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MIKE 11

1. 005 4 415 A 1 1 Flow Channels in Halk r 0000 2022220 000 415 A 1 2 Laboratory measurements using Bur Reed 417 A 1 3 Experiments in Kimmeslev Mgllebaek 418 A 1 4 Experiments in ArnA 2 419 A 1 5 References 0 0 0 000 ee 420 Appendix B co ntee Pie ceo eee te ek bee ee oe ee Ee 421 Bil ADDIMONAL TOOLS 2 2 4 5 duin GbGw eee he KR EHR SOE ERAS 423 B 1 1 Merging pfs files oa ka hed Be eed eo ale dye BAe 2 ee kd 423 B 1 2 Converting set ups from v 3 2 andprior 424 B 1 3 Converting simulation results to text files 424 14 MIKE 11 SIMULATION EDITOR 16 MIKE 11 Models LEA 1 SIMULATION EDITOR The simulation editor serves three purposes 1 It contains the simulation and computation control parameters 2 Itis used to start the simulation 3 It provides a link between the network editor and the other Mike11 edi tors The editing of cross sections is a typical example of this link where the graphical view of the network editor is used to select cross sections from the cross section editor The linkage requires a file name to be specified for each of the required editors The file names are input on the Input Property Page of the simulation editor An alternative is to select a file from the File Menu which will recall the appropriate editor The edit menu can then be used to edit the obje
2. Transport Concentration _3 Benthic vegetation C Notransp Mass per Unit Area EEIEIEE EEEE EE N Figure 8 2 The State Variables tab For each State Variable its initial value within the model area should be specified It can be specified in one of two ways As a constant value applied to all points in the area or with local exceptions 8 3 Constants The Constants are defined as any input parameter physical constant coef ficient rate etc in the ECO Lab model which is constant in time The Constants are essentially divided into two groups e Built in Constants and e User specified Constants The built in Constants are automatically provided by the model system during execution whereas the user specified Constants have to be speci fied in the present Dialog Depending on the Spatial Variation of the Constant as defined in the ECO Lab model it can be specified as a Constant value or as local values Please note that a Constant which is defined as a built in Constant in the ECO Lab model will appear as a user defined Constant in case it is not supported by MIKE 11 WQ EcO Lab Editor 337 LAA WQ ECO Lab Editor 8 4 ixi Model definition State variables Constants Derived output Degrees per day per day per day meteriday per day per day per day a Pelagic paramenters Zooplankton death rate 2nd ord per day 10 __ Pelagic paramenters Oxygen reaeration constant pe
3. r Entrance founding r Froudenumbe Use default Yoy data a r Base coefficient Type emer i Use default IV Hadiu fi m Embankment v IAT eo Use default V Angle fa i 7 m Spur dykes r Piers Piles Use default IV Type Piers z Use default Vv Waterway blocked bp 0 2 Type Elliptical Lenath fo Eccentricity Use default IV Angle fo Skewness Angle fio Offset i J Resistance Manning M cal pp Wrncavveal Resistance value es Use default Vv Angle D Discharge coefficient m 1 M z Figure 2 35 Loss factor property page Entrance rounding Loss factor for FHWA WSPRO opening type I When use default is ticked a default loss factor table will be generated from the information entered under entrance rounding Corner type Enter the radius r for the corner rounding Wingwall type enter the width W and angle of the wingwall Angle we Spur dykes FHWA WSPRO Loss factor when spur dykes is marked in options When use default a default loss factor table will be generated For Straight spur dykes the user must enter length and offset from the bridge opening For Elliptical spur dykes the user must enter length and angle River Network Editor 71 River Network Editor Wingwall Loss factor for FHWA WSPRO opening type IV When use default a default loss factor table will be generated from the entered wingwall angle Froude numbe
4. 2 20 00 389 11 FLOOD FORECASTING EDITOR 391 11 1 Basicdefinitions 0 2 0 0 0 0 0 00 000 4 391 11 1 1 Simulation Period and Time of Forecast 391 11 1 2 SimulationMode 00 391 11 2 Forecast seasta 46 Ge wh Mle awk ae ed ek ee oe RE RS we 393 11 2 1 Forecastlength 0202 eee es 393 11 2 2 _ INGE pdating o ey 2 oe See hed ee So ete eee eas 393 Vig ss Acc racy sss lee Eke eR ERE ARES amp Sora Spe RS 393 11 2 4 Alternative Modes 004 394 11 2 5 Location of forecast stations 395 11 3 Boundary estimates 2 2 2 00 ee es 396 113 1 SOUP eee eae ee Seo ed we ee ee ee os 397 11 3 2 Editing 2 2 20 2 0 000 0 0000 4 398 11 3 3 Boundary data manipulation 398 13 Ss 11 3 4 Storing of Estimated boundaries 401 11 4 Update specifications o oo o 402 11 4 1 Comparison aoaaa aa 0 0000022 eee eee 403 11 4 2 Correction oaoa 0 000002 eee 404 11 4 3 Parameters aaa aa 00000000 eee eee 405 11 5 Rating curves aleve fon Se eh RE a 405 Batch Simulation Editor Laaa aaa 407 12 BATCH SIMULATION EDITOR 00000200 eee eee 409 12 1 Setting up a Batch Simulation 409 Appendix A 662542454504 46 b6 2B HGR e ES ERA SAGER Ow oA 413 A 1 FLOW RESISTANCE AND VEGETATION
