables to develop a range of modeling suites each distinguished by the components and most significantly the numerical modules which are plugged in The modules which are compliant with the Delta Shell framework are released as D Name of the module for example D Flow Flexible Mesh D Waves D Water Quality D Real Time Control D Rainfall Run off Therefore this user manual is shipped with several modelling suites In the start up screen links are provided to all relevant User Manuals and Technical Reference Manuals for that modelling suite It will be clear that the Delta Shell User Manual is shipped with all these modelling suites Other user manuals can be referenced In that case you need to open the specific user manual from the start up screen in the central window Some texts are shared in different user manuals in order to improve the readability Overview To make this manual more accessible we will briefly describe the contents of each chapter If this is your first time to start working with D Flow 1D we suggest you to read Chapter 3 Module D Flow 1D Getting started This chap
67. 31 0f 160 SOBEK 8 D Flow 1D User Manual Formula D 4 2 Engelund Hansen 1967 D 4 3 Meyer Peter Muller 1948 D 4 4 General formula D 4 5 Bijker 1971 D 4 6 Van Rijn 1984 D 4 7 Soulsby Van Rijn D 4 8 Soulsby D 4 9 Ashida Michiue 1974 D 4 10 Wilcock Crowe 2003 D 4 11 Gaeuman et al 2009 labora tory calibration D 4 12 Gaeuman et al 2009 Trinity River calibration User defined 132 of 160 Parameter calibration coefficient a bed roughness height r dummy calibration coefficient a dummy argument calibration coefficient a power b power c ripple factor or efficiency factor ju critical mobility factor 0 calibration coefficient b for shallow water BS calibration coefficient b for deep water BD shallow water h h criterion C deep water h h criterion Ca dummy argument bed roughness height re settling velocity w porosity wave period ser used if computed wave period lt 107 calibration coefficient a dummy argument reference level settling velocty Ws calibration coefficient Acal Doo D50 ratio Zo roughness height calibration coefficient Acal model index modind Dso 20 ratio A calibration coefficient a critical mobility factor 0 power m power p power q none calibration coefficient 0 9 calibration coefficient ao calibration coefficient 0 9 calibration coefficient Ao none Unit NA m s Deltares M
68. 931429583 Cross Section Channel 1024931429583 Cross Section Channel 1024 931429583 Cross Section Channel 1024 931429583 Cross Section Channel 1024931429585 Cross Section Channel 1024931429583 Cross Section Channel 1780270713638 CGI jj SS G A Figure 4 7 Example importing YZ Cross Section from lt csv gt file The screenshot above shows the columns SOBEK 3 requires An example file can be obtained by exporting some cross sections By default cross sections with the same Name will be replaced By de selecting Import chainages the location of the original cross section can be left unchanged In that case the column can be left empty By default the option Create cross section if Name was not found in the network is activated Note thatthe import from lt csv gt file described here can be used to replace the profile data of present cross sections This way the import of cross sections is a two step process first import the cross sections location by the GIS import wizard see Section 4 2 3 a default profile will be added o then import the cross section profiles from lt csv gt described here De select Import chainages Deltares 33 of 160 SOBEK 8 D Flow 1D User Manual 4 2 5 Import time series from lt csv gt A timeseries of waterlevels or discharges can be imported by a right mouse click in the Project window on lt Project gt and selecting mport and Time series C
69. AD a Leaend j Branch001 0 4B projectl e sam Time 8 31 2011 12 00 00 AM bes needs Branch001 1578 7 8014 Water level input 5 gt TENA Y network Branch001 2531 4 8 0103 Locations Water level BHA 3 computational grid b Branch001 3484 2 8 0061 gt El Misc 3 5 Boundary Data Branch001 4436 9 8 002 1 638 Name Lateral Data Q Node001 Q 800 Branch001 5389 6 7 9978 O 2 276 H Node002 H 1 rr Branch001 6342 3 7 9936 gt 2 914 5E Lateral Data Branch001 7295 1 7 9895 O 3 552 Q LateralSource001 Branch001 8247 8 7 9853 4 19 4 Roughness Branch001 9200 5 7 9811 4228 a initial water level Branch001 10153 7 9769 5 466 a initial water flow Branch001 11106 7 9727 A wind Branch001 12059 7 9685 O 6 104 a wind shielding Branch001 13011 7 9643 6 742 gt 13 output Branch001 13964 7 9601 a Water level Branch001 14917 7 9559 o 7 38 a Water depth Branch001 15870 7 9517 O 8 018 i Branch001 16822 7 9474 a Discharge Cells Water level a Velocity Branch001 17775 7 9432 pu a Flow aren Branch001 18728 7 9389 a Crest level s Branch001 19680 7 9171 m 1 638 E run report Branch001 19682 7 917 E 2 276 Branch001 20676 7 9052 E 2 914 Branch001 21670 7 8931 E 3 552 Branch001 22663 7 881 F 419 Branch001 23657 7 8689 E 4 828 Branch001 24651 7 8566 E 5 466 Branch001 25645 7 8443 E 6 104 Branch001 26638 7 8319 E 6 742 Branch001 27632 3 1817 E 7 38 Branch001 28626 3 1404 E 8 018 Branch001 29619 3 0977 Branch001 30613 3 0541 Branch001 31607
70. AS A y SOBEK 3 D Flow 1D D Flow 1D in Delta Shell User Manual Version 3 4 0 Revision 41893 24 September 2015 SOBEK 3 D Flow 1D User Manual Published and printed by Deltares telephone 31 88 335 82 73 Boussinesqweg 1 fax 31 88 335 85 82 2629 HV Delft e mail info deltares nl P O 177 WWW https www deltares nl 2600 MH Delft The Netherlands For sales contact For support contact telephone 31 88 335 81 88 telephone 31 88 335 81 00 fax 31 88335 81 11 fax 31 88335 81 11 e mail sales deltaressystems nl e mail support deltaressystems nl Www http www deltaressystems nl Www http www deltaressystems nl Copyright 2015 Deltares All rights reserved No part of this document may be reproduced in any form by print photo print photo copy microfilm or any other means without written permission from the publisher Deltares Contents Contents 1 A guide to this manual 1 LE ARO en ee een ee en en EE ee amp 1 1 2 Overview 2 a a 1 1 3 Manual version and revisions ee ee 1 1 4 Typographical conventions eee 2 1 5 Changes with respect to previous versions aoao aoao oaoa a 2 2 Module D Flow 1D Overview 3 3 Module D Flow 1D Getting started 5 3 1 Introduction En M e 5 3 2 Starting a D flow 1D model 2 000004 5 3 3 Dockable views ee 5 3 3 1 Docking tabs separately
71. Deltares 21 of 160 3 10 3 11 SOBEK 8 D Flow 1D User Manual projecti SOBEK Suite Early Preview 3 2 1 23576 EP x Project Y nx water flow 1d 1 x Region Y nx E X network 1 38 Routes Ae Po G i 7 Shared Cross Section Definitions Y oe fad Sections roughness amp Nieuwe Waterweg ie R LateralSourcel 20076 49 CrossSectiont 32107 11 gt Za StructureFeature 40068 10 Ay Weil Region Chart Properties Yx Water flow model 1D water flow 1d 1 initial water depth x Branch Chainage Water gt Nieuwe Waterweg 32107 10 4 44 4 Recordiofi gt b gt pi a x El Output parameters Bun model in senarate nroce False Initial conditions type Type of initial conditions used Le Map Data Messages Time Navigator Properties Undo Redo Figure 3 24 Output options in the Properties Window Now for this tutorial change the definition from Depth to Waterlevel then set its Default value to 1 Note that in the Project lt initial water depth gt has now changed to lt initial waterlevel gt Leave the initial water flow as it is Model parameter settings Some parameters need to be set before a model run By selecting Project lt Flow 1D gt the simulation settings for the model appear in the Properties window There are several parame ters whi
72. DredgeDump gt class Delta Shell comes with several examples of how to work with Dredging and Dumping The output file lt lt morph gr his gt will be placed in the directory lt x dsproj data water flow 1d output gt This file can be inspected or processed as any SOBEK history lt x his gt file Deltares 103 of 160 SOBEK 8 D Flow 1D User Manual 104 of 160 Deltares 7 7 1 Module D Flow 1D 1D2D coupled modelling to D Flow Flexible Mesh Introduction The one dimensional modelling of the module D Flow1D can be combined with the two di mensional modelling suite D Flow FM to achieve 1D2D coupled modelling The developed features are mainly aimed at overland flow or river flood modelling The applied coupling is a horizontal lateral coupling which implies that the direction of the flooding is perpendicular to the flow direction of the 1D model Strict model separation is applied as shown in Figure 7 1 Figure 7 1 Principle of the horizontal 1D 2D coupling in a top view and a side view In brown the 1D model is schematised In black the 2D grid is shown In contrast to the vertical coupling where the 1D and 2D model are placed on top of each other for example the Overland Flow Module of SOBEK 2 the horizontal coupling reduces the double water storage lt also implies a separated handling of the left and the right em bankments of the 1D model Principle of embankments in a 1D2D model Due the strong separation o
73. Figure 4 14 For a simple weir the following parameters can be adjusted in the editing window Crest level the height of the weir crest in meters o Crest width the width of the weir in meters Allowed flow direction Positive o Allowed flow direction Negative Discharge coefficient Ce dimensionless the default value is 0 8 Lateral contraction coefficient Cw dimensionless the default is 1 0 flow model 1d 1 networ StructureFeature Lips 2 1 0 1 1 Offset in the cross section m Chainage m along route Weir001 Weir Properties Structure type Simple weir Weir y Geometry Cross sectional Rectangle Crest shape Longitudinal Sharp crested Crest level 1 000 m Crest width 5 000 m Y offset 147 500 m Flow direction Lower edge level m V Positive Y Negative Gate opening Specific weir properties Discharge Coefficient Ce 0 800 Lateral Contraction Cw 1 000 Figure 4 14 Simple weir editor Deltares 41 of 160 SOBEK 8 D Flow 1D User Manual 4 3 3 3 Gated weir The editor for a gated weir is shown in Figure 4 15 Editable parameters for a gated weir are Crest level the height of the weir in meters Crest width the width of the weir in meters Lower edge level the lower edge of the gate in meters Gate opening distance between weir crest and gate lower edge in meters Allowed flow direction Positive Allowed flow direction Negative Max a maximum discharge m s
74. Flow 1D 1D2D coupled modelling to D Flow Flexible Mesh E a Edit Delete selection Query time series Export map as image Generate banks Generate computational grid nodes Ja Merge floodbanks Remove computational grid nodes Zoom to extents Import cross section s from csv Import selected features to branch layer Figure 7 6 Merging of two embankments Draw embankments and changing geometry of existing embankments It is also possible to draw the embankments by hand and to change existing embankments by adjusting the geometry points Several buttons on the ribbon can be used for this shown in Figure 7 7 To apply first select the embankment Green squares will appear the geometry points of the embankment which can be moved removed or added Bathymetry YD H UN W Show Color Scale ns E LW E no EM or eee pr eee spatial Ulperations Figure 7 7 Change geometry of an embankment Inspecting the height of embankments The Z values can be inspected by double clicking on the embankment A new tab will open in which a top view of the selected bank is shown as well as a table including the Z values The new tab also has the option to change the view mode to Length Z as shown in Figure 7 8 integrated model Bank30 X 5 View mode Length Z dE 17 Length z a 7 6 gt 1 0 7 724 E 2 5 6211 7 724 E he 3 8 9144 7 7201 E 7 4 4 25 731 7 6764 i 5 44 807 7 6177 7 3 6 63 88 7 5595 E 7
75. MUonl ver D 21 UR Ver Sow Oifr lt 0 01 Sie 0ifr gt 100 and y angle between current and wave direction for which Van Rijn 2003 suggests a constant value of 90 Also included in the bedload transport vector is an estimation of the suspended sediment transport due to wave asymmetry effects This is intended to model the effect of asymmetric wave orbital velocities on the transport of suspended material within about 0 5 m of the bed the bulk of the suspended transport affected by high frequency wave oscillations This wave related suspended sediment transport is again modelled using an approximation method proposed by Van Rijn 2001 Ss w JsuswyUalr D 22 where ew wave related suspended transport kg ms fsusw user defined tuning parameter y phase lag coefficient 0 2 E dg UA velocity asymmetry value m s as on Poff Lr suspended sediment load kg m 0 007p Ds M The three separate transport modes are imposed separately The direction of the bedload due to currents e is assumed to be equal to the direction of the current whereas the two wave related transport components bi and Oi take on the wave propagation direction This results in the following transport components Up Sn Stel D 23 us Up Oba Stel D 24 jual Doma Oba COSO D 25 hw Oba SO D 26 Os Osu COSO D 27 uo sw sm 0 D 28 where is the local angle between the direction of wave propagatio
76. SV A wizard opens in which a lt csv gt file can be selected and the delimiters between the columns can be set Figure 4 8 Edit CSV properties Edit CSV properties This screen lets you set the delimeters your data contains You can see how your import is affected in the preview below Tab 5 Semicolon A Space Comma E First row is header Data preview Column Column 2006 12 22 00 00 00 2006 12 22 00 15 00 2006 12 22 00 30 00 2006 12 22 00 45 00 2006 12 22 01 00 00 2006 12 22 01 15 00 2006 12 22 01 30 00 Figure 4 8 Selecting delimiters for a csv file The columns with the date time and the data are specified as shown in Figure 4 9 34 of 160 Deltares Module D Flow 1D All about the modeling process Select flow data columns Select flow data columns Select which columns you want to use for what data Time parameters Time column Column Format ar MM dd HH mn First timestep 2006 12 22 00 00 00 Flow parameters Type of data O Flow data 9 Waterlevel data Value column Column First value 0 6328 Figure 4 9 Selecting the columns of the lt csv gt file The timeseries is added to the project and can be used as a boundary condition or lat eral source Link the timeseries by selecting and dragging it in the Project window onto a lt Boundary Data Node gt or onto lt Lateral Data LateralSource gt Deltares 35 of 160 SOBEK 8 D Flow 1D User Manual Er a project E E A
77. Tools to customize the map view Select a single item Select multiple items by drawing a curve Pan Zoom to Extents Zoom by drawing a rectangle Zoom to Measure distance O0 0 0 0 O0 O Edit polygons for example within a network basin or waterbody O Move geometry point s O Add geometry point s 0 Remove geometry point s Creation of a model Network for example for D Flow 1D O Add new Branch Split Branch Add Cross section Add Weir Add Pump O Oo 0 O Deltares 11 of 160 SOBEK 8 D Flow 1D User Manual Note The ribbons adjust to the size of the application window If for what reason the user wants to minimize the window the ribbons might look like as shown in Figure 3 12 Some of the ribbon categories have been condensed into a single drop down panel A TE A 2 am E a n E me Export As Image a Network Analysis Th 7 2 at a a ym 1 Coverage Tools Edit Grid Profile Figure 3 12 The ribbon with minimized categories Still all functions of the category can be activated as they will appear in the drop down panel 3 4 7 Scripting When you open the scripting editor in Delta Shell a Scripting ribbon category will appear This ribbon has the following additional options see also Figure 3 13 which are described in e ools paces Lel Python private variables Text color Insert spaces b to spa g P Z U t sett fault Run Clear cached 7 D g Local Pyt Delta Script flin
78. Wilcock Crowe transport model is a fractional surface based transport model for calcu lating bedload transport of mixed sand and gravel sediment The equations and their devel opment are described in Wilcock and Crowe 2003 The bedload transport rate of each size fraction is given by WRU Shi D 109 0 ar i ford lt 1 35 20 E D 110 24 for gt 1 35 D D 111 Tri Es De a D 112 Trm Drg Trm 0 021 0 015 exp 20F ps Pw 9D D 113 0 67 b nn WI D 114 1 exp 1 5 a 2 where D Dso of size fraction 2 D geometric mean grain size of whole grain size distribution F proportion of size fraction 2 on the bed surface E proportion of sand on the bed surface Sbi bedload transort rate of size fraction 2 Wi dimensionless bedload transport rate of size fraction 2 A the relative density of the sediment 05 Pw Pw Ta reference shear stress of grains of size D Tm reference shear stress of grains of size Da D Remarks o The Wilcock Crowe model incorporates its own hiding function so no external formula tion should be applied 154 of 160 Deltares D 4 11 D 4 12 Morphology and Sediment Transport o The roughness height used for the calculation of grain shear stress during the develop ment of the Wilcock Crowe transport model was k 2 Des This sediment transport formula does not have any input parameters that can be or need to be tuned Gaeuman et al 2009 laboratory ca
79. Z 2 004 eee 55 4 3 12 4 Cross Section ZW 2 ee ee 56 4 3 12 Cross Section a 56 4 3 12 6 Working with Shared Cross Section definitions 57 4 3 12 7 Import and export cross sections from to lt csv gt file 58 4 3 12 8 Inspect multiple cross sections in one view 59 4 3 13 General functions on network objects aoa oaoa aoa a a a 59 4 3 13 1 Esckey 2 ee a 59 4 3 13 2 Copy and paste network object 59 4 3 13 3 Add network object a a a aoa a a a a a a 59 4 3 13 4 Zoom to network object 59 4 3 13 5 Selection of multiple network objects 60 Boundary conditions e 61 4 4 1 Types of boundary conditions n aoa oa a a a a 61 4 4 2 Editing boundary conditions a 62 4 4 3 Time series for boundary conditions 63 4 4 4 Remarks on discharge boundary conditions in D Flow 1D 64 4 4 4 1 Simulation results corresponding to discharge boundary con ditions B eee one as AAA 64 4 4 4 2 Discharge waterlevel relation 65 Initial condition MP eee 66 4 5 1 Setting the initial conditions a a a a oa a a a 66 4 5 2 Initial conditions from restart 67 PON oe Bea eee ow Ew eee tee sa 69 461 MOON lt oe ss See eee es CESS eRe EEE SORES 69 4 6 2 Defining
80. a preview name branch chainage Y delta z storage Channel 404 30430107462 0 Cross Section 1 Channel 404 30430107462 22 2220297777 Cross Section 1 Channel 404 30430107462 3333333333330 Cross Section 1 Channel 404 30430107462 Cross Section 1 Channel 404 304307107462 Cross Section 1 Channel 404 30430107462 Cross Section Channel 1024931429583 Cross Section Channel 1024 931429583 CrossSection2 Channel 1024 9314209583 33 3 Cross Section Channel 1024991429583 Cross Section Channel 1024 9391429583 FE LFP TIE Cross Section Channel 1024991429583 1 Cross Section Channel 1780 270713638 CI GIGI Figure 4 33 Example importing YZ Cross Section from lt csv gt file The picture above shows the columns SOBEK 3 requires An example file can be obtained by exporting some cross sections By default cross sections with the same Name will be replaced By de selecting Import chainages the location of the original cross section can be left unchanged In that case the column can be left empty By default the option Create cross section if Name was not found in the network is activated The export of cross sections works the same way The cross sections can be exported modified outside SOBEK and then be imported again lf a Cross Section with the same name or id already exists this Cross Section is updated with the values from the imported file If a Cross Section with the same name or ID
81. a so called OpenDA application oda file is needed in which the application to be performed is specified This oda file is the top of a hierarchy of configuration files that is organized in a directory structure that is usually setup as indicated below The underlined filenames indicate the files that are related to preparing a Delta Shell model for OpenDA topDir containing e g lt main calibration config oda gt O algorithm contains the configuration file s for the calibration algorithm 0 stochObserver contains the configuration file s and measurement data for the so called stochastic observer the set of measures and the specification of their uncer tainty 0 stochModel contains the configuration file s for the so called stochastic model fac tory that specify how model instances can be created For Delta Shell models this is described in o stochModel xml describes which items can be calibrated and specifies the re lation between the measurement series and the related observation point in the model o modelConfig xml specifies the Delta Shell model the lt x dsproj gt file and the name of the model in that project and some other optional settings for repeatedly running the model For the all over structure and the content of the various files the user is referred to the doc umentation of OpenDA on www openda org The two underlined files are described in the sections below The Stochastic Model configurat
82. ame of boundary node ID 1 string IBedCond bedload or bed level boundary condition 1 integer in the range O to 5 0 no bed level constraint bed level fixed 4 2 depth specified as function of time 3 depth change specified as function of time bedload transport rate prescribed vol ume rate of bed material bedload transport rate prescribed vol ume rate of stone the Boundary block can be repeated for other boundaries For these boundary conditions you need to specify the imposed time series in the file referred to using the BcFil keyword File format described in section D 1 4 Example of a version 2 file with keywords MorphologyFileInformation FileCreatedBy Delft3D FLOW GUI Version 3 39 14 03 FileCreationDate Thu Dec 08 2005 14 47 50 FileVersion 02 00 Morphology MorFac 1 0000000e 000 Morphological scale factor MorStt 7 20e 02 min Spin up interval from TStart till start of morph changes BedUpd true Update bathymetry during flow run BcFil dmor bcm Name of morphological boundary condition file Boundary Name Node001 Boundary node ID IBedCond 4 O free none 1 fixed none 2 time series depth m 3 depth change prescribed depth change m s 4 transport incl pores prescribed transport incl pores m3 s 5 transport excl pores prescribed transport excl pores m3 s Boundary Name Node002 Boundary node ID IBedCond 0 D Remark The file for specifying bedload bed level and
83. amic and morphologi cal development a quasi steady flood period should not become a short dynamic flash flood For river applications changing the morphological factor must be associated with changing all external time varying forcings For coastal applications only the overall Deltares 157 of 160 SOBEK 8 D Flow 1D User Manual simulation time should be adjusted Note that the combination of a river like flood peak and a tidal motion will cause problems when interpreting morphological factor not equal to 1 The effect of the morphological factor is different for bed and suspended load At each time step bedload is picked up from the bed and deposited on the bed only the trans ports are increased by the morphological factor used for the time step considered How ever in case of suspended load there is a time delay between the time of erosion and the time of deposition The erosion and deposition fluxes are increased by the morpho logical factor but the suspended concentrations are not since that would influence the density effects It is possible to vary the morphological factor during a simulation to speed up relatively quiet periods more than relatively active periods Such changes in the morphological factor will not influence the mass balance of a bed or total load sim ulation since pickup and deposition are combined into one time step However in case of suspended load the entrainment and deposition may occur at time steps gover
84. an 23620 Chan 203944 Chan 33068 Chan 37792 Chan o oy o o o o oa a MAA 4 Recordiof 18 oF He RA Figure 4 53 lable and map view of the computational grid note that only waterlevel points are shown in this view To visualize the computational grid double click on lt computational grid gt in the Project win dow Figure 4 53 shows the editing window of a computational grid Note that this layer shows only the waterlevel points and not the velocity points of the computational grid In the table the Branch the chainage the gridpoint ID and the grid point type of waterlevel points are given A grid point type of zero represents a non fixed grid point one means fixed grid point To change the grid point type select a calculation points and select Fixed gridpoint in the context 80 of 160 Deltares 4 10 4 10 1 4 10 2 4 10 3 4 10 4 4 10 4 1 4 10 4 2 Module D Flow 1D All about the modeling process menu The grid point type can also be changed in the table by editing the field in the Grid point type column Fixed calculation points are not affected when the grid is redefined and are shown on the map in a different color To add Calculation points use the Add Network Location tool in the Network Coverage ribbon and click on the preferred locations in the map Model properties Introduction When a flow model in the Project window is selected in the Properties window the mod elwide setti
85. are displayed in the Module window and cannot be moved Windows can be moved independently from the Mod ule window such as the Visualisation Area window ltem from a menu title of a push button or the name of a user interface input field Upon selecting this item click or in some cases double click with the left mouse button on it a related action will be executed in most cases it will result in displaying some other sub window In case of an input field you are supposed to enter input data of the required format and in the required domain lt tutorial wave swan curvi gt Directory names filenames and path names are ex lt siu mdw gt pressed between angle brackets lt gt For the Linux and UNIX environment a forward slash is used in stead of the backward slash for PCs 27 08 1999 Data to be typed by you into the input fields are dis played between double quotes Selections of menu items option boxes etc are de scribed as such for instance select Save and go to the next window delft3d menu Commands to be typed by you are given in the font Courier New 10 points User actions are indicated with this arrow m s Units are given between square brackets when used next to the formulae Leaving them out might result in misinterpretation 1 5 Changes with respect to previous versions In this edition chapter chapter 7 Module D Flow 1D 1D2D coupled modelling to D Flow Flexible Mesh is
86. as to be set when UseMem oryClone is sei to false EnKF only EnKF only Op tional default 1 Optional default false Both directories and files can be specified as either a full path or as a path relative to the modelConfig xml file Note For EnKF the lt modelConfig xml gt file may also be named lt wrapperConfig xml gt Installing OpenDA for Delta Shell models Both the OpenDA calibration application and the OpenDA EnKF application for Delta Shell models are distributed as part of the SOBEK 3 installation Both executables lt DeltaShell OpenDaCalApplication exe gt and lt DeltaShell OpenDaEnKFApplication exe gt are available in the same lt bin gt directory as where lt DeltaShell Gui exe gt is Both applica tions can also be copied out of the zip file lt OpenDaApplication zip gt same lt bin gt directory as above See next Section on how to start the application Deltares 119 of 160 A 5 SOBEK 8 D Flow 1D User Manual Running the OpenDA application To run the application go to the directory where lt DeltaShell OpenDaCalApplication exe gt and lt DeltaShell OpenDaEnkKFApplication exe gt are and start DeltaShell OpenDaCalApplication or DeltaShell OpenDaEnKFApplication with only one argument the full path of the OpenDA application file lt oda gt see section A 1 gt DeltaShell OpenDaCalApplication exe myOdaFile oda DeltaShell OpenDaCalApplication also has an option
87. ased on the formulations provided in Soulsby 1997 References in the following text refer to this book If the wave period T is smaller than 10 s the wave period T is set to 5 s and the root mean square wave height is set to 1 cm Furthermore the wave period is limited to values larger than 1 s The root mean square wave height is limited to values smaller than 0 4 H where H is the water depth The sediment transport is set to zero in case of velocities smaller than 107 m s water depth larger than 200 m or smaller than 1 cm The root mean square orbital velocity is computed as TH Va D 77 Vr sinh kH 77 Furthermore D is defined as Soulsby 1997 p 104 AN 1 3 D 5 Des D 78 Using the critical bed shear velocity according to Van Rijn Soulsby 1997 p 176 U Pd log 4H Do9 if Dsg lt 0 5 mm 8 5D log 4H Doo if 0 5mm lt Ds lt 2mm oe larger values of Dsg lead to an error and to the halting of the program The sediment transport is split into a bedload and suspended load fraction The direction of the bedload transport is assumed to be equal to the direction of the depth averaged velocity in a 2D simulation and equal to the direction of the velocity at the reference height a see 2 in a 3D simulation Soulsby 1997 p 183 be A cat RUE D 80 Dii AMA sb UE D 81 and the suspended transport magnitude is given by the following formula this quantity is lateron converted to a r
88. ation The output is stored in coverages which are added to the model output in the Project window see also Figure 5 1 In addition States are stored for later use as Restart Of course the user has to request to Write restart in the Properties window before running the model If the network computational grid or model parameters change the output is no longer valid and is deleted Output in a model is therefore always consistent with the model Deltares 91 of 160 SOBEK 8 D Flow 1D User Manual water flow 1d 1 B Input E network bem ER computational grid 5 C Boundary Data H Node001 H 1 m Le Q Node002 Q 800 m 3 5 Lateral Data t C LateralSourcel Q 500 m s a zal Roughness E Initial conditions bm ga initial water level bm ga initial water flow state Empty bem tga inflows india ke gy wind shielding E Output Ea States toa Water level fe Water depth tg Discharge bm im Velocity bem ta Flow area t Ef Run report O Mapi Figure 5 1 Output in the Project window Simulation information The simulation information is divided in spatial and non spatial information The spatial infor mation is generated in output coverages and can be visualized in maps graphs and tables just like other output parameters such as waterlevels The non spatial information is saved in a textfile and can be found in the Project window under model output Non spatial informati
89. bility number 2 U M E ci va D 16 s 1 gDso Wer 7 A Me ES D 17 s 1 gDso Ver 4 Uz U2 D 18 in which Uz critical depth averaged velocity for initiation of motion based on a parameteri sation of the Shields curve m s UR magnitude of an equivalent depth averaged velocity computed from the velocity in the bottom computational layer assuming a logarithmic velocity profile m s Ua near bed peak orbital velocity m s in onshore direction in the direction on wave propagation based on the significant wave height Uon and Uoff used below are the high frequency near bed orbital velocities due to short waves and are computed using a modification of the method of Isobe and Horikawa 1982 This method is a parameterisation of fifth order Stokes wave theory and third order cnoidal wave theory which can be used over a wide range of wave conditions and takes into ac count the non linear effects that occur as waves propagate in shallow water Grasmeijer and Van Rijn 1998 The direction of the bedload transport vector is determined by assuming that it is composed of two parts part due to current Sbc which acts in the direction of the near bed current and Deltares 141 of 160 SOBEK 8 D Flow 1D User Manual part due to waves Sb w which acts in the direction of wave propagation These components are determined as follows S Spe gt D 19 Vl r2 2Irlcosy Sb Sbel D 20 where oF Ver i p
90. ble by a single mouse click in the Quick Access Toolbar the top most part of the application window Do this by right mouse clicking a ribbon item and selecting Add to Quick Access Toolbar Deltares 13 of 160 SOBEK 8 D Flow 1D User Manual SUCIAS O GIS Customize Quick Access Toolbar New Open 7 Save Undo KA Redo Deco a tom A Kl Show Below the Ribbon Figure 3 14 The quick access toolbar 3 5 Schematization Selecting the Network ribbon will present all icons to add network objects to the schemati zation Always start with a channel but we will come to that shortly With the Map window visualization of the network can be adjusted and map layers can be added A wms map layer can be added by selecting ES After selecting openstreetmap the map is added to the main window The zoom button the mouse scroll wheel and the pan zoom button can be used to navigate the map Panning can also be accomplished by holding down the middle mouse button and moving the mouse Tip another way to set for example OpenStreetMap as back ground is as follows right mouse click on Project in Project and select Add New Item select General and Map double click on the map press 5 on top of the Map window select openstreetmap and finally right mouse click on the map in Project and select Use as default background layer 06 0600 This way OpenStreetmap will stay as backgro
91. by a red line A reduction table can be specified optionally 46 of 160 Deltares 4 3 5 Module D Flow 1D All about the modeling process flow model 1d 1 networ StructureFeature JE switch off suctio Level m Level m 0 3 Offset in the cross section m Chainage m along route Pump001 Pump properties Capacity 1 000 m s O Positive Negative Y Offset 0 000 Pump control levels Switch on level Switch off level Suction side 3 000 m 2000 m v Delivery side 0 000 m 0 000 m Reduction table Figure 4 20 Pump editor In D Flow 1D a pump can only have one capacity and one set of switch on off levels A pump with multiple capacities and multiple switch on off levels is modelled as a composite structure see Section 4 3 6 consisting of several pumps Culvert Syphon and Inverted Syphon In order to model pipe shaped structures that connects two open channels for example a pipe underneath a road connecting two waterways D Flow 1D provides three different structure features Culvert Syphon Inverted Syphon Culvert Syphon and Inverted Syphon can be equipped with gates The discharge through a culvert is affected by the upstream and downstream invert levels its shape size and length and the material A Culvert can be added by clicking X in the Network ribbon Then click on the preferred location in the network to position the Culvert The Culvert is snapp
92. ce xmlns http www openmi org xsi schemaLocation http www openmi org http www openmi org schemas v1_4 LinkableComponent xsd Type DeltaShell 0penMIWrapper DeltaShell0penMILinkableComponent Assembly c Program Files x86 Deltares SOBEK 3 4 bin DeltaShell OpenMIWrapper dl1 gt lt Arguments gt lt Argument Key DsProjFilePath Value myDeltaShellProject dsproj gt lt Argument Key DsProjModelName Value integrated model gt lt Arguments gt lt LinkableComponent gt Example of an OpenMI 2 0 omi file lt xml version 1 0 7 gt lt LinkableComponent xmlns xsi http www w3 org 2001 XMLSchema instance xmins http www openmi org v2 0 xsi schemaLocation http www openmi org v2 0 http www openmi org schemas v2 0 LinkableComponent xsd Type DeltaShell 0penMIWrapper DeltaShell0penMILinkableComponent Deltares 123 of 160 C 3 SOBEK 3 D Flow 1D User Manual Assembly c Program Files x86 Deltares SOBEK 3 4 bin DeltaShell OpenMIWrapper dl1 gt lt Arguments gt lt Argument Key DsProjFilePath Value myDeltaShellProject dsproj gt lt Argument Key DsProjModelName Value integrated model gt lt Arguments gt lt Linkable Component gt omi file options for both OpenMI 1 4 and OpenMI 2 0 Besides of the two mandatory arguments shown in the omi files above the lt dsproj gt file path and the model name a few additional arguments can be specified lt Argument lt Arg
93. ch can be edited but the most important are StartTime Stop Time and TimeStep The parameters StartTime and StopTime define the simulation period The parameter TimeStep defines the maximum time step with which the simulation is performed Whenever and wher ever in the schematization the numerical scheme requires a smaller timestep to ensure com putational stability the program will reduce the timestep as necessary Please note that the automated reduction of timestep is only done to prevent model crashes Based on the mod elled hydrodynamic phenomena users should select appropriate space steps as well as an appropriate timestep to ensure that the hydrodynamic phenomena involved are computed with sufficient accuracy Now to follow this tutorial set the simulation period to 3 d by adjusting lt Start time gt and lt Stop time gt Set the lt Time step gt to 1 h Set output Left click on Project Flow 1D output The Properties Window now shows all possible out put options see Figure 3 25 Choose the following output parameters and set the output value on Current Grid points Water level o Reach segments Discharge o Reach segments Velocity 22 of 160 Deltares 3 12 Module D Flow 1D Getting started Simulation info Number of iterations Structures Crest level Set the rest of the parameters to None Set both output timesteps to 1 h Properties WaterFlowModell DOutputsettingsProperties Discre
94. d is shown on the left 110 of 160 Deltares 7 4 2 7 4 2 1 7 5 Module D Flow 1D 1D2D coupled modelling to D Flow Flexible Mesh Grid deletion modification and manual grid generation The grid can be deleted modified or manually created Although these use features of the RGFGRID software which are described in more detail in the manual of RGFGRID simple applications for the use in 1D2D modelling are described below The RGFGRID editor can be opened by double clicking Grid in the D Flow FM project in the project tree Grid deletion Delete the entire grid amp Operations gt Delete gt Grid o File gt Save Project o Close RGFGRID Delete one or a part of a grid Edit gt Polygons gt New Draw the polygon around the grid to be deleted Operations gt Delete gt Grid o File gt Save Project o Close RGFGRID Simulation output As shown in Figure 7 10 the 1D2D model has output on the 1D network the 2D grid and on the links in between Figure 7 10 Different output types within a 1D2D model The method to select the output on the 1D network can be found in Section 4 11 The dis charge from 2D to 1D is only available as the total sum of all links connected the selected 1D cell This is named lateral discharge from 2d to 1d The method to visualise the result on the 2D grid are described in the manual of D Flow FM On the 1D2D links only information for debug purpose is available at
95. d individually as described in Section 7 3 3 e Figure 7 5 Embankments created with automatic generation Import from GIS Embankments can be imported from GIS This is done in two phases and has some specific requirements of the imported files The import wizard can be started by browsing in the project tree to the area of the Flexible Mesh model For a default integrated model this is located within Integrated Model Region Area Right clicking area shows the import wizard At first the Flood banks are imported This is a polyline shapetile As a second step the Flood bank heights are imported These are point shapefiles with a column POINT Z in which height information is stored The points of the shapefile have to be on the exact location of the vertices of the earlier imported flood banks Merging of embankments For the automatic generation of the 2D grid it is necessary for the flood banks to be merged This can be achieved by either automatically performing the merge after the automatic gener ation Section 7 3 1 or merging banks manually afterwards This manual merge can be started by selecting two banks right clicking in the map view and selecting the option Merge floodbanks Figure 7 6 or selecting it in the ribbon Map FM Region The algorithm will find which sides of the selected lines are closest together and will merge those to a new embankment line 108 of 160 Deltares 7 3 4 7 3 5 Module D
96. direction and normal direction Soulsby 1997 eq 129 p 166 167 Dei 12 Om Ger V Om D 101 Do 12 0 95 0 19 cos 26 On Ow D 102 P Max Do Do D 1 03 2 D 12 0 199 05 sin 2 0 104 Oy I O E where e is a small constant 1 074 to prevent numerical complications From these expression are finally the actual bedload transport rates obtained V JADE ia TO Du Dv D 105 VV gA D e Dev Du D 106 The transport vector is imposed as bedload transport due to currents The following formula specific parameters have to be specified in the input files of the Transport module see Section D 1 3 calibration coefficient Aj the model index for the interaction of wave and current forces modind integer number 1 to 8 and the D50 2zo ratio x about 12 Deltares 153 of 160 D 4 9 D 4 10 SOBEK 8 D Flow 1D User Manual Ashida Michiue 1974 The transport rate is given by a generalised version of the Ashida Michiue formulation p q Sa ayas 1 64 1 et D107 where is the hiding and exposure factor for the sediment fraction considered and 0 4 SE D 108 in which q is the magnitude of the flow velocity The transport rate is imposed as bedload transport due to currents Spe The following formula specific parameters have to be specified in the input files of the Transport module see Section D 1 3 a 0e m p and q Wilcock Crowe 2003 The
97. e Section 4 9 18 of 160 Deltares Module D Flow 1D Getting started f branch already has grid points Generate new grid points 5 Use existing grid points Positions None Remove grid from branch Preferred length 1000 Special locations Cross Section 7 Lateral Sources Structure m in front and behind Minimum cell length m Figure 3 20 Computational grid editor 3 7 Boundary conditions The boundary conditions are edited by double clicking lt Boundary Data gt in the Project In the Central Map the boundary nodes are presented on the map and listed in a table Deltares 19 of 160 SOBEK 3 D Flow 1D User Manual gt ES EET R Be h Le Y N N AY pr de T E Name DataType 13 Node001 H MA levei Nodeo02 none Nee m 4 Record 1 of 2 gt pel pit bo x 4 Figure 3 21 Boundary nodes in the Central Map Right mouse clicking on one of the nodes in the table and selecting Open View opens an editor The following types of boundary conditions can be selected None H t Waterlevel time series Q t discharge time series Q h discharge waterevel table Q constant discharge H constant waterlevel Now to follow this tutorial select a constant flow of 800 m s at the start of the branch most upstream point and a constant waterlevel of 1 m at the end of the branch most downstream point as shown in Figure 3 22 Node002 Q 0m 3 s x water fl
98. e branch the values are interpo lated linearly between the locations or values are extrapolated constantly towards the nearest node The results of interpolation or extrapolation are visualized in the wind shield editor Fig ure 4 47 If no wind data friction or shielding is specified D Flow 1D assumes no influence of wind on the water flow Salt water intrusion Saltwater intrusion means the movement of a salt water wedge into an estuary following Thatcher and Harleman 1972 The term saltwater intrusion is also used for the move ment of saline water into freshwater aquifers Intrusion is a geological term used for the process of liquids into hard rock Wikipedia 2010 Salt transport in estuaries and tidal rivers can be considered as transport of conservative substance in water The transport of salt is described by the advection diffusion equation for the salt concentration or the chloride con centration In this way density differences are introduced that have to be accounted for in the momentum equation of the D Flow1D module The flow field as computed by the flow model will be used again in the advection diffusion equation of salt and so on The D Flow 1D mod ule is therefore coupled with the salt intrusion module by the density and the flow field RIZA 2005 The process of salt water intrusion can be added to the D Flow 1D model by selecting lt Flow 1D gt in the Project window and setting Use salinity in the Prope
99. e ce Word wrap Fontsize 1 var b 4 t t Shell View entat Figure 3 13 The scripting ribbon within Delta Shell Table 3 1 Functions and their descriptions within the scripting ribbon of Delta Shell Run script Executes the selected text If no text is selected then it will execute the entire script Clears all variables and loaded libraries from memory Enables Disables the debug option When enabled you can add breakpoint to the code using F9 or clicking in the mar gin and the code will stop at this point before executing the statement use F10 step over or F11 step into for a more step by step approach Clear cached variables Debugging Python variables Insert spaces tabs Tab size Save before run Create region Comment selection Convert to space indenting Convert to tab indenting Python documentation 12 of 160 Show or hide python variables like var in code comple tion Determines if spaces or tab characters are added when pressing tab Sets the number of spaces that are considered equal to a tab character Saves the changes to the file before running Creates a new region surrounding the selected text Comments out the selected text Converts all tab characters in the script to spaces The num ber of spaces is determined by Tab size Converts all x number of space characters determined by Tab size in the script to tabs Opens a link to the python website showing you the python syntax and standard
100. e table and high lighted in purple For each Cross Section the roughness sections need to be set in the cross section editor section 4 3 12 Figure 4 27 Figure 4 28 Figure 4 30 in the table Cross Section ZW values can be specified for Main Floodplain1 and Floodplain2 Fill in the Start and the End columns with Y values or Y values for Cross Sections XYZ and chose the Roughness in the drop down menu The roughness sections are visualized as blocks beneath the graphical representation of the cross section Figure 4 45 The list of roughness sections is also visible in the Project window A double click on a specific roughness section opens the roughness editor for this section Figure 4 43 with a roughness table and its graphical representation The columns Branch and Chainage in the table define the location in the network With the Add Network Location tool A from the Menu bar locations can be added to the table by a mouse click in the map These locations can be moved to a precise location by adjusting the chainage value in the table Within a branch the roughness values are interpolated between the specified network locations If no locations are specified for a branch the default value is used for the entire branch The roughness can be defined as amp constant a function of water level h a function of discharge Q Deltares 71 of 160 SOBEK 8 D Flow 1D User Manual Roughness as function of Q for