5. Figure 5 6 NAM Ground Water 208 MIKE 11 The NAM Rainfall runoff model LAA Extended Ground Water Component Ratio of ground water catchment to topographical surface water catchment area Carea Describes the ratio of the ground water catchment area to the topographi cal catchment area specified under Catchments Local geological condi tion may cause part of the infiltrating water to drain to another catchment This loss of water is described by a Carea less than one Usual value 1 0 Specific yield for the ground water storage Sy Should be kept at the default value except for the special cases where the ground water level is used for NAM calibration This may be required in riparian areas for example where the outflow of ground water strongly influences the seasonal variation of the levels in the surrounding rivers Simulation of ground water level variation requires a values of the specific yield Sy and of the ground water outflow level GWLBFO which may vary in time The value of Sy depends on the soil type and may often be assessed from hydro geological data e g test pumping Typically values of 0 01 0 10 for clay and 0 10 0 30 for sand are used Maximum ground water depth causing baseflow GWLBFO0 Represents the distance in metres between the average catchment surface level and the minimum water level in the river This parameter should be kept at the default value except for the special cases where
6. 102 MIKE 11 Tabular view Structures LAA The cross sectional area is set to a large finite value It is only used when calculating the inflow headloss into the breach It may be practical to locate the dambreak structure on a separate branch containing only three calculation points as shown in Figure 2 55 SPILLWAY BRANCH SPILLWAY STRUCTURE E j zO RESERVOIR DAMBREAK STRUCTURE RESERVOIR BRANCH RIVER BRANCH Figure 2 55 Typical setup for dambreak simulation The dam At the Q point where the dambreak structure is located the momentum equation is replaced by an equation which describes the flow through the structure This may be either critical or sub critical A check on the energy levels at the structure and at the next downstream h point is first carried out to determine which description is applicable Refer to the MIKE 11 HD Reference Manual Dambreak Section As the momentum equation is not used at the QO point the AX step used between the adjoining h points is of no consequence The maximum AY step should however be greater than the difference between given chain ages to prevent the insertion of interpolated cross sections Spillways and other structures If a spillway is added to the dam itself it could be described as a separate branch see Figure 2 55 At the node where the two branches meet the surface flooded area is taken as the sum of the individual flooded areas spec
7. Left levee bank Right levee bank Left low flow bank Right low flow bank Thalweg Vegetation zone An alignment line must belong to a branch in order to be taken into account Only one alignment line of each type can belong to a branch However with the exception that any number of vegetation zones can be belong to a branch User Interface Figure 2 14 shows the property page for alignment lines Each alignment line is shown as a row in the overview in the bottom of the dialog and the x and y coordinates of the points along the actual line the line in the row being high lighted in the overview is shown in the details in the top of the dialog River Network Editor 45 River Network Editor m Details 2509 15751 2967 03297 8 311355311 a 3205 12821 40 3260 07326 140 3333 33333 3406 59341 Overview 3 2307 69231 5 _ 2673 99267 7069 j6 2802 1978 Line type Left low flow bank z 7545 786755 7454 21245 7344 32234 6739 392674 648351648 6300 3663 6098 9011 5897 4359 5695 9707 547619048 gt Connect to branch a Jalil Left low flow bank AL 0 10000 2 J ALB Left levee bank AL 0 10000 3 J ALRL Right low flow bank AL 0 10000 a JaLRB Right levee bank AL 0 10000 Figure 2 14 The alignment lines property page Depending on the type of alignment line there may in addition to the x
8. Exp 4 a5 05 OOOO Exp 2 a3 fe 0 Exs 5a fl Ex 3lad fl Exp 6l Moo Uniformarity of sediment D90 D30 fi 34 Angle of repose degrees 33 OK Slope corr form Bottomlevel Cancel Figure 10 3 Additional dialog for defining Smart and Jaeggi model factors 380 MIKE 11 Transport model Ss The Smart Jaeggi Factors dialog is activated by pressing the More button which can be activated as soon as the transport model selected is Smart and Jaeggi Coefficients and exponents are essential for the Smart and Jaeggi transport model and a simulation should therefore not be performed until this dialog has been edited 10 2 3 Bottom level update methods Special options for updating the bottom level exists The default method is to assume that the whole cross section is moved undistorted up in the case of deposition and down in the case of erosion Alternatively an ACSII file named Bedlevel txt can be placed in the data directory together with the ST11 file with specification of another update method The first line in the ascii file is not read by MIKE 11 The second line should contain the Identification Number and the bottom level update method Update methods available are e Method no 1 Deposition in horizontal layers from the bottom Erosion proportional with depth below bank level e Method no 2 Deposition and erosion uniformly distributed below the water surface No deposit