101. e001 Boundary1 456044 6797309 Y Node002 Boundary2 508949 6782621 y gt Node003 hydro node 477537 6781538 4 44 4 Record3of3 gt gt pH ti 4 Figure 4 11 Example of boundary nodes A node can belong to a single branch where it will limit the network or to more branches Figure 4 11 shows an example of two connected branches The node connecting the two Deltares 37 of 160 4 3 2 2 SOBEK 8 D Flow 1D User Manual branches is solid green The connection node works as a boundary between branches The characteristics of the branches are not interpolated across the connection node Instead the waterlevel and discharge are transfered from one branch to the next When selecting the branch the curvepoints are shown as green squares The branch direction is shown by a blue arrow Most users will use the direction of the flow The branch direction can be reversed by right clicking the branch in the map and selecting Reverse direction The table below the Central Map contains a tab with all nodes in the network Nodes can be selected in the map and in the Attribute Table Nodes are added automatically when a new branch is drawn but can also be added or removed by a right mouse click in the Central Map and selecting nsert node or Remove node Boundary nodes can not be removed Branches A branch is a line object between two nodes With a branch the course of a river channel or stream is schematised A branch always has a geo
102. ected By increasing EpsSL an increased flattening of the bottom profile occurs i e increased offshore transports o The ratio between these parameters determines the balance between onshore and off shore transport and hence the shape and slope of the cross shore bottom profile The associated response time of the cross shore morphology can be influenced by modifying the values of the two parameters but maintaining a constant ratio Increased values result in increased gross transports and consequently a reduced morphological response time and vice versa Van Rijn 1984 The Van Rijn 1984a b c sediment transport relation is a transport formula commonly used for fine sediments in situations without waves Separate expressions for bedload and suspended load are given The bedload transport rate is given by 0 053 AgD8 D23T21 for T lt 3 0 Sp D 60 0 14 AgD3 DZT for T gt 3 0 where J is a dimensionless bed shear parameter written as o MeTbe Ther Tber T D 61 It is normalised with the critical bed shear stress according to Shields 7 the term HeTpe iS the effective shear stress The formulas of the shear stresses are 1 The Pu foot D 62 0 24 fo 33 D 63 log 12h 18 log 12h Y i A D 64 5 90 where C 99 is the grain related Ch zy coefficient 12h Coso 18 log D 65 9 90 08 D 65 148 of 160 Deltares Morphology and Sediment Transport The crit
103. ections to the network A Cross Section is added in two steps First select the type of cross section by activating one of the following tools from the Network ribbon Add Cross Section YZ Add Cross Section ZW Add Cross Section XYZ Y Add Cross Section with a rectangle arch steel cunette ellipsis or trapezium profile o for a cross section with a default definition This default definition must be specified previously in the Region window as described in Section 4 3 12 6 Second add the Cross Section by clicking on the preferred network location The Cross Section object snaps to the nearest location on a branch To leave the network editing mode press Esc It is also possible to add a cross section to the network by right mouse click in the Region window on the branch and selecting Add Cross Section YZ or Add Cross Section ZW In the pop up window the chainage and Z Level shift can be specified The cross sections can now be edited by double clicking on the Cross Section object in the Central Map or in the Region window or by selecting the Cross Section in the Attribute Table below the Central Map right mouse clicking and selecting Edit This is described in more detail in the following parapraphs Deltares 53 of 160 SOBEK 8 D Flow 1D User Manual 4 3 12 2 Cross Section YZ Profile Crosssectionoo1 AZ Storage im ERES 3J 31861 4 8399 eass aon O E gt w o IN IIS IES
104. ects are included J gt 0 D 51 0 otherwise where C Ch zy coefficient as specified in input of Delft3D FLOW module hu wave height 7 5 ke wave number T wave period computed by the waves model or specified by you as T user Ur wave velocity W sediment fall velocity m s A relative density ps Pw Pw K Von K rm n constant 0 41 The following formula specific parameters have to be specified in the input files of the Trans port module see Section D 1 3 BS BD Cs Ca dummy argument re w and T user Transport in wave propagation direction Bailard approach If the Bijker formula is selected it is possible to include sediment transport in the wave direction due to wave asymmetry following the Bailard approach see Bailard 1981 and Stive 1986 For a detailed description of the implementation you are referred to Nipius 1998 Separate expressions for the wave asymmetry and bed slope components are included for both bedload and suspended load Both extra bedload and suspended load transport vectors are added to the bedload transport as computed in the previous sub section Sb Sbo EO Dhaun T asia T O budlop S De D 52 where the asymmetry components for respectively the bedload and suspended transport in wave direction are written as PCFED 2 Sua Gy pang MOP wl D 53 o PCfEs 3 Ss asymm En ps p g 1 o o w u t u t D 54 146 of 160 Deltares Morphology and Sediment T
105. ed yet OpenDA s main result file suffices EnKF Optional only EnKF Optional only Optional but recom mended to avoid too many runs on TEMP dir Optional but recommended Optional default false EnKF only Op tional default false Deltares A 4 Variable Keep1 DStateXyzFiles UseMemoryClone ModellnstancesCloneDir RunnerinstancesCloneDir NumProcessors Cleanuplnstances How to use OpenDA for Delta Shell models Table A 1 Description of XML tags E O If set to true the SOBEK 3 Flow1D state files are not deleted after the run available for debugging pur poses If set to true the model is cloned in memory instead of repeat edly copying the lt x dsproj gt file and loading the model from the lt x dsproj gt file Directory that serves as a parent di rectory for the instance directories that are created for each copy of the lt x dsproj gt file calibration or ensemble member EnKF Directory that serves as a parent di rectory for the directories that are created for running an ensemble member computations The number of runners that are available for running the ensemble members If the model instances are pro duced by copying the lt x dsproj gt file i e UseMemoryClone is false this flag indicates whether these copied lt x dsproj gt file s should be deleted or not EnKF only Op tional default false Optional default false H
106. ed to the nearest location on a branch A second way to add a culvert to the network is by right mouse click in the Region window on the branch and select select Add Culvert The culvert is added at zero chainage This can be adjusted in de Properties window By double clicking on the culvert in the Central Map or in the Region window the Culvert Editor is opened in a new tab Deltares 47 of 160 SOBEK 8 D Flow 1D User Manual flow model 1d 1 networ StructureFeature d gt x 2 4 4 Culvert001 Level m N Level m 14 16 18 20 1 6 8 10 12 Offset in the cross section m Chainage m along route Culvert001 Culvert properties Y Offset 0 000 m Length 10 000 m Geometry type Rectangle z Friction Chezy M 0 000 m 1 2 Width 1 000 m Inlet tl Height 1 000 m Level 0 500 m 1 500 m Loss coefficients 0 100 0 100 Bend loss coefficient 99 900 Flow direction 4 Positive Y Negative Figure 4 21 Culvert editor Parameters that can be specified are Length length of the culvert in m o Groundlayer roughness type and value For roughness type the options are O Ch zy C Manning Nm Strickler kn Strickler ks White and Colebrook OO O O eometry type G O Tabulated O Round a Egg O Rectangle O Ellipse O Arch O Cunette O SteelCunette In the Culvert editor it is also possible to check the Siphen box The Culvert is then treated as a syph
107. eference concentration to feed the advection diffusion equation for the suspended sediment transport as indicated in Ss Acal AssE V U v D 82 where Acal a user defined calibration factor Asp bedload multiplication factor Den H 2 As 0 005H a D 83 Y 1250 Ass suspended load multiplication factor D 9150 150 of 160 Deltares D 4 8 Morphology and Sediment Transport E a general multiplication factor 2 4 0 018 E U2 ar GU rms En Ue D 85 D where U is the total depth averaged velocity and Cp is the drag coefficient due to currents defined by 2 K a E H 2 ik where zo equals 6 mm and the Von Karman constant is set to 0 4 The bedslope correction factor is not explicitly included in this formula as it is a standard correction factor available in the online morphology module The method is intended for con ditions in which the bed is rippled The following formula specific parameters have to be specified in the input files of the Trans port module See Section D 1 3 the calibration factor A the ratio of the two characteristic grain sizes Doo D5o and the zo roughness height Soulsby The sediment transport relation has been implemented based on the formulations provided in Soulsby 1997 References in the following text refer to this book If the wave period T is smaller than 107 s the wave period T is set to 5 s and the root mean square wave height is set to 1 cm Furtherm
108. eir pump culvert and syphon bridge extra resistance retention lateral source sink observation point 0000000000 4 3 2 Nodes and branches 4 3 2 1 Nodes Nodes are the basis of any network They define the limits of branches and the network itself If a node forms the boundary of the network often a boundary conditions is set at the node Moving a node A therefore changes the length and geometry of branches The location of a node is defined by x y coordinates which can be adjusted in the Properties window of the node flow model 1d 1 network 1 ea Oe s Gravenzande L sterf ae lt n 4 i p D vem yn f i Delfgauw oe Oe oe oe oe df y 4 an yw ga 4 JN 4 74 a Naaldwijk ZA aa UE A po A a a TA y j pe lt gt CVE y Pd p Y Mi a EN a A A Ds bn e x afin S N 008 2 A A h gt FF NR Pro d 4 P rt ha he f H e q a Nieuwerkerk PN Cy CA wf aan AS y Je LA den y qlssel ros y Fr pe arc Y 5 CAN 6 OS y NAC PEUT ra RS a e A a aan he r i aa de f BR a PRE Pg A MV No Pa E nd EO ER Rotterdam Maassluis y e l a A 4 Schiedam Krimpen E Viaardingen Only Show Selected Features Branches Nodes Cross Sections Weirs Pumps Culverts Bridges Extra Resistances Lateral Sources Retentions Observation Points Id Name x Y IsBoundaryNode Nod
109. ent of the Cross Section is shown on the map Note also that the network components are shown in the Region window For now we leave the schematization as it is For a review of all the options for schematizations see Chapter 4 Deltares 17 of 160 3 6 SOBEK 8 D Flow 1D User Manual water flow 1d 1 network dbx N oh Lo e A 2 e S WE e i j 4 4 eo k gt TY ia RR O lt d A a J oI pe ax AN P o RICO NEM E WE a i ge v PA Syn as EL a lt Q K km 42 quere eni A Ce oola RS S x re Record 1of1 gt m v x lt 3 Figure 3 19 Example of the resulting schematization Generating a computational grid Once a schematization exists a computational grid can be generated The computational grid is not a part of the network but a separate layer which can be re used for or linked to other models or scenarios and redefined without influencing the network elements A computational grid is generated by a right click on lt computational grid gt in the Project and selecting Generate calculation grid locations A window pops up Figure 3 20 with a number of options which are described in more detail in Section 4 9 For now we focus on maximum length which determines the distance between calculation points Select Prefered length and set the value to 1000 meters After pressing OK the grid is generated and presented For more information on the computational grid se
110. ents and waves is taken into account using the factor Y in the following formula for mean bed shear stress during a wave cycle under combined waves and currenis Soulsby 1997 p 94 Tm Y Tw Te D 94 The formula for Y is given by Y X 1 05X 1 X D 95 where Kaon D 96 Te SE Tw and b is computed using b b b cos al alr bs b4 cos al log fw Cb D 97 and p and q are determined using similar equations In this formula equals the angle between the wave angle and the current angle and the coefficients are determined by the model index modind and tables D 8 and D 9 related to Soulsby 1997 Table 9 p 91 152 of 160 Deltares Morphology and Sediment Transport Table D 9 Overview of the coefficients used in the various regression models continued Soulsby et al 1993 0 91 0 25 0 50 1 19 0 68 0 22 0 89 0 40 0 50 1 04 0 56 0 34 0 89 2 33 2 60 1 14 0 18 0 00 1 65 1 19 0 42 0 38 1 19 0 25 Using the shear stresses given above the following two Shields parameters are computed Tw 0 mand D 98 O h SSES pgADso pgADso Furthermore D is defined as Soulsby 1997 p 104 De 5 De D 99 V with which a critical Shields parameter is computed Soulsby 1997 eq 77 p 106 0 ie 0 055 1 exp 0 02D D 100 E gt exp 0 A 1 12D d The sediment transport rates are computed using the following formulations for normalised transport in current
111. es Structure type General structure NA Geometry Cross sectional Rectangle Crest shape Longitudinal Sharp crested Crest level 5 000 m Crest width 50 000 m Y offset 25 000 m Gate Flow direction Lower edge level 6 000 m Gate opening 1 000 m 0 000 m s lax 0 000 m s Specific weir properties Coefficients Flow Reverse Upstream1 Upstream2 Crest Downstream1 Downstream2 Free gate flow 0 0 Level m 1 gt 5 2 1 Drowned gate flow 0 0 Width m 100 50 50 50 100 Free weir flow 0 0 Drowned weir flow 0 0 Contraction coefficient 0 0 7 Extra resistance 0 000 Figure 4 19 General structure editor 4 3 4 Pump To add a pump object click on in the Network ribbon Then click on the preferred location in the network to position the pump The pump is snapped to the nearest location on a branch A second way to select add a pump to the network is by right mouse click in the Region window on the branch and select select Add Pump The pump is added at zero chainage This can be adjusted in de Properties window By double clicking on the pump in the Central Map or in the Region window the pump editor is opened in a new tab The pump editor is shown in Figure 4 20 For a pump the editable parameters are o Pump capacity in m s o Pump direction positive or negative o Switch on and off levels for both the suction side and the delivery side The switch on levels are depicted by a black line in the cross section view the switch off levels
112. ess This flag is only needed when an OpenMI composition contains more than one omi file i e one than more sobekthree project In the second third omi file the flag has to be set to true To reduce the number of input and output exchange items one can semi colon separated specify groups of exchange items Currently the only group is groundwater which exposes the exchange items needed for interaction with a ground water model Must be present Must be present Optional If omitted the name specified in DsProj ModelName is taken Optional lf omitted the orig inal dsproj speci fied in DsProjFilePath will be overwritten so that project then will contain the model re sults for the performed OpenMI computation Optional Possible values grid_point reach segment grid point reach segment Optional Default false Optional Files can be specified as either a full path or as a path relative to the omi file Deltares 125 of 160 C 4 SOBEK 8 D Flow 1D User Manual Installing OpenMI for SOBEK 3 models The OpenMI wrappers are available as an additional feature in the SOBEK 3 4 installer After selecting the feature the wrapper is available at the same location as where the SOBEK 3 user interface is installed Usually this is in lt c Program Files x86 Deltares SOBEK 3 4 bin gt As shown in the omi files 126 of 160 Deltares D Morphology a
113. f the models the interface between the models becomes one of the import elements of the 1D2D modelling For a typical river simulation as also shown in Figure 7 1 the interface between both models will be the river embankments These embank ments need to be created by the modeller in the integrated model with the use of any of the methods described in Section 7 3 The embankments are used in multiple steps within the creation of a 1D2D coupled model As the boundary of the 2D model they are used in the creation of the 2D grid written in Section 7 4 Furthermore they also include a variable crest height which is used by the over topping equations to initiate the flooding and compute the overtopping discharge described in Section 7 1 2 Principle of the embankment overtopping equations The discharge from the 1D to the 2D grid is calculated as a function of the water levels of the 1D cell the 2D cell and the height of the embankment on the intersection with the 1D2D link Deltares 105 of 160 7 2 SOBEK 8 D Flow 1D User Manual qipap f Cp Cop Crest Crest geometry For the computing of the discharge weir formulations are applied Different states of the weir can be distinguished based on the water level in the 1D and the 2D domain When the water levels on both side are higher than the energy height over the embankment Cp and Cop gt Zs us 29 the weir is called a drowned or submerged weir and Equation 7 1 is applied
114. fault false O 62 DebugTime numerical parameters read more in Section 4 10 6 12 O 65 IadveciD Advection Type in 1 dimensional flow default 1 O 66 Limtyphu1D Limiter type for estimating flow area at velocity point in 1D flow default 1 O 67 MomdilutioniD Advection control volume based upon flow area or total area in 1D links default 1 4 10 6 4 Structure Inertia Damping Factor The structure equations contain an inertia term This inertia term acts as a kind of numerical damping This is done to avoid numerical oscillations in case of unsteady flow conditions The numerical parameter factor for structure dynamics is a factor applied to this inertia term As default value for 44 StructureInertiaDampingFactor 1 0 is suggested Note that for steady flow conditions the inertia term is set to zero because in this case the Structure Inertia Damping Factor is not taken into account The structure inertia damping factor is applied for the River weir the Advanced weir the Gen eral structure and the Database structure both as single structure or member of a composite Deltares 83 of 160 SOBEK 8 D Flow 1D User Manual structure In the linearization of the concerning structure equation a term OU O ot is added where 4 2 Q structure inertia damping factor U flow velocity m s and t computational time s The structure inertia damping factor can be used for avoiding instabilities during computa
115. fset inthe cross section m Chainage m along route Eridge001 Bridge properties Y Offset 50 000 m Length 30 000 m Geometry of cross sectional Flow area Tabulated chezy iT 45 000 m 251 Ground layer Enabled Jw Roughness 45 m 1f2 5 1 Thickness 0 m Allowed Flow direction e Positive e Negative Inlet loss 0 000 Outlet loss 0 000 Figure 4 24 Bridge editor By double clicking on the Bridge in the Central Map or in the Region window the bridge editor is opened in a new tab The bridge editor is shown in Figure 4 24 For a bridge the editable parameters are Geometry of the cross sectional flow area choose between O Rectangle specify the cross section geometry in a table O Tabulated specify the cross section geometry in a table Pillar fill in the fields for the width between the pillars and the shape factor Length the length of the bridge along the course of the river in m displayed in the side view Roughness Type choose between O Chezy O Manning O Strickler kp and ks 50 of 160 Deltares 4 3 8 4 3 9 Module D Flow 1D All about the modeling process O White Coolebrook o the corresponding roughness value the unit depends on the roughness type o a Ground layer roughness option o Allowed flow direction positive negative or both Inlet loss and Outlet loss Extra Resistance An Extra resistance object can be used to model sil
116. ft banks 9 Generate right banks 2 Perform automatic merge Cancel Figure 7 4 Generate embankments wizard The window shown in Figure 7 4 shows two options for the embankment generation The option Cross section based uses the available cross sections It uses the outer points of all cross sections on the channel and draws a line in between based on the geometry of the 1D channel Figure 7 5 lt also uses the Z value of the outer points as the overtopping height of the embankment This method is applicable on both ZW and YZ crosssections The former will result in symmetric banks on both sides of the channel while the latter will create asymmetric banks based on the profile and the thalweg Deltares 107 of 160 7 3 2 7 3 3 SOBEK 8 D Flow 1D User Manual The second option Constant distance to branch only uses the channel geometry and the value given by the user It creates the embankments with a constant distance to the branch resulting in a total width between the left and right embankments of double the given value Other options in the window allow for generating of the banks on only the left or right side of the channel looking in downstream direction and for the performing of an automatic merge This last feature is required when banks for multiple channels are created By defaults these are handled as individual banks By using the automatic merge they are combined The merge feature can also be use
117. g calculation points A completely new grid is generated o Use existing calculation points With this option the existing calculation points are reused for the branch where they are already present For the positioning of the calculation points the following options are available o None This option removes the grid from a branch o Prefered length This option defines the prefered distance between calculation points o Special locations Q Cross Section With this option D Flow 1D generates also a calculation point on each Cross Section the Network Branch O Lateral Sources A grid point is generated on the location of a Lateral Source As the continuity equation is computed for grid points it can be advantageous for water balance studies or water quality modeling studies to set a grid point on Lateral Source locations O Structures When a structure is present on a reach segment between calculation points the characteristics of the structure are used for the entire segment If this option is switched on D Flow 1D generates calculation points upstream and downstream a Deltares 79 of 160 SOBEK 8 D Flow 1D User Manual structure at a defined distance from the structure to restrict the characteristics of the structure to a specified region note that this distance should not be too small for stability reasons D Flow 1D spreads the calculation points uniformly over the branch If the length of the branch is not equal to multiple t