9. atimeseries file dfs0 file with rainfall measurements from the specific station Use the Browse button to select the required dfs0 file additional optional information in the table is the possibility to specify a text string identifier for each rainfall station To start the definition of raingauges stations in an empty raingauges table click on the Edit column button and thereafter press lt TAB gt Alterna tively it is possible to select from the Grid option in the Main Menu Bar the Insert line option after one of the column buttons has been acti vated Thereby a new line will be appended to the table and rain gauges specifications can be made Every time a new raingauge definition must be added it is possible to add a new line to the table by using the Tabulator when the cursor is located in the last column of the table An example of definition of three raingauges stations is presented in Figure 5 22 Rainfall Runoff Editor 245 Rainfall Runoff Editor DRiFt 1 RR11 E Calitments NAM UHM SMAP Urban FEH DAF Timeseries Surface flow Initial Conditions Rainfall DRIFT CAT r Rainfall Rate Spatial distribution Distributed precipitation maps z Tim Constant precipitation rate C Data Sensor1 dfs0 2 ra0ge2 1 JA 45 C Data Sensor2 dfs0 60 C Data Sensor2 dfs0 Interpolation type Thiessen b Precipitation time step multiplier
10. e Courant HD specifies the maximal allowed courant number within the grid and time step v VgD At Ax The courant number defined above expresses the length in terms of grid cells that information travels within a time step The HD Courant number refers to the momentum equation and Ax is hence in this contxet the distance between two h points Mike 11 applies a 6 point Abbott scheme for solvig the equation which does not have the typical Courant number below one demand Good results are obtained up to Courant numbers as high as 10 20 e Courant AD specifies the maximal allowed courant number for the advection dispersion calculation Cr Ae The AD Courant number defined above is a measure for the length in terms of grid cells that the species are convected within a time step The applied computational scheme is stable for AD Courant numbers less than 1 The AD solver includes both h and Q points as species grid points hence the Ax is half the distance between two h points when calculating the AD Courant number The criteria is well suited for ensurig stability of AD calculations by lowering the time step when the flow velocity increases and increasing the time step when the flow velocity decreases Period The date and time for the start and end of the simulation period The standard windows date time format is used ST Time Step Multiplier The ST module may not operate using the same time step as the HD model
11. symbol in a Q point row indi cates this is a standard Q point where the momentum equation is solved The word X sec in an h point row indi cates that a cross section exists at this location The word Structure in a Q point indi cates that a structure is located at this location 2 7 Tool bars The graphical view is facilitated with two tool bars One for graphical editing of the river network and one for graphical editing of alignment lines see 2 2 3 Alignment Lines p 44 for more details about alignment lines 2 7 1 Tool Bar for River Network The tool bar for graphical editing of the river network is shown in Figure 2 72 In the following the functionality of each of the icons in the tool bar is explained River Network Editor 133 Ss River Network Editor SSS SSS eS es me ay By PO om OIL W A eel ah Figure 2 72 Tool bar for editing river network Select object This icon activates the selection mode which is also D the default mode Points layers and other objects can be selected by pointing and clicking with the left mouse button Multiple objects can be selected by moving the mouse to a corner of the area of interest clicking and dragging with the left mouse button Objects located within the marked area will be selected Selected objects are identified by a red frame indicator Add new points New points can be added by a point and click operation using the left
12. 10 2 1 Model Parameters The transport model parameters can be divided into three sub groups Parameters used by the actual transport models Spec Gravity Specific gravity of the sediment Sediment Transport Editor 377 LEA Sediment Transport Editor Kin Viscosity Kinematic viscosity of water Please note that using SI Units the Kinematic Viscosity must be speci A fied as value 10 m2 s That is if a value of 0 000001 m s should be used in the dialog you must specify 1 0 Beta Dynamic friction coefficient used in the Engelund Fredsoe model Theta Critical Critical Shields parameter Gamma Calibration parameter applied to suspended load with the Engelund Fred soe model when calculating the height of sand dunes Ackers White Switch used in the Ackers White model indicating whether the applied grain size represents d35 or des Storing Bed Suspended load Storing of suspended load and bed load as individual result items in the ST result file from a simulation This feature is only applicable for those of the transport models which separates the sediment transport into bed load and or suspended load components Total sediment volumes in each grid point Storing of total sediment volume in each gridpoint accumulated over time That is Graded sediment volumes in each grid point Storing of sediment volume of each fraction in each grid point Parameters used if a morphological