118. grated model this can be achieved by right clicking your project in the project tree and selecting the option Turn into or move to integrated model Selecting the Workflow FlowFM Flow1D will also allow the user to modify the number of iterations of the 1D2D coupling In the properties window the options Max Iterations and Max Error can be adapted Creation of embankments Different approaches have been designed for the creation of the embankments They can be automatically generated based on the existing 1D network Section 7 3 1 or they can be imported based on GIS data Section 7 3 2 After creation or import of the embankments simple changes can be done within the Deltashell editor Those changes are described in the remaining sections The embankments are stored file based and can be adjusted manually in the project folder Automatic generation The automatic generation can be started by clicking the icon Generate banks for selected channels on the ribbon Map FM Region see Figure 7 4 When starting the wizard with no channels selected it is applied on all channels of the 1D model as shown in the title of the pop up window Home View Tools Map Ej A North Arrow d o BB Legend p El ap Zoom Next E vi TA ET EN Y dm Query Features WG FM Region Decorations Tools JAR a Drs R a Zoom Previous GM Cross section based Constant distance to branch mi Y Generate le
119. gure 4 48 Addition of salt in a flow model in the Properties window When salt water intrusion processes are added to the model the Project window shows two new components Figure 4 49 Initial salinity concentration Dispersion coefficient Deltares 75 of 160 SOBEK 8 D Flow 1D User Manual Project Explorer getting started ES flow model 1d E an Input oe TE network pues E computational grid ej Boundary Data Lateral Data E Roughness gy initial water depth gg initial water flow ca wind Mga wind shielding eme Ea Initial salinity concentration a ga dispersion coefficient E 1 3 output Figure 4 49 Project window after setting Use salinity to True By double clicking lt lnitial salinity concentration gt in the Project window the initial salinity conditions editor is opened Similarly to other initial conditions a default value for initial salinity can be set in the Properties window when selecting lt Initial salinity concentration gt in the Project window To define local initial salinity concentrations add locations to the network by mouse clicking the Add Network Location A in the Network Coverage ribbon A location can now be added by a mouse click on the location in the map in the initial salinity concentration editor The location is added to the table in which the chainage and branch value can be adjusted Network locations can also be added by directly adding a new line and providi
120. hannel this might lead to unrealistic and undesired flow R water flow 1d 1 network CrossSection001 side Wien qb x route 1 0 1 2 en 3 Es w gt 6 7 8 9 10 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 5500 6000 6500 7000 7500 Chainage m along route MA route 1 m AD Show Y Structures V Cross sections Figure 4 12 Two branches with different Order number No interpolation across the con nection node To avoid this the Order number of branches is introduced Cross sections bed level and roughnesses are interpolated across a connection node when the branches have the same Order number By specifying the same Order number for branches of the main river a trib utary can be distinguished by a different Order number The characteristics of the main river will be interpolated resulting in a smooth flow This can be achieved as follows Press the Esc key Select the first branch by a left click on the map Hold the Ctrl key while selecting the next one or Hold the Shift key while selecting another branch the shortest route will be selected the selection will be high lighted o While holding the Ctrl key a left click will de select a branch Now the user can modify the Order number of all selected branches in the Properties window Deltares 39 of 160 4 3 3 4 3 3 1 SOBEK 8 D Flow 1D User Manual water Flow 1d 1 network side wien db x
121. having a horizontal bed and triangular sections having a sloping bed It is assumed that the total discharge over a free from weir is the sum of the discharge over each section where rectangular weir sections are considered as a simple weir and a triangular weir sections are considered as the half of a broad crested weir with truncated triangular control section Figure 4 18 shows a typical free from weir suitable for fish to pass the weir even at low discharge The following parameters can be adjusted in the editing window o Y Z table minumum of 2 values Allowed flow direction Positive o Allowed flow direction Negative Discharge coefficient Ce dimensionless the default value is 0 8 44 of 160 Deltares Module D Flow 1D All about the modeling process Weirl X water flow 1d 1 7 o Level m 4D Level m AD 1 1 1 1 wo N ao n W N e O e 1 1 Dd O dd ON Bb YN i H o 1 pu o 0 20 40 60 80 100 0 100 200 300 400 500 600 Offset in the cross section m Chainage m along route Weirl Weir Properties a Structure type Free form weir Universal weir v Crest shape Cross sectional Free Form Crest shape Longitudinal Crest level 5 000 m Sharp crested Crest width 100 000 m d Allowed flow direction E Y offset 0 000 Y Positive m s Lower edge level m Negative Gate opening m miss Specific weir properties Discharge Coefficient Ce 0 500 Y Z 0
122. he modeling process Import and export roughness from to csv file To export roughness definitions right mouse click in the Project window on lt Roughness gt and select Export Give a file name in the file selection window that pops up In the same way the values for a single roughness section can be exported as well Import works the same way The roughnesses can then be modified using another application and imported again Wind In channel systems with long stretches of narrow channels and or large open water surfaces shear stress induced by wind on the water surface can have an impact on the water move ment This leads to locally higher or lower waterlevels than for a situation without wind In D Flow 1D there two effects of wind can be taken into account Wind friction Wind shielding The wind friction depends on the wind direction and velocity In D Flow 1D a spatially uniform but temporarily varying wind velocity field can be applied The wind field can be edited after double clicking in the Project window on lt Flow 1D Input Initial conditions wind gt A time series can be generated by a right mouse click on lt wind gt in the Project window and choosing Generate data in series see also Figure 4 26 Wind shielding is a geometrical effect parts of a river may be in the lee and in practice feel only part of the wind or no wind at all Wind shielding is modelled in D Flow1D as a factor which determines the fractio
123. he preferred distance for example the length of the branch is 990 m and the preferred distance is 100 m D Flow 1D generates a grid which optimizes the number of calculation points and their distance as close to the preferred distance as possible in the example D Flow 1D generates calculation points with a uniform distance of 99 m instead of nine times a distance of 100 m and once a distance of 90 m With the grid generator functionality it is easy to experiment with different grids to find a suit able one which is fine enough but not too computationally expensive A grid can be consid ered to be fine enough if the simulation results do not change significantly if the grid is further refined A starting point for the distance between grid points is the width of the cross sections Keep into account that o the distance between calculation points should not be too large to ensure sufficient accu racy o the distance between calculation points should not be too small for stability and calculation time By default the smallest possible distance in the numerical scheme is set to 10 m o the distance between the calculation points may be non equidistant water flow 1d 1 x dl computational grid se Branch Chainage Mame Grid cl gt ETE gt ode Nieuwe Wake 4724 Chan 9445 Chan 14172 Chan Nieuwe Yate Nieuwe Wake Nieuwe Wate Nieuwe Wate Nieuwe Wate Nieuwe Wate Nieuwe Wate 18896 Ch
124. he user can set the Model output time step The user can specify which type s of output in Section 4 11 4 10 6 Run parameters 4 10 6 1 Simulation period and timestep The user specifies StartTime start point in time of simulation period in date format yyyy mm dd hh mm ss Default yesterday 00 00 00 h StopTime end of the simulation period in date format yyyy mm dd hh mm ss Default today 00 00 00 h amp TimeStep spatial discretization for the simulation dd hh mm ss Default O d 01 00 00 h 4 10 6 2 Restart and save State In this category the user writes and uses states to restart a simulation Use restart use the State stored in the lt Model Input Initial conditions state gt The user will have to copy or link the State from a previous model run from lt Model Output gt to lt Model Input gt O Use save state time range copy the StartTime from the saved state O Write restart write the state and store in the lt Model Output gt 4 10 6 3 Model parameters Here the following numerical parameters can be specified Some of these are explained in detail in the following sections 31 AccelerationTermFactor Factor on 1D acceleration term 22 can vary between Ot 0 0 and 1 0 default 1 0 32 AccurateVersusSpeed Accuracy factor default 3 33 CourantNumber Maximum Courant number default 1 0 82 of 160 Deltares Module D Flow 1D All about the modeling process
125. hological development and should be ignored This is made possible by use of MorStt whereby you can specify a time interval in minutes after the start time after which the morphological bottom updating will begin During the MorStt time interval all other calcula tions will proceed as normal sediment will be available for suspension for example however the effect of the sediment fluxes on the available bottom sediments will not be taken into account 156 of 160 Deltares Morphology and Sediment Transport Morphological time scale factor One of the complications inherent in carrying out morphological projections on the basis of hydrodynamic flows is that morphological developments take place on a time scale several times longer than typical flow changes for example tidal flows change significantly in a period of hours whereas the morphology of a coastline will usually take weeks months or years to change significantly One technique for approaching this problem is to use a morphological time scale factor whereby the speed of the changes in the morphology is scaled up to a rate that it begins to have a significant impact on the hydrodynamic flows This can be achieved by specifying a non unity value for the variable MorFac in the morphology input file The implementation of the morphological time scale factor is achieved by simply multiplying the erosion and deposition fluxes from the bed to the flow and vice versa by the MorFac fact
126. i Node none Nore m 4 Record 1 of 2 gt pel pile a v x 4 Figure 4 35 Boundary nodes in the Central Map Right mouse clicking on one of the nodes in the table and selecting Open View opens an editor The following types of boundary conditions can be selected None H t waterlevel time series Q t discharge time series o Q h discharge waterlevel relation table o Q constant discharge H constant waterlevel By default each Node Section 4 3 2 1 is a no flow boundary condition This means no water enters or leaves the model 62 of 160 Deltares Module D Flow 1D All about the modeling process 4 4 3 Time series for boundary conditions To generate a time series right mouse click in the Project window on the specific Boundary Node and select Generate data in series Figure 4 26 erties O x Boundary node data 4 General Boundary node name Node002 Extrapolation scheme for Q h Constant Extrapolation scheme for Q t or Hit Constant Interpolation scheme for O h Linear Interpolation scheme for Off or Hit Linear Mame Node002 HE Type WaterLevelTimeseries Interpolation scheme for QUO or Hit Interpolation scheme used along the time axis for the time dependent water flow and water level time series Properties Undo Redo Figure 4 36 Timeseries on boundary node Properties of a Timeseries can be adjusted in the Properties window o Extrapolation type for
127. ical development rate is allowed if the hydrodynamics is not significantly influenced In that case the morphological develop ment after one tidal cycle can be assumed to represent the morphological development that would in real life only have occurred after 10 tidal cycles In this example the num ber of hydrodynamic time steps required to simulate a certain period is reduced by a factor of 10 compared to a full 1 1 simulation This leads to a significant reduction in simulation time However one should note that by following this approach the order of events is changed possible conflicts may arise in combination with limited sediment availability and bed stratigraphy simulations In river applications there is no such pe riodicity as a tidal cycle For such applications the morphological factor should be interpreted as a speed up factor for morphological development without changing the order of events Effectively it means that the morphological development is simulated using a for instance 10 times larger time step than the hydrodynamics or phrased more correctly the hydrodynamics is simulated at a 10 times faster rate This means that in case of time varying boundary conditions e g river hydrograph the time scale of these forcings should be sped up a 20 day flood peak will be compressed in 2 days However one should take care that by speeding up the hydrodynamic forcings one does not substantially change the nature of the overall hydrodyn
128. ical shear stress is written according to Shields Tber Pw AJD500er D 66 in which Oer is the Shields parameter which is a function of the dimensionless particle param eter D avs D Ds 22 D 67 The suspended transport formulation reads Ds TesqhCa D 68 In which Ca is the reference concentration q depth averaged velocity h the water depth and fes is a shape factor of which only an approximate solution exists nl A oen h E h 7 Jokse ED 2 4 D 70 fi ze In Eh D 71 where is the reference level or roughness height can be interpreted as the bedload layer thickness and z the suspension number Ws Ze min 20 o D 72 KUs E mw 8 min 15 1 2 D 74 We 0 8 A 0 4 ssl E The reference concentration is written as Dan 15 DO3 Ca 0 0150 The bedload transport rate is imposed as bedload transport due to currents 5 while the computed suspended load transport rate is converted into a reference concentration equal to fesCa The following formula specific parameters have to be specified in the input files of the Transport module see Section D 1 3 calibration coefficient dummy argument reference level bedload layer thickness or roughness height m and settling velocity w m s Deltares 149 of 160 D 4 7 SOBEK 8 D Flow 1D User Manual Soulsby Van Rijn The sediment transport relation has been implemented b
129. ich Uu orbital velocity signal u averaged flow velocity due to tide undertow wind etc FacA user defined calibration coefficient for the wave asymmetry FacU user defined calibration coefficient for the averaged flow The suspended transport relation due to the bed slope according to Equation D 56 is imple mented as PCfEs Esl 5 Oz Oale e t PM MSI of as Be D 59 dd ps p g 1 w w OE where E sl user defined calibration coefficient EpsSL To activate this transport option you have to create a separate file named lt coef inp gt which contains on three separate lines the calibration coefficients FacA Fac and EpsSL The Deltares 147 of 160 D 4 6 SOBEK 8 D Flow 1D User Manual other parameters are read from the transport input file or are specified as general sediment characteristics Note the user defined FacU value is currently treated as a dummy value FacU 0 0 will always be used A validation study Nipius 1998 showed that the following coefficient settings yielded the best results for the Dutch coast FacA 0 4 FacU 0 0 EpsSL 0 11 If a relatively straight coast is considered the effect of the parameters is The wave asymmetry causes onshore directed sediment transport i e in the wave propa gation direction An increased FacA results in an increased onshore transport and hence steepening of the cross shore bottom profile The bed slope transport is in general offshore dir
130. iled description of crest For a weir with detailed description of crest the crest shape can be set in addition to the crest level and the crest width In a drop down menu the user can choose between o Broad o Sharp o Round o Triangular Figure 4 17 shows the editor In the side view the structure shape changes with the type of crest Furthermore the following energy loss properties must be specified for each flow direction Correction Submerge Reduction table reduction coefficient as a function of the head Default values are provided Deltares 43 of 160 SOBEK 8 D Flow 1D User Manual Weir001 3 E i 0 1 2 Offset inthe cross section m D 1 2 Chainage m along route weri Weir Properties Structure type Crest shape Cross sectional Rectangle 1 000 5 000 offset 2 500 Gate Crest level Crest width Lower edge level Gate opening Specific weir properties Flow Reverse 1 050 1 050 Ann on 470 Correction Suhmerne Weir with detailed description of crest River weir Crest shape Longitudinal Triangular crested g Allowed Flow direction Positive max mjs E Megative Max m s Figure 4 17 Weir with detailed description of crest editor the side view shows the shape of the crest 4 3 3 6 Free form weir Free form weirs can be defined by a Y Z profile The weir consists of rectangular sections
131. in hydraulic jump in kg m U downstream flow velocity in m s and Wo downstream structure width in m Summerdike For summerdikes the user can set the transition height 52 TransitionHeightSD default 0 5 m see also Section 4 3 12 Advanced options The user can set the following advanced parameters 41 MinimumLength Minimum branch segment length default 1 0 m 38 MaxIterations Maximum number of iterations default 8 51 NoNegativeQlatWhenThereIsNoWater Limit lateral outflow to the water available in the channel default true Volumes based on waterlevels or discharges In SOBEK there are two options for computing the volume of a calculation point or reach segment at a specific point in time viz o Volumes based on waterlevels parameter value is 0 o Volumes based on discharges parameter value is 1 If the option Volumes based on waterlevels is selected this means that the volume at each calculation point or each segment follows from the computed waterlevel and its correspond ing cross sectional cross section If the option Volumes based on discharges is selected this means that the volume at each calculation point or reach segment is the summation of its volume in the previous time step and the resulting net inflow during the computational time step In Water Quality computations especially use is made of volumes and discharges By choosing the option Volumes computed based on discharges a mo
132. ion Configuration for calibration For calibration the stochastic model configuration file lt stochModel xml gt specifies which items can be calibrated and specifies the relation between the measurement series and the related observation point in the model Typically the content of this file looks like the example below the grey lines are standard i e they will always be the same lt xml version 1 0 encoding UTF 8 gt lt blackBoxStochModel xmlns oda http www openda org xmlns xsi http www w3 org 2001 XMLSchema instance xsi schemaLocation http www openda org http www openda org schemas blackBoxStochModelConfig xsd gt lt modelFactory className org openda dotnet ModelFactoryN2J workingDirectory gt lt arg gt OpenDA DotNet OpenMI Bridge ModelFactory DeltaShell OpenDaOn0OpenMI2Wrapper DeltaShellOpenDAModelProvider lt arg gt lt modelFactory gt lt vectorSpecification gt Deltares 115 of 160 SOBEK 8 D Flow 1D User Manual lt parameters gt lt regularisationConstant gt lt stdDev value 1 transformation 1n gt lt vector id Kalkmas1_A x0 q200 Chezy gt lt vector id Kalkmas1_A x3718 q200 Chezy gt lt vector id Kalkmas1_B x0 q200 Chezy gt lt regularisationConstant gt lt regularisationConstant gt lt stdDev value 1 transformation 1n gt lt vector id Kalkmas2 x0 q200 Chezy gt lt vector id Kalkmas2 x2203 q200 Chezy gt lt vector id Grensms1 x0 q200 Chezy
133. ion the object The object is snapped to the nearest location on a branch right mouse click in the Region window on the branch and select Add object The object is added at zero chainage This can be adjusted in the Properties window Zoom to network object It is possible to zoom in to network objects by right mouse click on the object in o the Attribute Table o the Region window for Laterals in the Project window and select Zoom to feature To return to the overall view right mouse click on the network in Map window and select Zoom to extend Deltares 59 of 160 4 3 13 5 SOBEK 8 D Flow 1D User Manual Selection of multiple network objects S The simplest way is to select in the Tools ribbon and swipe the map The selection will be high lighted Another way is as follows Press the Esc key Select the first network object by a left click on the map Hold the Ctrl or Shift key while selecting the next one the selection will be high lighted o While holding the Ctrl or Shift key a left click will de select the network object Now the user can delete all or modify one of the properties in the Properties window 60 of 160 Deltares Module D Flow 1D All about the modeling process 4 4 Boundary conditions 4 4 1 Types of boundary conditions Start Page flow model 1d 1 metwork flow model Id 1 Boundary Data a A m 20 40 60 30 Node Type Node001 Q Constant Fl
134. isations as well Unnecessary use of this option might result in a longer computational time needed Parameter set for lowland rivers Three numerical parameters are specially suited for lowland rivers with strong contraction and or expansion The third is new in SOBEK3 65 IadveciD This parameter determines the way the advection term in the De Saint Venant equation is implemented default 1 O 1 Conservation of Momentum O 2 Balanced Average of Conservation of Momentum and Conservation of Energy in Contraction and Expansion O 3 Balanced Average of Conservation of Momentum and Conservation of Energy in Contraction Only O 4 Balanced Average of Conservation of Momentum and Conservation of Energy in Expansion Only O 5 Balanced Average of Conservation of Momentum and Conservation of Energy but no Contraction and Expansion Losses 66 LimtyphuiD This parameter determines the estimation of the waterlevel at the velocity points to calculate the continuity equation default 1 O 1 Upwind O 2 Central in Cross sections O 3 Central in Water levels 67 Momdilution1D Advection control volume based upon flow area or total area in 1D links default 1 O 1 Total area O 2 Flow area with account for storage sink term O 3 Flow area For lowland rivers choose 65 IadveciD 2 66 Limtyphu1D 2 67 Momdilution1D 1 86 of 160 Deltares Module D Flow 1D All about the modeling process 4 10 7 Defaul