13. 2 3 8 Dambreak Erosion m Dam Break Structure Erosion Failure m Dam Geometry m Initial Fale ees creer Downstream Slope ft m Breach Failure Top Width ft Initial Level ft Initial Width ft m Material Properties Grain diameter ft m Piping Failure Specific gravity O Starting Level E Porosity fo Initial Diameter e Crit Shear Stress fo Roughness pa Side Erosion Index fo Collapse Ratio D2 i Volume Loss Ratio oo 7 Limit of Breach Geometry Calibration Coef fo Final Bottom Level ft Final Bottom width 0 Breach Slope ft Figure 2 57 The Erosion property dialog This dialog Figure 2 57 is accessed from the Dambreak Str p 102 property page in the Tabular view Structures p 50 by pressing the River Network Editor 107 Ss River Network Editor button can only be accessed if the Failure Mode is set to Erosion Based The dialog can only be used to specify erosion based failure modes Purpose The breach depth relationship is calculated using the Engelund Hansen sediment transport formula Breach width is determined from the product of breach depth and the side erosion index specified by user Dambreak Geometry e Upstream slope Slope horizontal vertical of the upstream face of the dam structure e Downstream slope Slope horizontal vertical of the downstream face of the of the dam structure e Top Width The top width of the dam crest Material Properties e G
14. 3 SMAP A monthly soil moisture accounting model 4 Urban Two different model runoff computation concepts are available in the Rainfall Runoff Module for fast urban runoff A Time area Method and B Non linear Reservoir kinematic wave Method 5 FEH Flood Estimation Handbook A method for flood estimation in the UK 6 DRiFt A semi distributed rainfall runoff model simulating the catch ment runoff by consideration of spatial variation of soil characteristics and rainfall patterns 204 MIKE 11 The NAM Rainfall runoff model LAA 7 Combined The runoff from a number of catchments constituting parts of a larger catchment can be combined into a single runoff series Each of the sub catchments must be specified separately by name model type parameters etc The combined catchment can be defined only after the sub catchments have been created The combined catch ment is defined in the group for combined catchments which is acti vated when selecting combined catchment The runoff from the combined catchment is found by simple addition of the simulated flow from the sub catchments Catchment Area Defined as the upstream area at the outflow point from a catchment Calibration plot A calibration plot will automatically be prepared for catchments where the time series for observed discharge have been specified on the Time series Page and the selection of calibration plot has been ticked off The calibration can be loade
15. Select Profile from List Select Shortest Profile Figure 2 3 Menu used to select between several possible longitudinal profiles Network Here the presentations of the different network objects can quickly be turned on or off For a more detailed layout of the graphical view see Graphics p 35 Boundary Here the presentations of the different boundary types can quickly be turned on or off For a more detailed layout of the graphical view see Graphics p 35 Hydrodynamic Parameters Here the presentations of the different hydrodynamic parameters can quickly be turned on or off For a more detailed layout of the graphical view see Graphics p 35 Advection Dispersion Parameters Here the presentations of the different advection dispersion parameters can quickly be turned on or off For a more detailed layout of the graphical view see Graphics p 35 Sediment Transport Parameters Here the presentations of the different sediment transport parameters can quickly be turned on or off For a more detailed layout of the graphical view see Graphics p 35 Draw Grid The drawing of the grid can be switched on and off by using this option 32 MIKE 11 Graphical View Ss 2 1 3 Export Graphics Network The graphical view can be exported in the following ways Copy to Clipboard Save to metafile Save to bitmap Export layer graphics to file Resize area Area Coordinates 2
16. 3 4 Exporting cross sections using File Export p 163 Some of the features related to the Steady flow with vegetation module are implemented in the Cross Section Editor These have been developed in cooperation with CTI Engineering CO Ltd Japan This also includes moving points parallel or by distance the version manager and interpola tion of raw cross section data 3 1 Raw data View The raw data view is the default and is displayed whenever a cross section file is opened or created see Figure 3 1 Cross Section Editor 143 Cross Section Editor River name Topo ID Chainage Cross section ID mete RIVER 1 manual 0 0000 RIVER 1 manual fo Section Type Radius Type Resistance Open x Resistance Radius x Relative x Coordinates I Apply x Y Left fp j cae erate Right p j Correction of X coor Morphological Model T Apply I Divide Section Eh RIVER 1 E manual 0 00 1000 00 IV Synchronize processed data 0 000 1 000 1 000 0 000 2 000 1 000 i E ae ee ER i E AERE EEE E E Water level asap ceca ges mate errr rte a E ccc Insert Cross Section View Processed Data i IV Update processed data automatically Update Markers Update Zone Classification 0 6 1 0 1 6 2 0 Cross section X data meter Figure 3 1 The raw data view The raw data editor is made up by three views plus a number of additional dialog boxes e Tree v