135. l beams or other obstacles in the channel not further specified or to to adjust the water distribution in a bifurcation By clicking in the Network ribbon the user can add an Extra resistance object A double click on the Extra resistance object in the Central Map or in the Region window opens the editor with the following editable parameters Choice of two formulas to compute the extra resistance A table that defines the extra resistance parameters depending on the waterlevel For a detailed description see the Technical Reference Manual the section on the Momentum equation 1D Lateral Source A lateral source sink is a volume of water entering leaving the model at a location on a branch within a certain period of time As a sink can be interpreted as a source with a negative sign the corresponding object in D Flow 1D has been named Lateral Source To add a Lateral Source click in the Network ribbon Then click on the preferred location in the network to position the Lateral Source The object is snapped to the nearest location on a branch A second way to add a Lateral Source to the network is by right mouse click in the Region window on the branch and select select Add Lateral The Lateral Source object is added at zero chainage This can be adjusted in de Properties window Mark the difference between Lateral source on selection in the Region window and Lateral source boundary data on selection in the Project windo
136. lations developing The apparent roughness felt by the flow ka is dependent on the hydrodynamic wave current interaction model applied At this time Van Rijn s wave current interaction model is not avail able in Delft3D FLOW This means that it is not possible for a user to exactly reproduce results obtained using Van Rijn s full formulations for waves and currents 140 of 160 Deltares Morphology and Sediment Transport Adjustment of the representative diameter of suspended sediment The representative diameter of the suspended sediment De generally given by the user defined sediment diameter SEDDIA Dso of bed material multiplied by the user defined factor FACDSS see also remarks can be overruled in case the Van Rijn 1993 transport formula is selected This achieved by setting IOPSUS 1 the representative diameter of the suspended sediment will then be set to 0 64D for TO lt 1 p 2 D 1 0 015 rj 25 for 1 lt TO lt 25 D 14 Da for 25 lt T where TO is given by equation D 3 Bedload transport rate For simulations including waves the magnitude and direction of the bedload transport on a horizontal bed are calculated using an approximation method developed by Van Rijn et al 2003 The method computes the magnitude of the bedload transport as So 0 006p w0 DS MOS MP7 D 15 where Sp bedload transport kg m s M sediment mobility number due to waves and currents Me excess sediment mo
137. les from lt csv gt 33 4 2 5 Import time series from lt CSV gt noaoo 34 4 3 Network 23s one oe ene OR ESR a 36 4 3 1 Setting up a network from scratch 0 36 4 3 2 Nodes and branches eee eae 37 4 3 2 1 Nodes ee 37 dae BONCIOS sasssa esasda npa EE a RA 38 4 3 2 3 Interpolation across nodes 39 Deltares iii SOBEK 8 D Flow 1D User Manual 4 4 4 5 4 6 4 4 8 4 9 4 10 O MO eee em eee eer eee ee we eee ee es 40 4 3 3 1 Introduction 0 00 00 eee eee 40 4 3 3 2 Simple weir a cee eee eee ee eee eS ES 41 43 3 3 Gated weir 0 0 0 42 4 3 3 4 Weir with piers 2 2G 42 4 3 3 5 Weir with detailed description of crest 43 4 3 3 6 Free form weir eee 44 4 3 3 7 Generalstructure a a 45 4 3 4 Pillo on ne dn he a 46 4 3 5 Culvert Syphon and Inverted Syphon 47 4 3 6 Composite structure 2 ee ee ee ee 49 4 3 7 Bridge lt lt nas we ow ws MI wee ow ow Bs 49 4 3 8 Extra Resistance 0 wee 51 4 3 9 Lateral Source SD 51 4 3 10 Retention area e 52 4 3 11 Observation point 0 0 00002 a ee ee 53 4 3 12 Cross Section 4 Wh 53 4 3 12 1 Adding Cross Sections to the network 53 4 3 12 2 Cross Section YZ MY MP 54 4 3 12 3 Cross Section XY
138. libraries Deltares Module D Flow 1D Getting started Table 3 1 Functions and their descriptions within the scripting ribbon of Delta Shell Delta Shell documentation Description Opens a link to the Delta Shell documentation website gen erated documentation of the Delta Shell api 3 4 8 Shortcuts The shortcut keys of the scripting editor within Delta Shell are documented in Table 3 2 Table 3 2 Shortcut keys within the scripting editor of Delta Shell Enter Shift Enter X C V O 4 4 4 4 4 F9 F5 Shift F5 F10 F11 3 4 9 Quick access toolbar Run selection or entire script with no selection Run current region region where the cursor is in Cut selection Copy selection Paste selection Save script Collapse all regions Expand all regions Comment or Uncomment current selection Add selection as watch variable Highlight current selection in script press esc to cancel Add remove breakpoint In debug mode only Continue running In debug mode only when on break point Stop running In debug mode only when on breakpoint Step over current line and break on next line In debug mode only when on breakpoint Step into current line if possible otherwise go to next line In debug mode only when on breakpoint This is used to debug functions declared in the same script that have already runned Note The user can make frequently used functions availa
139. libration The Gaeuman et al sediment transport model is a modified form of the Wilcock Crowe model which uses the variance of grain size distribution on the phi scale 05 rather than the frac tion of sand on the bed surface F as a measure of the bed surface condition for use in the calculation of reference shear stress The laboratory calibration implementation of the Gaeuman et al transport model is calibrated to the experimental data used in the derivation of the Wilcock Crowe transport model The model it s derivation and calibration is described in Gaeuman et al 2009 The formulae for the calculation of S W and 7 are the same as for the Wilcock Crowe transport model Equations D 109 D 110 D 111 and D 112 but the calculation of Tym and b differs On we gD D 115 Trm c RARA RAN s Pw 0 T exp 10 102 14 14 dS P29 1 ao 1 exp 1 5 Be n D 2 gt os 7 F D 117 1 1 b D 116 where 0 and Q are user specified parameters See Section D 1 3 If the values 6 9 0 021 and ao 0 33 are specified the original relation calibrated to the Wilcock Crowe laboratory data is recovered Remark o The Gaeuman et al model incorporates its own hiding function so no external formula tion should be applied Gaeuman et al 2009 Trinity River calibration The Trinity River calibration implementation of the Gaeuman et al transport model is cali brated to observed bedload
140. lopSus 0 Suspended sediment size is Y N calculated dependent on d50 Cref 1 60e 03 kg m3 CSoil Reference density for hindered settling Sediment Name Sedimentit Name of sediment sedTyp bedload Must be sand or bedload RhoSol 2 6500000e 003 kg m3 Specific density SedDia 2 0000000e 004 m Median sediment diameter D50 CDryB 1 6000000e 003 kg m3 Dry bed density IniSedThick 0 50e 000 m Initial sediment layer thickness at bed uniform value or file name FacDSS 1 0e 0 FacDss SedDia Initial suspended sediment diameter D 1 2 Morphology input file The morphological input file contains additional information necessary for a morphodynamic run Users of D Flow 1D are familiar with two versions of the file like the lt sed gt file with or without keywords D Flow 1D uses the version with keywords Table D 3 Morphological input file with keywords Morphology MorFac morphological scale factor constant 1 real or file with time dependent values string in case of a file no text may be used after the filename MorStt time interval in minutes after the start of the simula tion after which morphological changes will be calcu lated 1 real update bed level during flow run 1 logical false or true file containing morphological boundary conditions 1 string continued on next page Deltares 129 of 160 SOBEK 8 D Flow 1D User Manual Table D 3 continued from previous page Name n
141. lse 54 DtSteady time step for quasi steady state simulation seconds default 7200 s 55 EpsMaxU a convergence criterium to determine that steady state conditions have been reached based on the velocity difference default 1 10 m s 56 Ntendcontrolsteady and 57 Ntintcontrolsteady define how often control is applied during the iterations Default values 56 Ntendcontrolsteady 200 57 Ntintcontrolsteady 20 58 Ntmaxsteady the maximum number of iterations for one quasi steady state time step default 1500 4 10 6 6 Extra resistance for general structure A default value is defined for the so called extra resistance coefficient of the General structure type both as asingle structure and as amember of astructure 49 ExtraResistanceGeneralStructure default 0 0 This default value can be overruled for each individual General structure type The so called extra resistance refers to a bed shear stress force that is accounted for in the impuls balance that is solved in case of drowned gate flow or drowned weir flow The bed shear stress force reads paL Wa Uy E A 4 3 Or Apa Wa us 4 4 84 of 160 Deltares 4 10 6 7 4 10 6 8 4 10 6 9 4 10 6 10 Module D Flow 1D All about the modeling process where a extra resistance coefficient L length of hydraulic jump behind the structure in m g acceleration due to gravity in m s C Ch zy coefficient in m s To density of water
142. mbankments 109 7 4 Grid generation ee ee ade AAA A AAA 110 7 4 1 Automatic generation based on embankments 110 7 4 2 Grid deletion modification and manual grid generation 111 7 4 2 1 Griddeletion 00 2000 eee 111 Deltares y SOBEK 8 D Flow 1D User Manual 79 AMI ION DUD Er 111 References 113 A How to use OpenDA for Delta Shell models 115 A 1 Introduction beenen ss 115 A 2 The Stochastic Model configuration ee o 115 A 2 1 Configuration for calibration 0 115 A 2 2 Configuration for Ensemble Kalman Filtering 116 A 3 The Model configuration 2 a a a 117 A 4 Installing OpenDA for Delta Shell models 119 A 5 Running the OpenDA application 120 B How to use SOBEK 3 models in Delft FEWS 121 C How to use OpenMI for SOBEK 3 D Flow 1D 123 C 1 Introduction A WWBh 123 C 2 The omifile Y DD 123 C 3 omi file options for both OpenMI 1 4 and OpenMI 2 0 124 C 4 Installing OpenMI for SOBEK3 models 126 D Morphology and Sediment Transport 127 D 1 Inputfiles coo cuicos os MAL asa 127 D 1 1 Sediment input file 2 002 000 127 D 1 2 Morphology input file Al ooo 129 D 1 3 Sediment transport input file 0 131
143. me Volume finite volume A Surface finite volume i Chezy finite volume Discharge water flow 1d z Basic Case Analysis X Subtract v initial water flow water flow ld y Branch Almelose kanaal ben Almelose kanaal ben Almelose kanaal ben Almelose kanaal ben Almelose kanaal ben E stadsgrachten Zwolle Noord stadsgrachten Zwolle Noord stadsgrachten Zwolle Noord gt stadsgrachten Zwolle Noord stadsgrachten Zwolle Midden stadsgrachten Zwolle Midden stadsgrachten Zwolle Midden stadsgrachten Zwolle Midden stadsgrachten Zwolle Midden Legend Time 1 16 2007 3 00 00 PM Discharge Subtract initial water flow ds ions Subtract 9061 Y veul uo 6ay lopay opun sansadoJd Module D Flow 1D Simulation and model output stadsgrachten Zwolle Midden m stadsgrachten Zwolle Zuid stadsgrachten Zwolle Zuid Time Navigator stadsgrachten Zwolle Zuid gt N 44 DP DDI _ stadsgrachten Zwolle Zuid 01 16 2007 14 50 46 ia ii ANEAN IE Koelwaterkanaal Delay 0 1 sec Koelwaterkanaal g Koelwaterkanaal Koelwaterkanaal Koelwaterkanaal Koelwaterkanaal Koelwaterkanaal Koelwaterkanaal Koelwaterkanaal 1 16 2007 12 0 AM pen Time Navigator Messages Data Map ESES Record 9 of 501
144. metry and hydraulic characteristics A start and end location nodes which determine the boundaries of the branch and the length Curvepoints which set the curvature geometry Dimensions cross sections A resistance hydraulic roughness In addition there can be additional branch features such as structures or lateral sources For adding branches the Network ribbon of D Flow1D provides several tools Create new branches by point and click or automatic curve points XA In this editing mode an additional branch can be connected by re using a node of the existing branch Two existing branches can be connected by drawing a new branch using the nodes of the existing branches These nodes will change to solid green Reposition an existing branch amp by adding curve points with Es moving a single curve point with amp or moving the branch as a whole from a selected curve point with A These move features can also be used for other network elements To reverse the branch direction right click the branch in the map with the mouse and select Reverse direction 38 of 160 Deltares 4 3 2 3 Module D Flow 1D All about the modeling process Interpolation across nodes By default the characteristics cross section bed level and roughness of a branch are not interpolated across a connection node Instead the waterlevel and discharge are transfered from one branch to the next In case of a single river or c
145. mple weir Weir Gated weir Orifice Weir with piers Advanced weir Weir with detailed description of crest River weir Free form weir Universal structure General structure Each type of weir has a specific shape and parameters to be set For a detailed descrip 40 of 160 Deltares 4 3 3 2 Module D Flow 1D All about the modeling process tion of the underlying mathematical model we refer intermediately to the technical reference Deltares 2012 A weir can be added to the network by clicking on d in the Network ribbon Then click on the preferred location in the network to position the weir The weir is snapped to the nearest location on a branch A second way to add a weir to the network is by right mouse click in the Region window on the branch and select select Add Weir The weir is added at zero chainage This can be adjusted in de Properties window Double clicking the weir object in the Central Map or in the Region window opens the weir editor in a new tab The editor window has the following elements o a graphical representation of the structure in side view and in cross section view o a tab with the structure lD which can be used in composite structures to switch easily between structures in the composite o structure settings Some of the structure properties can also be edited in the Properties window or the Attribute Table Simple weir The editor for a simple broad crested weir is shown in
146. n and the computational grid The different transport components can be calibrated independently by using the Bed BedW and SusW keywords in the morphology input file 142 of 160 Deltares D 4 2 D 4 3 Morphology and Sediment Transport Engelund Hansen 1967 The Engelund Hansen sediment transport relation has frequently been used in rivers and estuaries lt reads 0 05aq AS En D 29 where magnitude of flow velocity the relative density Ps Pw Pw Chezy friction coefficient calibration coefficient O 1 e QBS The transport rate is imposed as bedload transport due to currents Spe The following formula specific parameters have to be specified in the input files of the Transport module see Section D 1 3 calibration coefficient and roughness height r Remarks The Ds grain size diameter is based on the sediment fraction considered A second formula specific input parameter r is required for the Engelund Hansen formula This parameter which represents the roughness height for currents alone in m is only used to determine the C value when the Ch zy friction in the flow has not been defined Generally this parameter can thus be treated as a dummy parameter Meyer Peter Muller 1948 The Meyer Peter Muller sediment transport relation is slightly more advanced than the Engelund Hansen formula as it includes a critical shear stress for transport It reads S 8a Dzo y AgDso 100 Eber
147. n be omitted as the names are pre defined 2 Define the geometry of the roughness sections in the cross section editor section 4 3 12 Figure 4 27 Figure 4 28 Figure 4 30 3 Setthe roughness type and values in the roughness editor which is accessible by double clicking Roughness in the Project window By adding locations on the branches the roughness can be specified varying over the network as shown in Figure 4 43 A roughness section is added in the Region window by a right mouse click on ta gt ecttons roughness and choosing Add Section Type Figure 4 44 The roughness section is added to the list and can be renamed by a double mouse click on the specific roughness section or by pressing the key F2 70 of 160 Deltares Module D Flow 1D All about the modeling process Y Z Table wo Iz Taz Profile CrossSection003 b 0 0 0 0 22 222 0 0 E 33 333 10 0 2 66 667 10 0 3 rr o o a ae 100 O 0 E 5 a NS 7 8 9 10 11 0 10 20 30 40 50 60 70 80 90 100 Y m Total profile Flow profile Storage Area 0 m2 Start End Roughness bi 0 00 30 00 left bank hd 2 30 00 80 00 Main 80 00 100 00 FloodPlain2 4 Ja Record 1 of 3 oo mn a pi Figure 4 45 Cross section editor for an XYZ Cross Section with three Sections rough ness The roughness section left bank is selected in th
148. n of the total wind field actually impacting the channel The values range from 1 no shielding to 0 complete shielding Wind shielding in D Flow 1D is spatially varying but uniform in time water flow 1d 1 x dl m 200 400 500 anal _ initial water depth wind shielding 3 Branch Chainage wind Channel 0 0 Channel 1000 0 8 bk Channell 0 9 M4 4 4 Record 303 om X Figure 4 47 Wind shielding factors presented in the Central Map and the table for edit ing Deltares 73 of 160 4 8 SOBEK 8 D Flow 1D User Manual The default factor can be adjusted in the Properties window when in the Project window lt flow model 1d 1 Input Initial conditions wind shielding gt is selected The wind shielding editor Figure 4 47 opens on double clicking in the Project window on lt Flow 1D Input Initial conditions wind shielding gt Network locations can be added to the table with the help of the Add Network Location tool 45 in the Network Coverage ribbon Move the mouse to a location in the map of the wind shielding editor and left click The location is added to the table as a value pair of Branch and Chainage Adjust the value in the table if necessary Network locations can also be added by adding a new line in the table If a network location on a branch is defined the default value for wind shielding is over ruled When more network locations are added to the sam
149. n order to finish the drawing of the outer boundaries double click when placing the last point This opens a new window which requires two inputs for the setting of the support points The support points are points generated on the previously drawn outer boundary line which will be used for the triangulation of the 2D grid Support point distance This is the preferable size of the 2D grid cells on the outer bound ary of the 2D grid In most cases this should be similar to the 1D grid resolution Minimum support point distance At the embankment the support points are automatically generated based on the 1D grid In sharp bends this can result in support points very close to each other If the distance between two points is closer than the given minimum value one of the points will be removed After finishing the settings the grid generator will start The RGFGRID software will automat ically generate grids in all selected polygons e Zoom Previous Map Coordinate System Bathymetry v p Er A p a mb Zoom Next w Export As Image W Show Color Scale e y o W ia Query Features ds Query Time Senes az 0 wy Project Y nx Start Page integrated model X Support point distance m 100 0 Minimum support point distance m 20 0 ee Figure 7 9 Automatic grid generation The button is encircled in the top left the outer boundary of the grid is drawn in the map view on the right and the final window Generate gri
150. nd Sediment Transport D 1 Input files D 1 1 Sediment input file The sediment input file contains the characteristics of all sediment fractions In the record description the name of the quantities are given to simplify their reference in the formulas given in section D 3 Remark Users of D Flow 1D are familiar with two versions of the lt x sed gt file with or without keywords D Flow 1D uses the keyword based version which is described in Table D 1 Restrictions S SOBEK 3 does not yet support fixed layer modelling SOBEK3 does not yet support multiple sediment fractions graded sediment Table D 1 Sediment input file with keywords samm SedTyp type of sediment must be sand or bedload 1 string RhoSol specific density of sediment fraction kg m 1 real SedDxx xx percentile sediment diameter for sand or bedload where xx can take on values from 01 to 99 m 1 real SedMinDia minimum sediment diameter for sand or bedload m 1 real SedDia median sediment diameter for sand or bedload equivalent to SedD50 m uniform value 1 real or file lt d50 gt with spatially varying values at cell centres 1 string continued on next page Deltares 127 of 160 SOBEK3 D Flow 1D User Manual Table D 1 continued from previous page SedSg geometric standard deviation of sediment diameter for sand or bedload m 1 real SedMaxDia maximum sediment diameter for sand or bedload
151. nd a Culvert are arranged horizontally the bar below the structure icons indicates that the structures are combined to a Composite Structure The Attribute Table lists the sub structures of Weir type AY Shared Cross Section Definitions E Sections roughness A BranchO001 rte 2509 57 gl MEIO gh Weirooz c Pumpoot Ee A Culvert001 gt Catchments i AD Wastewater Treatment Plants Figure 4 23 Region window with a Composite Structure consisting of two weirs a pump and a culvert Bridge A bridge forms a resistance for water flow that depends on the cross section under the bridge and the shape of the pillars There are three types of bridges where the term in brackets corresponds to SOBEK 2 terminology o Rectangle fixed bed and soil bed bridge Deltares 49 of 160 SOBEK 8 D Flow 1D User Manual Tabulated abutment bridge Pillar pillar bridge Add a Bridge to the model network by clicking the Add Bridge tool in the Network ribbon Then click on the preferred location in the network to position the Bridge The Bridge object is snapped to the nearest location on a branch A second way to add a bridge to the network is by right mouse click in the Region window on the branch and select select Add Bridge The bridge is added at zero chainage This can be adjusted in de Properties window 14 12 a a 10 E 8 wo ET Ff o 6 4 2 o 40 20 o 20 40 60 o 5 10 15 20 25 30 35 40 Of
152. ned by different morphological factors In such cases the entrainment flux that generated a certain suspended sediment concentration will differ from the deposition flux that was caused by the settling of the same suspended sediment A change in morphological factor during a period of non zero suspended sediment concentrations will thus lead to a mass balance error in the order of the suspended sediment volume times the change in morphological factor The error may kept to a minimum by appropriately choosing the transition times 158 of 160 Deltares Deltares systems PO Box 177 T 31 0 88 335 81 88 2600 MH Delft F 31 0 88 335 81 11 Rotterdamseweg 185 2629 HD Delft sales deltaressystems nl The Netherlands www deltaressystems nl Photo s by BeeldbankVenW nl Rijkswaterstaat Joop van Houdt
153. ng branch and chainage information in the table in the initial salinity concentration editor The dispersion coefficient can be spatially uniform or spatially varying and is constant in time The dispersion coefficient can be edited similarly to the initial salinity concentration An ad vanced option is the use of the Thatcher Harleman dispersion formulation In this case a time dependant dispersion is evaluated and two tuning coefficients are important This can be activated as follows double click on lt Dispersion coefficient gt in the Project window o select Initial Dispersion View o check Use Thatcher Harleman now the following coefficients appear in stead of Dispersion Coefficient O specify F1 O specify F3 76 of 160 Deltares Module D Flow 1D All about the modeling process flow mode lddispersion coefficient a sb x Y use Thatcher Harleman Branch Chainage F1 F3 a pO hd 695 9 50 0 1 790 79 50 0 2 2166 4 50 0 3 1307 3 50 0 5 1324 3 500 0 6 484 54 500 0 7 326 56 500 0 8 913 86 500 0 9 807 61 50 0 10 729 59 500 0 11 841 63 50 0 12 420 16 50 0 13 832 88 500 0 14 1116 2 50 0 15 1354 6 500 0 16 1513 2 50 0 17 1162 7 500 0 18 1015 7 50 0 19 853 911 500 0 A 20 514 42 50 0 21 415 92 500 0 22 447 03 50 0 23 543 35 50 0 24 539 67 50 0 25 2709 2 50 0 26 2459 4 50 0 zi TUTO Ji km 10 20 30 40 44 44 4 Record 10f143 PPM E i a X Figure 4 50 The use of Thatcher Harleman dispersion form
154. ngs can be specified These settings are supplied to the calculation core at Run model The parameters are divided in different categories which are discussed below The parameters mentioned in this section are present for any D Flow 1D model Not all parame ters are elaborated here In addition there are some parameters which are only used in the Grafical User Interface General In this category the user can only set the Name of the flow model Initial conditions As initial conditions the user can specify waterlevel or water depth For both options a global value can be specified For lowland areas the waterlevel can be an appropriate option for hilly modeling areas the water depth option can be the option of choice The use of previously computed simulation results as initial condition Restart is described in Section 4 5 2 Model settings Roughness for tidal flow With regard to tidal reverse flow the user can set the following parameters Use reverse roughness default False Use reverse roughness in calculation default False Salt water intrusion With regard to salt water intrusion the user can set the following parameters UseSalinity default false UseSalinityInCalculation default false Use Thatcher Harleman default False and under buttonRun parameters Model parameters O 65 DiffusionAtBoundaries default false O 69 DispMaxFactor default 0 45 The difference between UseSalinity
155. ns in the Properties Window Map results of water level a Results of water level for three locations along the branch in Function view Chart and the corresponding Properties window Data Import window 00 2 eee a Data import window for network features ee The GIS import wizard A Example of the mappingtable 0002 02 eee Import properties window for snapping precision and saving of mapping files Setting of related tables o Example importing YZ Cross Section from lt csv gt file Selecting delimiters for a csv file a a a ee Selecting the columns of the lt csv gt file 4 Linking a Timeseries a a Example of boundary nodes e Two branches with different Order number No interpolation across the con MNE eemnes esaki Es Two branches with same Order numbers Bed level is interpolated across the connection node 1 ee Simple weir editor Gated weir editor o aooaa a a a a Weir with piers editor oaoa oaoa a a a Weir with detailed description of crest editor the side view shows the shape of MECS serana eee eee ee ee eee ee e dd a Free form weir editor a oaoa a oa a a a a a a a a General structure editor a a a a a vii SOBEK 8 D Flow 1D User Manual vill
156. numbers to access the ribbons and the ribbon contents i e operations For example ALT H will lead you to the Home ribbon Figure 3 5 Note Implementation of the hot key functionality is still work in progress Bro 2100 2 1421311415 es e y F H WY Ml 4 North Arrow SS 5 de Zoom Previous ie U a gb Legend pa El mk Zoom Next E E 15 Scale Bar W Zm O Query Features Ml FM Region Decorations Took Figure 3 5 Perform operations using the hot keys 8 of 160 Deltares 3 4 2 File Module D Flow 1D Getting started The left most ribbon is the File ribbon It has menu items comparable to most Microsoft applications Furthermore it offers users import and export functionality as well as the Help and Options dialogs as shown in Figure 3 6 and Figure 3 7 _ New zl Save Save As ES Open Ca Close t Start Page a Open Manual T License Submit Feedback Show Log O About Deltares Figure 3 6 The File ribbon 9 of 160 SOBEK 8 D Flow 1D User Manual Scripting z Show documentation page after start E Auto save project on model run Color There Real Number Format Figure 3 7 The Delta Shell options dialog 3 4 3 Home The second ribbon is the Home ribbon Figure 3 8 It harbours some general features for clipboard actions addition of items running models finding items within projects or views and help functionality File Home View T
157. oForOpenDaFilePath CalibrationValuesLogFilePath EnKFLogFilePath RequestedOutPutltemsFile RequestedOutPutltemsResultFile WorkDirectoryFlow1D WorkDirectoryRTC KeepEngineDirectories KeepStateFiles 118 of 160 Output file for providing information for OpenDA on what items can be calibrated and what observations points are available Output file for logging per model evaluation the actual values of the calibrated parameters Log file for Ensemble Kalman Fil tering File specifying which output items ie quantities at result locations should be provided by the main model i e the average model of the filtering process File to which the results mentioned above should be written Directory where the D Flow1D model engine should store it s tem porary files when running a model instance Subdirectory of one of the model instance directories see ModellnstancesCloneDir below Directory where the Real Time Control model engine should store it s temporary files when running a model instance Subdirectory of one of the model instance directo ries see ModellnstancesCloneDir below If set to true the engine s working directories mentioned above are not deleted after the run available for debugging purposes If set to true the model state files are not deleted after the run avail able for debugging purposes E Ce Optional Optional Prepared for logging but no additional logging need
158. oject window on lt Lateral Data Lateral Source gt A positive value for discharge represents water flowing into the system a negative value means water flowing out of the system It is good modeling practice to limit the lateral inflow or outflow to 10 of the channel flow Generate Data Series Argument interval settings Start of series 8 31 2011 12 00 AM Interval 00 10 00 End of series 9 1 2011 12 00 AM Component values flow Figure 4 26 Generate data series It is also possible to use a Timeseries which is available in the lt Project gt Chapter Sec tion 4 2 5 describes how a Timeseries can be imported and linked to a Lateral source Retention area By clicking El in the Network ribbon the user can add a Retention area object The Retention area parameters can be edited in the corresponding Properties window 52 of 160 Deltares 4 3 11 4 3 12 4 3 12 1 Module D Flow 1D All about the modeling process Observation point Clicking the Add Observation Point in the Network ribbon allows to add an Observation Point to the network At Observation Points the simulated o discharge o velocity o depth o waterlevel can be visualized at a smaller time step than for the calculation points see Chapter 5 Ob servation Points are often used as input locations for D RTC flow charts or they represent a gauge in the real world river system and so become a location of interest Cross Section Adding Cross S
159. on Share this definition use shared definition T level shift 0 000 Type Level shift 0 000 Profile CrossSection001 5 Slope hor 4 p 2 000 er Bottomwidth B 10 000 m 3 2 Max Flow width 20 000 m E 1 N 0 1 2 3 D Offset m Total profile Flow profile Storage Area 0 m2 Start End Roughness 10 00 Main wel 44 4 Record 1 of 1 gt gt i x Figure 4 31 Cross section editor for Trapezium In the editing window for Cross Sections these geometries can be defined Figure 4 31 shows the Cross Section editor with a trapezium cross sectional profile as example It is not possible to model storage volume with these types of cross sections Working with Shared Cross Section definitions The geometry profile and other parameters can be shared with different Cross Section ob jects in a network Modifying a Sshared Cross Section will change the definition and therefore change the cross section data of all Cross Sections that refer to the Shared Cross Section Definition Note that the level shift is not shared It is specified for each Cross Section object individually in the Cross Section editor Figure 4 32 To make an existing cross section sharable open the Cross Section editor choose use local definition and press Share this definition use local definition Share this definition use shared definition CrossSec
160. on consists of Version information of the plug ins modules used Total calculation time List of numerical parameters and the values used Smallest and largest timestep Water balance components Balance error Initial conditions o0000009 This information can be used to assess the model performance and accuracy lt can also be used to solve problems in the schematization 92 of 160 Deltares 5 2 Module D Flow 1D Simulation and model output The spatial simulation information consists of o negative depth Timestep estimation Number of iterations This information can be used to remove errors from the schematization or improve the perfor mance of the model Results in the Map By double clicking a specific output parameter in the Project window the results for that pa rameter are presented as a separate layer in the map with the network see also Figure 5 2 The map shows for all available calculation points for that parameter the value of the spe cific output parameter for a specific timestep which can be adjusted in the Time Navigator window By sliding the red bar in the Time Navigator the user can navigate through the results in time For each map there is a separate Time Navigator so that it is possible to view different timeslices of several parameters simultaneously by docking the map windows next to each other flow model 1d 1 network 1 gt x d d hb ADR 7 y A Legend A q e as AS b Water le
161. on with an On Off level The On level and the Off level are displayed in the side view of the editing window The user also has to specify a Bend loss coefficient unequal to 100 In addition the syphon may be inverted By unchecking the M Shen box but leaving the Bend loss coefficient unequal to 100 the culvert is treated as an Inverted Syphon And finally a gate can be added by checking the Ste and specifying Initial gate opening and Lower 48 of 160 Deltares 4 3 6 4 3 7 Module D Flow 1D All about the modeling process edge level Composite structure A composite structure is a combination of multiple structures of the same type or different types D Flow 1D distributes the water to the structures according to the mathematical models of the structure objects An example of a composite structure also compound structure is given in Figure 4 22 In the Region the structure objects forming together a D Flow 1D Composite Structure are summarized under StructureFeature Figure 4 23 In the Properties window of a Composite Structure the number of structure objects is displayed To create a composite structure add multiple structure objects to the same location de Ci Branches Modes Weirs Pumps Culverts Calculation ch Formula Crestyyidth Crestlevel WeirlO o Branchoot 2909 51 Simple Weir Figure 4 22 Example of a Composite Structure in the Central Map Multiple structure objects here two Weirs a Pump a
162. ools Map AA E Find in View lj Feedback of Cut E New Folder Pp Run All g Stop Current E Copy a New Item P Run Current 4 Run Script Tik Find in Project Show Log m X Delete 5 New Model q Stop All Ed About Clipboard New Run Find Help Figure 3 8 The Home ribbon 3 4 4 View The third ribbon is the View ribbon Figure 3 9 Here the user can show or hide windows Home View Tools Show hide Figure 3 9 The View ribbon 10 of 160 Deltares 3 4 5 3 4 6 Module D Flow 1D Getting started Tools The fourth ribbon is the Tools ribbon Figure 3 10 By default it contains only the Open Case Analysis View tool Some model plug ins offer the installation of extra tools that may be installed These are documented within the user documentation of those model plug ins FEEN Data Figure 3 10 The Tools ribbon Map The last ribbon is the Map ribbon Figure 3 11 Home View Tools Map North Arrow 4 Query Features w Add Profile zi m Coverage route 1 v Show Side View 4 e y 1 m i gb Legend e El me Export As Image UW A Or gt AS Network Location ia Query Time Series 1 B 15 scale Bar 7 y o vv IY EQ Decorations Tools Edit Grid Profile Network Basin Region Network Coverage Analysis Figure 3 11 The Map ribbon This will be used heavily while it harbours all Geospatial functions like Decorations for the map O North arrow O Scale bar O Legend O
163. or SOBEK 2 will differ from results of the original SOBEK RE model at nodes with discharge boundary conditions The upstream end of a side view will always show a horizontal course of the waterlevel in case of a discharge boundary condition between the two upstream grid points Fig ure 4 38 This is physically not correct in most cases Results related to Nodes with discharge boundary conditions should not be used to pro duce rating curves o The usage of Discharge Boundary Condition Nodes as exchange items in an OpenMI composition can produce unexpected results Becker and Gao 2012 Modelers experience the limitations of a discharge boundary condition as a weak point of D Flow 1D Future releases of D Flow 1D will provide an improved discharge boundary condition Discharge waterlevel relation In case of a discharge waterlevel relation rating curve Q h the discharge value is deter mined with the help of a waterlevel discharge relation table As input the waterlevel from the previous time step is used It is also possible to model a waterlevel discharge relation h Q To do so the user must specify negative discharge values in the waterlevel discharge relation table Deltares 65 of 160 4 5 4 5 1 SOBEK 8 D Flow 1D User Manual Initial conditions Setting the initial conditions water flow 1d 1 x dl S00 1000 1500 2000 initial water depth e dl Branch Chainage Wat amp Channel 0 6 k
164. or at each computational time step This allows accelerated bed level changes to be incorporated dynamically into the hydrodynamic flow calculations While the maximum morphological time scale factor that can be included in a morphodynamic model without affecting the accuracy of the model will depend on the particular situation being modelled and will remain a matter of judgement tests have shown that the computations remain stable in moderately morphologically active situations even with MorFac factors in ex cess of 1 000 We also note that setting MorFac 0 is often a convenient method of preventing both the flow depth and the quantity of sediment available at the bottom from updating if an investigation of a steady state solution is required Remarks Verify that the morphological factor that you use in your simulation is appropriate by varying it e g reducing it by a factor of 2 and verify that such changes do not affect the overall simulation results o The interpretation of the morphological factor differs for coastal and river applications For coastal applications with tidal motion the morphological variations during a tidal cy cle are often small and the hydrodynamics is not significantly affected by the bed level changes By increasing the morphological factor to for instance 10 the morphological changes during one simulated tidal cycle are increased by this factor From a hydrody namical point of view this increase in morpholog
165. or bed composition boundary conditions is described in section D 1 4 Restriction o The values of the parameters are not checked against their domains 130 of 160 Deltares Table D 4 Additional transport relations Morphology and Sediment Transport Formula Bedload Affected IFORM by Waves D 4 1 Van Rijn 1993 Bedload suspended Yes 1 D 4 2 Engelund Hansen 1967 Total transport No 1 D 4 3 Meyer Peter Muller 1948 Total transport No 2 D 4 4 General formula Total transport No 4 D 4 5 Bijker 1971 Bedload suspended Yes 5 D 4 6 Van Rijn 1984 Bedload suspended No 7 D 4 7 Soulsby Van Rijn Bedload suspended Yes 11 D 4 8 Soulsby Bedload suspended Yes 12 D 4 9 Ashida Michiue 1974 Total transport Yes 14 D 4 10 Wilcock Crowe 2003 Bedload No 16 D 4 11 Gaeuman et al 2009 labora Bedload No 17 tory calibration D 4 12 Gaeuman et al 2009 Trinity Bedload No 18 River calibration User defined Bedload suspended Yes Sediment transport input file By default the formulations of Van Rijn et al 2000 are applied for the suspended and bed load transport of non cohesive sediment In addition this feature offers a number of extra sediment transport relations for non cohesive sediment Table D 4 gives an overview of those additional formulae If you want to use one of these formulae you must create a sediment transport input file lt x tra gt The filename of the sediment input file must be specified in
166. ore the wave period is limited to values larger than 1 s The root mean square wave height is limited to values smaller than 0 4 H where H is the water depth The sediment transport is set to zero in case of velocities smaller than 107 m s water depth larger than 200 m or smaller than 1 cm The root mean square orbital velocity U and the orbital velocity U are computed as TH Or PV orp V2 D 87 Vrs VE nh kA eon For a flat non rippled bed of sand the zo roughness length is related to the grain size as Soulsby 1997 eq 25 p 48 where y is a user defined constant D zo 50 D 88 X The relative roughness is characterised using a Copla 7 a D 89 0 which is subsequently used to determine the friction factor of the rough bed according to Swart 1974 Equations D 10 and D 49 0 3 if a lt 307 Ju 0 00251 exp 14 1a7019 ita gt 307 Een Deltares 151 of 160 SOBEK 8 D Flow 1D User Manual Table D 8 Overview of the coefficients used in the various regression models Soulsby et al 1993 which corresponds to formulae 60a b of Soulsby p 77 using r a 607 where r is the relative roughness used by Soulsby The friction factor is used to compute the amplitude of the bed shear stress due to waves as 060 gu D 91 Furthermore the shear stress due to currents is computed as Te pCpU D 92 where K 2 o mm pu as defined on Soulsby 1997 p 53 55 The interaction of the curr
167. orphology and Sediment Transport Remarks Van Rijn 1993 does not require any additional parameters Only the transport formula number 1 followed by the string IFORM is required o The user defined transport formula requires a keyword based transport input file as described below o The keyword IFORM must be present in the same line as the formula number amp The file should not contain tabs Example for Engelund Hansen 1967 formula 1 IFORM 1 ENGELUND HANSEN 1 00 0 0 Example for Meyer Peter Mueller 1948 formula 2 IFORM 2 MEYER PETER MULLER 1 00 0 0 Example for Van Rijn 1993 formula This is an example of a sediment transport input file to be used with the Van Rijn 1993 formulations in which case there is no need for additional parameters The file could simply read 1 IFORM Sediment transport and morphology boundary condition file The bem file contains time series for sediment transport and morphology boundary conditions For each open boundary segment that according to the boundary characteristics given in the lt x mor gt file requires boundary data the data is given in two related blocks o A header block containing a number of compulsory and optional keywords accompanied by their values A data block containing the time dependent data Description header block Deltares 133 of 160 SOBEK 8 D Flow 1D User Manual years decades days hours minutes sec onds
168. ow 1d 1 Type Q Constant flow e Fow ns Figure 3 22 Constant water level boundary condition 20 of 160 Deltares 3 8 3 9 Module D Flow 1D Getting started Roughness Branch roughness can be defined for different parts of the cross sections defined as rough ness sections Open the Cross Section Editor to view the definition of the sections in the table underneath the graphical representation The roughness section is visualized by the block under the cross section in the graphical representation For the simple model discussed in this chapter keep a single roughness section Notice that the model wide roughness type and value can be edited in the Properties window after selecting Main under lt flow 1d input Roughness gt Figure 4 43 Press the in front of lt Roughness gt to unfold For now in this simple model the default roughness is not changed and no detailed roughness value is defined for the branch More information on setting roughness is found in Section 4 6 sl BH F project SOBEK Suite Early Preview 3 2 1 23576 an E 52 Home View Tools A Eg New Folder pp Run All jh Find in View lt Feedback New Item a Find in Project Show Log PA New Model About Clipboard Ne d Help Project Y nx Y CrossSectionl x water flow 1d 1 Q Mapi Weir1 Region ax Er amp network Te A use local definition Share this definition 38 Routes m B project EE 7 do A Shared Cross Sec
169. ow i Node002 Hit Water level time ser Node003 H Constant water level Node004 None 14 4 4 Record 1 of 4 gt ma E e 4 gt Figure 4 34 Example of a network with nodes with or without boundary conditions D Flow 1D provides different types of boundary conditions No flow no boundary condition H boundary condition waterlevel boundary condition boundary condition of the first kind Dirichlet boundary condition O H constant waterlevel O H t waterlevel as a function of time Q boundary condition discharge boundary condition boundary condition of the second kind Neumann boundary condition O Q constant discharge O Q t discharge as a function of time 0 Q h discharge waterlevel relation rating curve In D Flow1D boundary conditions are a property of a Node Section 4 3 2 1 Discharge boundary conditions can only be applied on Nodes on a single branch on the model boundary whereas waterlevel boundary conditions can be applied also on Nodes that connect multiple branches Deltares 61 of 160 SOBEK 3 D Flow 1D User Manual 4 4 2 Editing boundary conditions The boundary conditions are edited by double clicking lt Boundary Data gt in the Project In the Central Map the boundary nodes are presented on the map and listed in a table water flow 1d 1 x rs x A A R gt A gt A Name DataType 13 Node001 H Me leve