17. Insert points to alignment line This tool will insert free points into an existing alignment line Move the cursor to a point on an existing branch click with the left mouse button and drag the cur sor to the free point for inclusion into the branch path The free point to be inserted must be added using the tool Add new point in the available in the toolbar for river network editing Add points to alignment line Using this tool you can add points toan existing alignment line Point are added at the upstream or downstream end Click once at the point to which you want to add new points Then point and click at successive locations along the desired path Spline alignment line Splines an alignment line by automatically adding new points in between the existing points Once you have clicked at the icon in the tool bar you should click once at the first point in the branch to be splined then click at the last point Points will be added only between the first and last point clicked at The coordinates of the existing points will not change a result of the splining Figure 2 75 shows an alignment line before and after splining Five points have been added between all existing points River Network Editor 137 LEA River Network Editor Before splining After splining Figure 2 75 Alignment line before and after splining Merge alignment lines Merges two existing alignment lines into A one such that the properties for
18. The Boundary Type specifies the kind of data required for the boundary For each Boundary Description there are a number of valid Boundary Types Once a Boundary Description has been selected only the valid choices of Boundary Type are displayed There are a total of 23 possible combinations of Boundary Description and Boundary Type as shown in Figure 4 3 Boundary Editor 171 LEA Boundary Editor ia a eT Inflow Water Level Q h Bottom Level Sediment Transport Sediment Supply Inflow Sediment Transport Inflow Evaporation Rainfall Heat Balance Resistance factor Wind field EU functions Evaporation Hest Balance Rainfall Resistance factor Wind field Dam Dambreak Regulating Structure o o o o 9 95 9 9 5 9 29 20 0 09 09 o ojojojojojojo 5 9 9 9 9 9 9 9 5 9 0 09 0 0 0 20 9 9 919 9 9 9 14 Aind Velocity m s 2 ind Direction degree FSF File Figure 4 3 Possible combinations of Boundary Description and Boundary Type 4 2 2 Specifying the Boundary Description A description of the options available in the Boundary Description col umn of the Boundary Table is given in the following The Open Boundary An Open Boundary can be specified at the free upstream and downstream ends of the model domain When the Open option is selected in a Bound ary Description cell a branch name and
19. ified relative to their uptake of oxygen The unit is g NH4 N uptaken g O3 used In summary First field Global value for the release of ammonia at BOD decay g NH4 N g O2 Second field Global value for the uptake of ammonia in plants proportional to the net photosynthesis g NH4 N g O2 Third field Global value for the ammonia uptake in bacteria proportional to their deg radation of BOD g NH4 N g O2 The global values will be used by the WQ module throughout the river system Local values can be given for specific locations 9 9 Nitrogen Contents Model Level 6 This property page offers possibility to add and edit nitrogen contents related data 348 MIKE 11 Nitrogen Contents Model Level 6 a oa The title Nitrogen contents covers the nitrogen release from BOD decay and the uptake of ammonia by bacterial and plants The parameters for these processes are necessary in order to describe the nitrogen transport and transformation in the river The menus for the immediate oxygen demand levels 3 and 4 and the level including both immediate and delayed oxygen demand 6 are different due to the differences in the description of the BOD e g the fractionation when delayed oxygen demand is included Five parameters for nitrogen contents are required in the case of modelling both immediate and delayed oxygen demand In the first three fields values for the release of ammonia nitrogen are given for the degradati
20. was below 6mm in period 1961 90 SPRHOST Standard Percent age Runoff derived from HOST soil classification URBEXT extent of urban and suburban land cover SAAR Standard Average Annual Rainfall mm The Depth Duration Frequency rainfall descriptors c dl d2 d3 e and f 2 Compute Tp 0 Time to peak of This can be Vol 4 Chap instantaneous unit hydrograph computed from 2 2 IUH i Catchment LAG Vol 4 Eq 2 9 ii Catchment Descriptors Vol 4 Eq 2 10 iii Donor catchment iv Observations Rainfall Runoff Editor 233 Rainfall Runoff Editor Table 5 1 T Year event Step Input Computation Reference 3 Compute delta T time interval of Recommended Vol 4 Chap unit hydrograph as 10 20 of 12 2 Tp 0 Com puted as 20 of Tp 0 4 Compute Time to peak Tp of unit Tp Tp 0 Vol 4 Chap hydrograph deltaT 2 2 2 5 Calculate Unit Hydrograph peak Up Vol 4 Up and time base TB Eq 2 6 Tb Vol 4 Eq 2 7 6 Calculate design Storm duration D Tp Vol 4 Chap D 1 SAAR 1000 3 2 1 Eq 3 1 7 Calculate rainfall return period If URBEXT lt _ Vol 4 Chap TR for each flood return period 0 125 then TR 13 2 2 TF is determined from Vol 4 Fig ure 3 2 If URBEXT gt 0 125 and lt 0 50 then TR TF 8 Compute the D hour TR year Gumbel reduced Vol 2 Chap point rainfall mm MT Dh variate 2 3 T