170. ransport from which the components in and 77 direction are obtained by multiplying with the cosine and sine of the wave angle 0 w and the bed slope components as PCFEd 1 3 OZp DE Se ET ET Mrs D 55 bslope 0 ps p g 1 tan p tan y el OE a Sopa lt LEE u A 0 56 PO ps p g 1 ww og and similar for the 7 direction where u t near bed velocity signal m s p density of water kg m Ps density of the sediment kg m Cf coefficient of the bottom shear stress constant value of 0 005 porosity constant value of 0 4 O natural angle of repose constant value of tan y 0 63 W sediment fall velocity m s Eb efficiency factor of bedload transport constant value of 0 10 Es efficiency factor of suspended transport constant value of 0 02 but in imple mented expression for suspended bed slope transport the second e is replaced by a user defined calibration factor see Equation D 59 These transports are determined by generating velocity signals of the orbital velocities near the bed by using the Rienecker and Fenton 1981 method see also Roelvink and Stive 1989 The short wave averaged sediment transport due to wave asymmetry Equations D 53 and D 54 is determined by using the following averaging expressions of the near bed velocity signal calibration coefficients included lu ul FacA jul 3FacUa Jal D 57 u Jul FacA jaj 4FacU u Jul D 58 in wh
171. re coherent set of volumes and discharges is obtained than in case the option Volumes computed based on waterlevels is selected Reduction of timestep on large lateral flow In case the user defines a value for Reduction of time step on large lateral inflow equal to 1 the computational time step will be reduced in such a way that the maximum lateral inflow volume is not more than the volume stored in the corresponding computational point In addition the user can define a minimum time step for the reduction of time step on large lateral inflow procedure by defining a value for the parameter minimum time step in time step reduction on large lateral flow Whether the Time step reduction on large inflow is true or false for lateral outflow always the above procedure applying the actual value for the parameter minimum time step in time step reduction on large lateral flow is used Deltares 85 of 160 4 10 6 11 4 10 6 12 SOBEK 8 D Flow 1D User Manual Use timestep reduction on structure In case the user defines a value for 48 UseTimeStepReducerStructures equal to 1 at the point in time of the wetting of the crest of a structure i e for weirs and orifices only a time step reduction will be applied during a time span equal to two times the user defined time step This functionality was implemented to avoid oscillation in specific Urban schematisations with sharp inflow hydrographs it can be applied in Rural schemat
172. reach segments the following parameters are available 000000000 Ch zy values Conveyance Discharge Flow area Froude number Hydraulic radius Subsection parameters Velocity Waterlevel gradient For structures the following parameters are available 0000000000000 Crest level Crest width Discharge Flow area Gate lower edge level Head difference Opening height Pressure difference Valve opening Velocity Waterlevel at crest Waterlevel down Waterlevel up For lateral sources the following parameters are available Discharge Waterlevel For observation points the following parameters are available Discharge Deltares 89 of 160 4 12 SOBEK 8 D Flow 1D User Manual o Velocity o Water depth o Waterlevel For retentions the following parameters are available Volume Waterlevel For simulation info the following parameters are available Negative depth Number of iterations Timestep estimation Validation As a final step in the modeling process the user can activate the validation tool by right mouse click in the Project window on lt Flow 1D gt and selecting Validate A validation report is presented in the central window Figure 4 55 This example shows the validation water flow 1d 1 water flow 1d 1 Validation Report gt lt Q water flow 1d 1 Water Flow 1D Model Network Model Data C Model settings A Model parameter setting Minum
173. roughness 0 0 2 eee ee ee ee 69 4 6 3 Import and export roughness from to csv file 73 AO oon ee Ge ee ee ee ee ee a 73 Salt water intrusion eee 74 Computational grid eee 78 Model properties eee 81 4 10 1 Introduction a en eener dd ee Se 81 4 10 2 Genera 81 4 10 3 inital conditions 2 s s s s t ema 81 4 10 4 Model settings aoa oaoa a a a A 81 Deltares Contents 4 10 4 1 Roughness for tidal flow 81 4 10 4 2 Salt water intrusion 81 4 10 5 Output parameters 0 0 00 eee ee eee es 82 4 10 6 RUN parameters ee ee 82 4 10 6 1 Simulation period andtimestep 82 4 10 6 2 Restart and save State 0 82 4 10 6 3 Model parameters 2 2 05 08 82 4 10 6 4 Structure Inertia Damping Factor 83 4 10 6 5 Quasi steady state 84 4 10 6 6 Extra resistance for general structure 84 4 10 6 7 Summerdike e 85 4 10 6 8 Advanced options 2 050048 85 4 10 6 9 Volumes based on waterlevels or discharges 85 4 10 6 10 Reduction of timestep on large lateral flow 85 4 10 6 11 Use timestep reduction on structure 86 4 10 6 12 Parameter set for lowland rivers 86 4 10 7 Default bed roughness 0 000 eee eee 87 mae
174. rties window to True Fig ure 4 48 see also Section 4 10 The property Use salt in calculation has been implemented to leave out the salt water intrusion processes in the flow simulation without losing the salt related data in the schematization When Use salt is set to False all existing salt data in the schematization is deleted after having warned the user with the help of a message box 74 of 160 Deltares Module D Flow 1D All about the modeling process Properties Water flow model 1D JA 4 General Current time Name Status 4 Initial conditions Default initial depth Default initial water level Initial conditions type 4 Model settings Use reverse roughness Use reverse roughness in calculation Use salinity Use salinity in calculation Use thatcher harleman 4 Output parameters Model output time step 4 Run parameters gt Model parameters Run model inseparate process Save state time range start time Save state time range stop time Save state time range time step interval Start time Stop time Time step Use restart Use save state time range Write restart Use salinity 2013 08 77 00 00 00 water flow 1d 1 None Depth False False True True False Od 01 00 00 ModelApiParameterPr False 0001 01 01 00 00 00 0001 01 01 00 00 00 Od 00 00 00 2015 08 27 00 00 00 2013 08 28 00 00 00 Od 01 00 00 False False False Determines whether or not the model should include salinity related data Fi
175. s have been defined in the description block all reals In case of time function equidistant the first time column should be dropped In case of time unit date the date and time should be speci fied as one string using the format yyyymmddhhmmss Remarks Maximum record length is 512 o The morphological boundary conditions will only be used at inflow boundaries The parameter name of the column should read time Example table name Boundary Section 1 contents Uniform location Node001 time function non equidistant reference time 20141217 time unit minutes interpolation linear parameter time unit min parameter transport incl pores Sedimenti unit m3 s m records in table 2 0 0000 0 000625 6 7108864e 07 0 000625 Nodal Relations Definition file The nodal relation definition file contains information about the distribution of sediment on nodal points A nodal point relation is defined for every node to which three or more branches are connected such as bifurcations By default a proportional function will be used identical to Method function with k 1 and m 0 Table D 6 Nodal relation file with keywords TableFile name of the tablefile e g table tbl NodalPointRelation Node name of the node Table If method is table define the name of the table in the TableFile to use If method is function the value of the k parameter If method is
176. sentations the table shows the selected locations and parameters for the entire simulation period see also Figure 5 6 Sideviews To view simulation results along branches a sideview can be opened First the user needs to specify a route Routes In the map with the network the user can specify a route by selecting B in the Network 38 Route ribbon A new empty route will be added rute 1 in the Network window several routes can be stored Also the button is activated By clicking in the map network locations can be added to the route The first location marks the starting point of the route each click on the map marks either an intermediate point along the route or the end point in case that network location was the last one added The route can be finalized by pressing Esc The routes can be altered by moving the network locations by pressing the move features button AAA in the Edit ribbon and moving the network locations along a route At any time new network locations can be added to a selected route by clicking on CMS SS Note that new network locations are always added to the route it is not possible to add a network location halfway It is possible to add a network location and then move the locations according to the users wishes Each route has a chainage starting from O at the starting network location Figure 5 7 shows an example with three network routes 96 of 160 Deltares Module D Flow 1D
177. ser Manual Import from personal geodatabase To import network objects from a personal geodatabase the user must activate the GIS import wizard described in the previous paragraph Here the specifics on importing from a personal geodatabases are described In case the user selects a personal geodatabase in the first screen of the GIS import wizard the user must also set the correct feature class in Table before adding the feature to the import list Some features have additional tables which have to be taken into account For example cross sections often have separate tables for the profile data Relating tables can be added by a mouse click on gl in the GIS import window The relations between the base table and a related table are set in another window an example is given in Figure 4 6 Similarly to joining of tables in ESRI ArcGIS the related tables and the matching ID column are set It is also possible to filter specific columns or values o Select related tables and foreign keys Select ID column of base table ID column Select related tables Related tables none none Figure 4 6 Setting of related tables Mark that adding features to the import list mapping snapping and import all work the same as for shapefiles Import of culvert profile data In case of an existing D Flow 1D model network GIS data for culverts can be imported The aAYAQUO standaard AZ is applied see http www aquo nl aquo lm aquo
178. sing Ballard applied to Grevelingen mouth delta Delft University of Technology Delft The Netherlands M Sc thesis in Dutch Dwarstransportmodellering m b v Bailard toegepast op de Voordelta Grevelingen monding Rienecker M M and J D Fenton 1981 A Fourier approximation method for steady water waves Journal of Fluid Mechanics 104 119 137 Rijn L C van 1984a Sediment transport Part bed load transport Journal of Hydraulic Engineering 110 10 1431 1456 Rijn L C van 1984b Sediment transport Part Il suspended load transport Journal of Hydraulic Engineering 110 11 1613 1640 Rijn L C van 1984c Sediment transport Part IIl bed form and alluvial roughness Journal of Hydraulic Engineering 110 12 1733 1754 Rijn L C van 1993 Principles of Sediment Transport in Rivers Estuaries and Coastal Seas Aqua Publications The Netherlands Rijn L C van 2001 General view on sand transport by currents and waves data analysis and engineering modelling for uniform and graded sand TRANSPOR 2000 and CROS MOR 2000 models Z2899 20 Z2099 30 Z2824 30 WL Delft Hydraulics Delft The Netherlands Rijn L C van 2003 Sediment transport by currents and waves general approximation formulae Coastal Sediments In Corpus Christi USA Rijn L C van J A Roelvink and W T Horst 2000 Approximation formulae for sand transport by currents and waves and implementation in
179. t bed roughness The factory defaults for the roughness type and value are Roughness type Default Ch zy Default roughness value Default for Ch zy 45 m 2 s The user can overrule this default value by defining the roughness locally see Section 4 6 The options for roughness types and their corresponding default values are given in table 4 1 Table 4 1 Options for roughness types and default values Roughness type Default value Unit Ch zy C 45 m 2 s Manning M 0 03 s m 3 Strickler Ks 33 m 3 s Strickler Kn 0 2 m Bos amp Bijkerk y 33 8 White amp Colebrook Kn 0 2 m 4 11 Output Before running a simulation the user can set which output is required by selecting lt output gt in the Project window under lt Flow 1D gt The Properties window then looks like Figure 4 54 Deltares 87 of 160 SOBEK 8 D Flow 1D User Manual Properties WaterFlowModell DOukpuksettingsProperties Discretization type None Cheey Finite volume None Discharge Finite volume Mone Discharge lateral sources Finite vol None Surface Finite volume None volume Finite volume None O Grid points Density None Salt concentration None Salt dispersion None Total area None Total width Mone Water depth Current Water level Current Water volume None El Lateral sources Discharge il None Water level 1 Mone El Observation points Discharge op Mone Velocity op None Water depth op None Water level op None O Output time s
180. t click a single Cross Section is added to the branch Press Esc to leave the addition mode and double click on the Cross Section in the map to open the Cross Section Editor Figure 3 16 In this chapter we only focus on YZ Cross Sections The geometry of the cross section can be specified in the table Now to follow this tutorial fill in the following values Y Z O 10 75 9 100 7 5 150 10 200 7 5 225 5 300 10 This will result in the Cross Section View given in Figure 3 16 Deltares 15 of 160 SOBEK 8 D Flow 1D User Manual water flow 1d 1 Q Mapi Y CrossSectioni x Weirl LateralSource1 Q 500 m3 s 7 use local definition Share this definition level shift YZ Table Profile CrossSection1 Rll El ET o 10 0 10 75 5 0 8 100 7 5 0 6 gt 150 10 O 4 200 7 5 0 El UE 225 5 0 300 10 0 N 2 5 4 6 8 0 p pa N Total profile Flow profile Storage Area 0 m2 Start Roughness End 44 44 4 Record1 of 1 PI b gt Pi a X Show conveyance Figure 3 16 Example of a cross section Close the Cross Section Editor and select amp to add a weir Like for the cross section move the mouse to a location on the branch and left click to add a weir to the model Leave the addition mode by pressing Esc A double click on the weir opens the weir editor Now fill in the following values property value Crest level 5m Crest width 200 m 16 of 160 Deltares Module D Flow
181. t files and working with spatially varying input The input files for spatially varying input lt d50 gt and lt x sdb gt are generally difficult if not impossible to generate outside Delta Shell To help with the setup of a morphological simulation use the lt SobekMorphology gt class The following example shows how to quickly setup morphological files for a fictitious model from SobekMorphology import MorSetup Create a Sobek morphology helper class SM MorSetup region Quick setup This region shows how to quickly setup spatially varying input for morphology By default the sediment thickness is 10 m and the mean sediment diameter is 0 014 m 102 of 160 Deltares Module D Flow 1D Morphology and Sediment Transport Change the default d50 sediment diameter of branch Channel1 to 8 mm SM branch ChannelName1 set_uniform_d50 0 08 Create input files for morphology SM create_input_files endregion 6 4 2 Dumping and dredging In reality river managers intervene in the natural system in several ways Dredging the removal of sediment from the river bed is a common channel maintenance intervention This might be coupled with subsequent dumping i e the reallocation of the dredged sediment to other parts of the river Dumping and dredging is not yet Supported in the computational core in contrast with D Flow 1D Alternatively this functionality is offered via Python scripting via the lt Sobek
182. tep Gridpoints Od 01 00 00 Structures c5 Od 01 00 00 El Reach segments Chezy values None Conveyance None Discharge Current Flow area Current Froude number None Hydraulic radius Mone Subsection parameters None velocity Current Water level gradient None El Retentions volume rt None Water level rt Mone E Simulation info Negative depth None Number of iterations Current Time step estimation None E Structures Crest level 5 Current Crest width is Mone Discharge 5 None Number of iterations Number of iterations Figure 4 54 Set output in the Properties window The list in the Properties window contains all possible parameters for which simulation results can be generated For each parameter the user can choose between the following types of output Maximum the maximum value during the output timestep Minimum the minimum value during the output timestep Average the average value during the output timestep 88 of 160 Deltares Module D Flow 1D All about the modeling process Current the values at the precise timestep In addition two output timesteps can be set o Gridpoints for gridpoints and reach segments Structures for structures lateral sources retentions and observation points The user can choose the following parameters on gridpoint locations 00000000 Water depth Waterlevel Water volume Total area Total width Density Salt concentration Salt dispersion For
183. ter explains the user interface and guide you through the modeling process resulting in your first simulation Chapter 2 Module D Flow 1D Overview gives a brief introduction on D Flow 1D Chapter 3 Module D Flow 1D Getting started gives an overview of the basic features of the D Flow 1D GUI and will guide you through the main steps to set up a D Flow 1D model Chapter 4 Module D Flow 1D All about the modeling process provides practical information on the GUI setting up a model with all its parameters including the output the user wants to inspect after the model run and finally validating the model Chapter 5 Module D Flow1D Simulation and model output discusses how to execute a model run and explains in short the visualization of results within the GUI Chapter 6 Module D Flow 1D Morphology and Sediment Transport discusses the modelling of Morphodynamic processes and sediment transport Chapter 7 Module D Flow 1D 1D2D coupled modelling to D Flow Flexible Mesh provides practical information on the GUI the lateral coupling of 1D network flow with 2D overland flow Manual version and revisions This manual applies to SOBEK 3 suite version 3 4 Deltares 1 of 160 SOBEK 8 D Flow 1D User Manual 1 4 Typographical conventions Throughout this manual the following conventions help you to distinguish between different elements of text Ca O E TT Waves Title of a window or sub window Boundaries Sub windows
184. ter flows from right to left 64 Side view of computed waterlevels 2 64 Initial conditions editing window a aoao oaoa a a eee 66 writerestart Me ee 67 output states ND o 68 use restart Md 4D ee eee 68 Roughness editor for a model of the Dutch part of the river Meuse 69 Setting of roughness sections in the Region window 70 Cross section editor for an XYZ Cross Section with three Sections 71 Function table for roughness as a function of discharge and the graphical rep resentation of the table content o 72 Wind shielding factors presented in the Central Map and the table for editing 73 Addition of salt in a flow model in the Properties window 75 Project window after setting Use salinity to True 76 The use of Thatcher Harleman dispersion formulation 77 Boundary node editor for salinity a 2 0048 78 Generate Computational Grid window 79 Table and map view of the computational grid note that only waterlevel points are shown in this view a 80 Set output in the Properties window 88 Validation Report example 2 2 ee a a 90 Output in the Project window 2 ee ee 92 Map results of discharge e 93 Layer properties editor
185. ters The default value is 10 m 42 of 160 Deltares 4 3 3 5 Module D Flow 1D All about the modeling process Design head of weir flow Ho the head for which the structure was designed The default value is 3 m Pier contraction coefficient X coefficient representing the net sill width reduction due to the presence of piers The value depends on the shape of the piers the default value is 0 01 Abutment coefficient A coefficient representing the net total flow width reduction due to the presence of abutments The value depends on the shape of the abutments default value is 0 01 flow model 1d 1 networ StructureFeature 1 0 9 0 8 0 8 0 7 0 7 0 6 0 6 E 95 gt 05 gt gt u u 0 4 0 4 0 3 0 3 0 2 0 2 0 1 0 1 0 2 1 0 pl E 2 Offset in the cross section m Chainage m along route Weird01 Weir Properties Structure type Weir with piers Advanced weir Geometry Cross sectional Rectangle Crest shape Longitudinal Sharp crested Crest level 1 000 m Crest width 5 000 m Y offset 2 500 m Flow direction Lower edge level 2 000 m Gate opening 1 000 m 0 000 m s 0 000 m s Specific weir properties Number of piers 0 Flow Reverse Upstream face P 10 000 10 000 m Design head of weir flow HO 3 000 3 000 m Pier contraction coefficient Kp 0 010 0 010 Abutment contraction coefficient Ka 0 100 0 100 Figure 4 16 Weir with piers editor Weir with deta
186. the sediment fraction considered and q 1 0 2 D 35 C ADs eee in which q is the magnitude of the flow velocity The transport rate is imposed as bedload transport due to currents Spe The following pa rameters have to be specified in the input files of the Transport module see Section D 1 3 calibration coefficient powers b and c ripple factor or efficiency factor u critical mobility parameter Oer Bijker 1971 The Bijker formula sediment transport relation is a popular formula which is often used in coastal areas It is robust and generally produces sediment transport of the right order of magnitude under the combined action of currents and waves Bedload and suspended load are treated separately The near bed sediment transport S and the suspended sediment transport S are given by the formulations in the first sub section It is possible to include sediment transport in the wave direction due to wave asymmetry and bed slope following the Bailard approach see Bailard 1981 Stive 1986 Separate expressions for the wave asymmetry and bed slope components are included S Sho Er Sh ash ai Aan ES nn e lod D 36 GEES D 37 where Spo and 5 9 are the sediment transport in flow direction as computed according to the formulations of Bijker in the first sub section and the asymmetry and bed slope components for bedload and suspended transport are defined in the second sub section Both bedload and suspended load terms