21. xcos0 3 1 cor where 0 is illustrated below L Cross sectional profile pr Za Thalweg 0 Figure 3 2 Definition sketch of the correction angle Morphological Model A level of division can be entered This level of division is used for acti vating the flood plain description as specified in section 6 4 Flood Plain Resistance p 275 Additional tick boxes At the bottom left corner of the editor two tick boxes are present Synchronize processed data By ticking this box the processed and raw data are synchronized i e if both views are open the data displayed corresponds to the same cross sec tion 146 MIKE 11 Raw data View Ss Update processed data automatically Ticking of this box ensures automatic updating of processed data Additional buttons Insert cross section Pressing this button activates a pop up dialog as shown below Insert branch X River name River 1 Topo ID fi 999 First chainage 467 Cross section ID Jat bridge Cancel Figure 3 3 The Insert branch dialog In this dialog the appropriate information is entered and OK is pressed View processed data This button activates the processed data view Update markers This button updates markers 1 2 and 3 as the extremes of the cross section Note this facility overwrites user settings of these three markers unless the appropriate boxes under Settings gt Cross section gt Update Markers h
22. 170 4 2 1 The Boundary Table Upper Split Window 170 4 2 2 Specifying the Boundary Description 172 4 2 3 Specifying the Boundary Type Data Type and File Values 176 MIKE 11 4 3 TOOS i462 ace24o ek cba babe bebwdeeacieesdacaaes 192 4 3 1 Quick set up of Graded Sediment Boundaries 192 4 3 2 Quick setup of AD Boundaries 193 4 3 3 Copying Point Source Boundaries 194 4 3 4 Scalefactor 200 00000000000000 195 Rainfall Runoff Editor 2 2 2 2 00 0020000000 00 199 5 RAINFALL RUNOFF EDITOR aoaaa 201 5 1 Specifying model Catchments 2 203 5 2 The NAM Rainfall runoff model aaaea aaa aaa 205 5 2 1 Surface rootzone aoaaa 206 5 2 2 Ground Water aaa a aaa a 207 5 2 3 Snow Melt loaa aaa aa 210 5 2 4 Irrigation oaa aaa eee eRe Reb SRe a ES 214 5 2 5 Initial conditions aoaaa 216 5 2 6 Autocalibration oaoa aaa 217 53 URHM i san nd ees She be ee a ee Oe a 220 5 4 SMAP 0000000 Fee ee 222 59 DAN scx e ace eB Sone Eee Ge oe Bee Bah Sees 2 oe Se Sows 225 5 5 1 Introduction 000200000000000000008 225 5 5 2 Urban model A Time area Method 22 225 5 5 3 Urban model B Time area Method 227 5 5 4 Additional Time series 2 2 0 0 000002 230 5 6 Flood Estimation Handbook FEH 231 5 06 17 Background s svs siae S ao
23. Results Start r Simulation Period Time step type Time step Unit Tabulated time step gt 30 Mn z Simulation Start Simulation End Period 01 01 1990 12 00 00 01 02 1990 12 00 00 Apply Defaut ST time step multiplier fi RR time step multiplier fi m Initial Conditions Addto Hotstart Type of condition Hotstart filename file Date and Time HD SteadyState gt J FF for 01 1990 12 00 00 AD Parameter File v al m for o1 1990 12 00 00 st ParameterFile gt J m for or 133072 00 00 RR ParameterFile gt J r o or7ss072 00 00 Figure 1 3 The Simulation tab 20 MIKE 11 Simulation 1 3 1 Simulation Period Time step type Time stepping type is specified as either Fixed time step Tabulated time step or Adaptive time step In case fixed time step is selected the time step is sepcified in the editable text with heading time step and the unit is given in the unit selection list In case the time stepping type is specified as tabulated the time steps are specified by activating the settings button and specifying a time series file in the dialog included in Figure 1 4 Time Step Settings x Tabulated Time nN Time step file ltem Ell Cancel Figure 1 4 Dialog for specification of the tabulated time step time series file The settings for time step adaptation is similarly specified in a menu acti vated by the Settings button The menu is included as Figure 1 5 x m Adaptative Time Step Minimum
24. The ST Time Step Multiplier specifies the ST time step as a multi ple of the HD time step RR Time Step Multiplier The RR module may not operate using the same time step as the HD model The RR Time Step Multiplier specifies the RR time step as a multi ple of the HD time step Simulation Editor 23 Baer Simulation Editor 1 3 2 Initial Conditions For each of the modules HD AD ST and RR the following can be speci fied Type of condition Steady State HD only The initial conditions will be calculated automatically assuming a steady state condition with discharges and water levels at the boundaries corresponding to the start time of the simulation Parameter File The initial conditions will be taken from the parameter file relevant to the module in question Hotstart The initial conditions will be loaded from an existing result file Steady Parameter HD only The initial conditions will be estab lished using both the steady state and parameter file method In those grid points where data are specified in the Initial p 276 Property Page of the Hydrodynamic Editor p 267 the initial con ditions will be taken from the parameter file other grid points will be calculated using the steady state option Hotstart Filename The name of the existing result file from which the initial conditions should be loaded Add to File The results of the current simulation will be added to the end of t