187. the sediment input file formula used for only the selected non cohesive sediment fraction using the keyword TraFrm In the former case use the Data Group Addition parameters in the FLOW GUI with keyword and value TraFrm name tra For these pre defined alternative transport relations the sediment transport input file should comply with the following specifications o The file may start with an arbitrary number of lines not containing the text IFORM o Then a line starting with sediment transport formula number IFORM and containing text IFORM Then an arbitrary number of lines starting with an asterisk may follow o Then a line starting with the number sign followed by a transport formula number optionally followed by text identifying the transport formula for the user The next lines should contain the parameter values of the transport formula coefficients one parameter value per line optionally followed by text identifying the parameter There may be an arbitrary number of blocks starting with in the file but exactly one should correspond to the transport formula number IFORM specified above An example file for transport formula 5 referred to as Bijker 1971 is provided below The following table lists the parameters to be specified in the sediment transport input file for each separate transport formula Table D 5 Transport formula parameters Unit Formula Parameter D 4 1 Van Rijn 1993 none Deltares 1
188. tion 4 10 6 5 Quasi steady state D Flow 1D can run a quasi steady state simulation mode This means D Flow 1D solves the flow equations for each time step in the simulation period repeatedly until a steady state is reached before continuing with the next time step see Becker and Prinsen 2010 Because of these iterations for small time steps the quasi steady state mode will be computational more expensive than a transient simulation In order to model for example seasonal steady states it can make sense to simulate a whole year with 4 quasi steady state time steps one time step for each season In general it makes sense to apply the quasi steady state mode if the signal i e the boundary condition plays on a time scale which is larger than the time the signal needs to reach the opposite end of the modeling area This can be the case for low flow conditions for example If the dynamics of the boundary conditions play on a smaller time scale than the boundary condition signal needs to reach the other end of the modeling area e g high water scenarios tidal waves a transient simulation should be preferred against the quasi steady state simulation Becker and Prinsen 2010 To run a simulation in quasi steady state mode set the following Model paramaters see Becker and Prinsen 2010 for details 53 ComputeSteadyState switch for quasi steady state simulation mode True for quasi steady state simulation mode default Fa
189. tion Definitions water flow 1d 1 level shift i po Input gE S id Sections roughness SP i Ed Main ia 9s ke ot dla YE EE oo MALE Nieuwe Waterweg E el pien gri Wo Iz laz Profile CrossSection1 j R LateralSourcel 20076 49 cal onean saa 0 10 0 10 H TP CrossSectionl 32107 11 iTr H Node001 H 1 m 75 5 0 My StructureFeature 40068 10 E i Q Node002 Q 0 m 3 s 8 en Weir ioi EE Lateral Data 100 7 5 0 6 Pod e O LateralSourcel O 500 m s 150 10 O 4 i R 200 7 5 D 25 5 0 z 300 10 0 E Ll N 2 i la 4 Region Chart i Pt ga wind shielding Region i G ag Output a Properties vax tE Mapl 8 pn P Roughness section 10 12 8 4 Map Y nx CEH 2l 0 50 100 150 200 250 300 Y m Total profile Flow profile Storage Area 0 m2 pr Default roughness 45 Default roughness type Chezy Interpolation Linear Start Roughness End ES Default roughness 4414 4 Record1 of 1 gt gt h a x The default roughness value Show conveyance Properties Undo Redo Map Data Messages Time Navigator Figure 3 23 Editing the roughness Initial conditions There are two basic initial conditions initial waterlevel or depth and initial water flow discharge Both can be specified The user can choose between initial waterlevel or depth by select ing the lt Flow 1D gt model in the Project window and the Initial conditions section in the Properties window
190. tion003 y al level shift 0 23 Figure 4 32 Switch between Local Cross Section definition and Shared Cross Section definition in the Cross Section editing window Now the cross section can be used at different locations in the network Shared Cross Section Definitions are listed in the Region window Note Several options are available by a right mouse click in the Region window under lt Shared Cross Section Definitions gt on a cross section Deltares 57 of 160 4 3 12 7 SOBEK 8 D Flow 1D User Manual Rename Delete Show usage lists locations where this Shared Cross Section Definition is used Set as default Now the user can add a default cross section by selecting the Add Cross Section from Shared Default Definition in the Network ribbon Quick fix Place on empty branches will place the Shared Cross Section Definition on branches which do not yet have any cross section gt ooo Import and export cross sections from to lt csv gt file Cross sections location and profile can be imported from lt csv gt files This can be done either by a right mouse click in the Project window on lt Project Flow 1D input network gt and selecting Import or by a right mouse click in the Central Map and selecting Import cross section s from csv After selecting the extcsv file the following window pops up Delimeters Tab a 7 Use first row as header Space Comma 7 Ignore empty lines Dat
191. tions Roughness Wind data Salinity Computational Grid Parameter settings Validation Output 0000000000009 4 2 Import 4 2 1 Import modeldata on lt Project gt level On the project level data from other models or full Delta Shell projects can be imported by a right mouse click in the Project window on lt Project gt and choosing Import Figure 4 1 shows the resulting pop up screen Different data types can be imported o a Project SOBEK 3 a network from a geographical information system GIS a NetCDF regular two dimensional grid a Raster File a Time series CSV a Time dependent grid O O O o a SOBEK model or network works for SOBEK RE and SOBEK 2 Deltares 2 of 160 SOBEK 8 D Flow 1D User Manual Select Type of Data Data Import IDE importer BY Model features from GIS NetCDF Regular 2D Grid wa Points from XYZ ile Project Raster File tga Time Series csv Time Dependent Grid Water Quality Hydrodynamics hyd 20 30 BR Flexible Mesh His File Flexible Mesh Map File B Flow Flexible Mesh Model A SOBEK FE SOBEK Model FE SOBEK Network Figure 4 1 Data Import window In case of importing a SOBEK model the user can choose between different options Note that the data will be stored at the Project level This implies that for example the imported network is not connected to any existing model in the Delta Shell project At a later stage the network can be linked by dragging the ne
192. tization type None Chezy finite volume None Discharge Finite volume None Discharge lateral sources Finite vol None Surface Finite volume None volume Finite volume None E Grid points Density None Salt concentration None Salt dispersion None Total area None Total width None Water depth Current Water level Current Water volume Mone El Lateral sources Discharge h None Water level 1 None E Observation points Discharge op None Velocity op None Water depth op None Water level op None E Output time step Gridpoints Od 01 00 00 Structures c s Od 01 00 00 E Reach segments Chezy values None Conveyance None Discharge Current Flow area Current Froude number None Hydraulic radius None Subsection parameters None Velocity Current Water level gradient None E Retentions volume rk None Water level rt None E Simulation info Negative depth None Mumber of iterations Current Time step estimation None E Structures Crest level 5 Current Crest width 5 None Discharge 5 None Number of iterations Number of iterations Figure 3 25 Outout options in the Properties Window Validation As a final step in the modelling process the user can activate the validation tool by right mouse click in the Project on lt Flow 1D gt and selecting Validate The validation tool checks all that is required for a model run In other words a validated model will run Deltares 23 of 160 3 13 3 14 SOBEK 8
193. to only extract a list of input parameters roughness sections and output variables discharge and water level at observation points This facilitates setting up the stochModel xml config file mentioned in section A 2 To achieve this start the executable with the following arguments DeltaShell OpenDaApplication projectPath modelName outFile Table A 2 OpenDA program arguments mens pon me projectPath The full path of the lt x dsproj gt file Must be present modelName The name of the model in the lt dsproj gt file i e Must be present the model s name in the project explorer outFile Output file that provides information for OpenDA on Optional what items can be calibrated and what observations points are available It this argument is omitted the file model info for openda txt will be written in the same directory as the lt x dsproj gt file 120 of 160 Deltares B How to use SOBEK 3 models in Delft FEWS An up to date instruction can be found here https publicwiki deltares nl display FEWSDOC How to set upta DeltaShell Ssobek 3 model in FEWS Deltares 121 0f 160 SOBEK 8 D Flow 1D User Manual 122 of 160 Deltares C How to use OpenMI for SOBEK 3 D Flow 1D C 1 Introduction SOBEK3 is a modelling system based on the newly developed Delta Shell framework in which various modules can be plugged in D RR D Flow 1D and D RTC are the most charac teristic modules for SOBEK 3 The D Flow 1D
194. twork onto the flow model 1d in the Project window 4 2 2 Import a network from another model on lt network gt level In case of an existing D Flow 1D model the network the network objects and cross sections with profile data can be imported to complete or update the model on the lt network gt level Right click on lt Project flow model 1d input network gt on an existing D Flow 1D model in the Project window Figure 4 2 shows the resulting pop up screen The following options are available SOBEK data Model features from GIS data in text files lt csv gt for three types of cross sections 28 of 160 Deltares 4 2 3 4 2 3 1 Module D Flow 1D All about the modeling process Select Type of Data Sobek EMBEK Netwed SOBEK Network import to YY SOBEK Network Ei Data Import Dell Madel features fram GIS 25 XYZ Cross sections from CSV 24 YZ Cross sections fram CSV 23 ZW Cross sections from CSV Figure 4 2 Data import window for network features By selecting the appropriate import a wizard window pops up After completing the wizard the data is imported and added to the Project window Data already existing in the D Flow 1D model is overwritten with the imported data Import a network from GIS The GIS import wizard To import a network with its objects a GIS import wizard is available The wizard can be addressed on a lt network gt level Section 4 2 2 or on a lt project gt level Section 4 2
195. ulation When salt water intrusion processes are taken into account in the D Flow 1D model salt is also added in the boundary node editor By double clicking on the specific boundary node in the Project window the boundary node editor is opened in which the user can select the option Edit salinity data Figure 4 51 shows the resulting screen The user specifies a salt concentration at the boundary either as a constant or as a function of time For salinity concentrations as a function of time a time series can be generated by adding dates to the table At tidal sea boundaries the water will be alternately flowing out of the model and into the model The Thatcher Harleman time lag defines a transition period in seconds for the boundary condition when the condition changes from low tide to high tide the model Thatcher and Harleman 1972 RIZA 2005 Deltares 77 of 160 SOBEK 8 D Flow 1D User Manual Start Page flow model 1d I network Node001 Q t Dx Edit flow data O Edit salinity data Type TimeDependent hd Thatcher Harleman time lag s 7200 Salinity concentration g kg date time yyyy MM d concentration 1999 05 16 00 00 00 0 5 1999 05 17 00 00 00 1 concentration g kg 1999 05 18 00 00 00 0 5 E 1 0 95 0 9 ii o Ls mn 2 0 8 o E 0 75 5 0 7 o 0 65 0 6 0 55 0 5 16 5 1999 0 00 16 5 1999 12 00 17 5 1999 0 00 17 5 1999 12 00 18 5 1999 date time yyyy MM dd HH mm ss 4
196. umLenath 1 is obsolete and not supported in the calculation kernel anymore Structures Computational gnd Roughness Boundary conditions Extra resistance Restart time range settings Input restart state Figure 4 55 Validation Report example report for a simple flow model where the computational grid has not yet been defined The user can simply double click to open the appropriate editor This way the report serves as a todo list The validation tool checks all that is required for a model run In other words a validated model will run 90 of 160 Deltares 5 Module D Flow 1D Simulation and model output When the schematization is complete the model is ready for a simulation A simulation is run by right mouse clicking the flow model in the Project window and selecting run model Alternatively by clicking one of the buttons in the Home ribbon pp Run All gt Run Current 4 Run During the simulation a progress bar appears and simulation messages are shown in the Messages window A logfile Run report is added to the model output in the Project window which can also be exported In this report all the schematization and simulation messages are logged During the simulation output is generated by the model Besides physical quantities related to flow such as velocity or water level also simulation information is provided which contains information on the accuracy and numerical behaviour of the simul
197. ument lt Argument lt Argument lt Argument lt Argument Key ModelId Value MyModel gt Key DsProjFilePath Value myDeltaShellProject_out dsproj gt Key SplitSpecificElementSets Value grid_point gt Key SeparateProcess Value true gt Key ModelId Value Rhine gt Key ExchangeltemGroups Value gt The are described in the table below 124 of 160 Deltares Description of Value DsProjFilePath DsProjModelName Modelld ResultingDsProjFilePath SplitSpecificElementSets SeparateProcess ExchangeltemGroups How to use OpenMI for SOBEK 3 D Flow 1D The path of the dsproj either as full path or specified relative to the omi file The name of the model in the dsproj file i e the models name in the project explorer Name identifier of the model in the OpenMI GUI Displayed in the model s box in the GUI Used for specifying the links in the OpenMI composition file opr Path for the dsproj to be saved once the OpenMI computation is fin ished The model s in this dsproj will then contain the model results for the performed OpenMI computation String s semi colon separated con taining the names of the computa tional grid elementSet s for which the output quantities also have to be exposed as individual output items Boolean indicating whether the com putational cores of the ideltashell models D Flow1D D RTC etc should be run in a separate proc
198. unction governing the sediment distribution on nodal points with two or more outflowing branches bifurcations trifurca tions and any number of inflowing branches A table file lt x tbl gt can be used for additional control over the sediment distribution at bifurcations O O The lt x sed gt and lt x mor gt files can be generated with D Flow 1D and or a regular text editor The details are described in Appendix Section D 1 Restrictions SOBEK 3 does not yet support fixed layer modelling SOBEK3 does not yet support multiple sediment fractions graded sediment Before activating a model run the files must be placed in the directory lt dsproj data gt The specific path can be specified in the Properties window see Figure 6 1 Output files The output file lt morph gr his gt will be placed in the lt x dsproj_data water_flow_1d output gt directory This file can be inspected or processed with tools that can handle lt x his gt files like ODS view or Python Scripting There are also MatLab functions freely available from the open repository Open Earth www openearth eu Scripting support Delta Shell allows the user to extend the functionality of the modelling suite via Python Script ing This applies to Morphology and Sediment Transport as well SOBEK3 since version 3 3 comes with several scripts that extend the functionality The following paragraphs show several examples Generating inpu
199. und not only while modelling the schematization but also on presenting the Calculation grid or the Output Now to follow this tutorial zoom in on the city of Rotterdam as shown in Figure 3 15 First activate an icon in the Network ribbon then click in the Central Map Flow 1D window to position the activated type of object Start with a channel Add new branch Freeform A Press and hold the left mouse button to place the starting point of the branch As long as the left mouse button is held down the branch is drawn following the movement of the mouse pointer Releasing the mouse button ends the branch Now to follow this tutorial model the river section Nieuwe Waterweg as shown in Fig ure 3 15 In this tutorial one branch is used but more branches can be added and connected in the same way see also Section 4 3 2 2 To stop adding branches press Esc Note that the order of the mouse clicks defines the normal direction i e the defined direction of the branch visualized by an arrow at the end of the branch 14 of 160 Deltares Module D Flow 1D Getting started water flow 1d 1 x SGD a A 5 A A sm DE A Ea NS Figure 3 15 Map view with open street background map and a D Flow 1D branch gener ated near the city of Rotterdam Selecting Y in the Network ribbon activates the addition mode for YZ Cross Sections When moving the mouse over the map the orange dot shows where SOBEK places the Cross Sec tion with a lef
200. vel p 2 ESAS Locations Water level i a y f e e Lexisct dam A edse a 7 o Bod E s Den Haag A q y ir SA y A i il lan i E Zoetermeer 4 pen a EN gt TES amen Hee s A T gt Rip weak A Noo or St w ET 4 y m Wi idinxveen A12 gt AE Es tdorp Ps y Y YW s o j ws Y EA gt 4 de gt gt y p Vi J ns 5 aN CA 7 A12 Ere Panack a A12 a R f Delft Noergauw Goud ve d a Naaldwijk b es A g f A20 4 p a Y CD ESAS Nn e y f A E a gt q y Nie Gerais cD nl aan en a A 7 den AK A ss gt jelle o an n sel Pv E 3 136 o E 3 92 den krij 7 E 4 704 N v E 5 489 O Ee 3 E 6273 ARS E Ridderkerk E 7057 amp map wd 75 4 E 7 841 5 JD Tussenwater Bnn YA mm ALS gt te e y gt A ronkende 8 625 A Wg MEL a b Discharge 3 l me lu 05 HG Penarikido Ambacht A ati Locations Discharge y N Helevoetskis PSpwensse g A zE a a r Y Papendrecht ruf a DR _ vi in Ha N i 7 Oud Beijerland Ja km 25 E TEI DELE e 5 1993 NA 217 WD ES Only Show Selected Features Figure 5 2 Map results of discharge For each map it is possible to add shapefiles as background map and display or hide parts of the network by de selecting the appropriate layers in the Map window The Map window can also be used to change the symbols in the map for each layer By double clicking on a layer the Layer properties editor opens
201. w Now that the Lateral Source is positioned on the network the volume of water can be defined either as constant or as a function of time or waterlevel Start Page flow model 1d 1 network Laterabbowced0l Oft Dx Type lore Flow time series y Flow m s gt date time yyyy flow m3 s 2012 07 13 00 00 00 10 _ 2012 07 13 01 00 00 11 2012 07 13 02 00 00 12 2012 07 13 03 00 00 13 2012 07 13 04 00 00 14 Bi 2012 07 13 05 00 00 15 _ 2012 07 13 06 00 00 16 _ 2012 07 13 07 00 00 17 2012 07 13 08 00 00 18 2012 07 13 09 00 00 19 2012 07 13 10 00 00 20 _ 2012 07 13 11 00 00 20 13 7 20120 00 13 7 20126 00 13 7 2012 12 00 13 7 2012 18 00 14 7 2012 mw a 4 Record 24 of 26 m m 2 v x Friday 13 July 2012 till Saturday 14 July SOYay o HH mm ss Figure 4 25 Editor for lateral source data Deltares 51 of 160 4 3 10 SOBEK 8 D Flow 1D User Manual A time series can be generated by a right mouse click in the Project window on lt Lateral Data LateralSource gt and selecting Generate data in series Figure 4 26 shows the pop up screen where Start End and Interval can be set By clicking on Generate data a table is generated with a constant discharge The user can change the discharge values by opening the editor for lateral source data Figure 4 25 This editor is evoked with a double click in the Pr
202. water flow 1d 1 E oa Input pe E network i E computational grid gt E Data E Lateral Data E 5 Roughness e Initial conditions fee inflows ER wind Ea wind shielding i gh dispersion coefficien k Loy Output pu E States bm da Water level i ga Water depth a da Discharge gt ga Velocity In ia Flow area ra TimeSeries_ cv of Figure 4 10 Linking a Timeseries 4 3 Network 4 3 1 Setting up a network from scratch To build a model schematization from scratch add a new model to the project right mouse click on lt project gt in the Project window select Add Flow 1D By double clicking on lt network gt in the model input in the Project window the network will be presented in the central map In the Network ribbon there are several buttons to add network objects like branch node cross section structure weir pump culvert bridge extra resistance retention lateral source sink 069000 36 of 160 Deltares Module D Flow 1D All about the modeling process o observation point are activated Pressing the Esc key ends the editing mode the selection tool is activated Double clicking on a network element either in the Central Map or in the Region window opens the corresponding editor in a new tab A network consists of point elements and line elements Branches are the only type of line elements but there are multiple point elements node cross section w
203. ymetry specified as input are only updated for writing to the communication file and the result files A number of additional features have been included in the morphological updating routine in order to increase the flexibility These are discussed below Morphological switch You can specify whether or not to update the calculated depths to the bed by setting the BedUpd flag in the morphology input file It may be useful to turn bottom updating off if only the initial patterns of erosion and deposition are required or an investigation of sediment transport patterns with a constant bathymetry is required Remark The use of BedUpd only affects the updating of the depth values at and velocity points the amount of sediment available in the bed will still be updated If you wish to prevent any change in both the bottom sediments and flow depths from the initial condition then this may also be achieved by either setting the morphological delay inter val MorStt to a value larger than the simulation period or by setting the morphological factor MorFac to 0 See below for a description of these two user variables Morphological delay Frequently a hydrodynamic simulation will take some time to stabilise after transitioning from the initial conditions to the dynamic boundary conditions It is likely that during this stabil isation period the patterns of erosion and accretion that take place do not accurately reflect the true morp

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