25. VEGETATION A 413 414 MIKE 11 Flow Channels in Halk r A LAA A 1 FLOW RESISTANCE AND VEGETATION Only a few detailed investigations have been made on establishing rela tionships between flow resistance in a stream filled with vegetation and flow resistance in the same stream without any vegetation A quantitative evaluation of the influence of vegetation on flow resistance has been per formed in a few Danish gauging programmes For each of the programmes it has been possible to identify the influence of the weed on the flow resistance but it has not been possible to transfer the results to other streams and environments Therefore it is evident that description of the weeds influence on flow resistance and hydraulic conditions in general is always a matter of calibrating the modelling system by adjusting values of the bed resistance parameter Results and findings from the Danish gauging programmes and investiga tions on the weeds influence on flow resistance are described in the fol lowing A 1 1 Flow Channels in Halk r Jensen et al 4 describes experiments performed in a danish stream named Halk r A straight line stretch of the stream with very dense vegetation was chosen for the experiment and regulators for control of the discharge into the stretch were introduced The object of the experiment was to determine Q h relations for different weed densities Q A relations were established for
26. depth width table Values in the width column must be increasing Section DB The geometry is specified by a cross section A cross section with the same branch name Topo ID and chainage must exist in the cross section file The Topo ID is assumed to be the same as specified in Topo ID p 41 Flow Conditions Once the above parameters and the desired number of Q h relations have been filled in the button Calculate Q h relations can be pressed The result of the calculation will appear in the table If any of the parameters defining the culvert is changed the user should remember to re calculate the Q h relations In order to compute the Q h relation the nearest upstream and downstream cross section are used The cross sections must be within the distance maximum dx Maximum dx p 42 defined for the branch in question The Q A relation can not be calculated unless the cross sections River Network Editor 57 River Network Editor are defined It is also necessary that the Simulation File is open in order to load the cross section data from a cross section file The Q h relations are given as Q relations where y is depth above invert The Q relations table also shows the type of flow occurring The possi ble types are No Flow No flow occurs at the first level vy 0 and when the valve regulation flag prohibits flow in one direction Inlet C The flow at the inlet is critical Outlet C The flow
27. location These files are named according to the Name field in the Loca Flood Forecasting Editor 395 Ss Flood Forecasting Editor tions menu and are stored in a directory structure as illustrated in Figure 11 8 Forecast Sandung H dfs0 a 7 JUL 1999 12 00 Sandung Q dfs0 Boundary Estimates Forecast Sandung H dfs0 8 JUL 1999 00 00 Sandung dfs0 Boundary Estimates Figure 11 8 Forecast data directory structure MIKE 11 FF generates a data sub directory named according to the ToF e g 8 jul 1999 12 00 in the example shown in Figure 11 8 The individ ual forecast time series are stored in a sub directory named Forecast Save all Forecasts Tick off the Save all forecasts check box to avoid generating the indi vidual forecast time series according to the specifications from the Loca tion menu Storage timestep The storage frequency of forecast results can be more or less frequent than the general MIKE 11 HD storage frequency specified in the Results menu in the sim11 editor 11 3 Boundary estimates To simulate beyond the ToF requires boundary conditions for the forecast period 1 e rainfall evaporation and possibly temperature for each catch ment in the RR simulation and water level or discharge for each of the open boundaries in the HD model Boundary conditions applied during the forecast period are in this manual described as Estimated bounda
28. m2 s 100 Local values RIVER1 10000 000 15 000000 1 000000 5 000000 25 000000 Ea RIVER1 20000 ooo 15 000000 1 000000 5 000000 25 000000 Figure 7 6 The dispersion property page Global values The dispersion can be defined for the whole setup at once by entering data in the Global Values section Dispersion factor Here the dispersion factor is entered This corresponds to a in 7 2 Exponent Here the dispersion exponent b from 7 2 is entered Minimum disp coeff When using 7 2 to calculate the dispersion coefficient it is depending on the velocity that will vary during the simulation To limit the interval in which the dispersion coefficient will vary the lowest allowable value of the dispersion coefficient can be entered here Maximum disp coeff When using 7 2 to calculate the dispersion coefficient it is depending on the velocity that will vary during the simulation To limit the interval in which the dispersion coefficient will vary the highest allowable value of the dispersion coefficient can be entered here Local Values Mike11 will use the values specified under global values except for those places were local values have been specified Advection Dispersion Editor 319 a os Advection Dispersion Editor River Name Name of the river with local dispersion values Chainage Chainage in river with local dispersion values Dispersion factor Loc
29. square error RMSE 3 Agreement of peak flows average RMSE of peak flow events 4 Agreement of low flows average RMSE of low flow events The user determined which of these objectives should be considered in the autocalibration Stopping Criteria The automatic calibration will stop either when the optimisation algorithm ceases to give an improvement in the calibration objective or when the maximum number of model evaluation is reached Running the autocalibration After preparing the autocalibration parameters the autocalibration is started as a normal simulation When the autocalibration is completed the message box as shown in Figure 5 13 will pop up The Revised parameters are made available by reloading the RR file A calibration plot of the results is prepared in the RRcalibration directory and can be loaded via the Plot composer MIKE 11 x Autocalibration Completed SKAWA_UPP RR11 has been updated Reload file to see revised parameters Plot of results Load RRealibration SKAWA_UPP ple Figure 5 13 Message box after autocalibration is finished Rainfall Runoff Editor 219 LEA Rainfall Runoff Editor 5 3 UHM Introduction The UHM Unit Hydrograph module constitutes an alternative to the NAM model for flood simulation in areas where no streamflow records are available or where unit hydrograph techniques are already well estab lished The module includes a number of simple unit hydrograp
30. value or distributed T2 file e Use river data The MIKE SHE overland groundwater exchange option and leakage coefficient in flood grid points are substituted with the corresponding river aquifer Exchange Type and Leakage Coefficient specified for the actual coupling reach Please note that the two reduced contact options exchange types B and C result in the same overland groundwater exchange option The substitution is made in all flood grid points of the actual coupling reach Overview of MIKE SHE coupling reaches This box presents an overview of the link with MIKE SHE River Network Editor 129 Ss River Network Editor 2 5 2 Rainfall runoff links Figure 2 70 _ Rainfall runoff links dialog Catchment discharge can be calculated by the Rainfall Runoff Module and input as lateral inflows to the hydrodynamic module The property page is used to specify the lateral inflow locations on the river network Catchment Definitions Name Name of input catchment Area Catchment area Connection to Branches Branch Name Name of the river branch for catchment inflow Upstream and Downstream Chainage The catchment inflow can be uniformly distributed along a river branch by specifying the upstream and the downstream chainage Inflow will occur at a single point in the case of equal upstream and downstream chainage Overview The dialog supplies a tabular overview of the catchments 130 MIKE 11 Tabular V
31. x a m Area Coordinates x y Min coords A m fo m Cancel Help Max coords froooca m froooco m Figure 2 4 Menu for resizing the area of the graphical view The graphical view can be resized by entering the minimum and maxi mum coordinates for both the x axis and the y axis Snap Insert Objects to Points Here the Snap Insert Objects to Points option can be switched on and off Auto Connect Branches When selecting this option all the branches are automatically connected The method used to connect the branches can be selected in Network data p 37 Disconnect All Branches Choosing this options will remove all branch connections Generate Branches from Shape files Selecting this item will open a dialog that allows for utilizing information in Shape files for automatic generation of points and or branches Before information in a Shape file can be used the file must be loaded as a back ground picture through the Layers menu in main menu bar 33 River Network Editor LEA River Network Editor Shapes file with point information can be used for generating points and Shape files with polylines can be used to generate points and branches or only points Auto Boundary Free Branch Ends This feature will create boundaries in the boundary file for all free branch ends It will be done for the HD module the AD module or the ST module depending on the selections in
32. 11 W L Incr Sand Bars oa points to be included in both the upstream and downstream averaging reach 6 15 W L Incr Sand Bars vegetation module This menu is used for setting the parameters which are used for determining the increment of the water level due to the presence of sand bars X Used only in conjunction with the Quasi Two Dimensional Steady State The tab is illustrated in Figure 6 16 with all the different features all of which are described below 7 HDPari HD11 lolx Quasi Steady WaterLoss Add Output Flood Plain Resist Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values User Def Marks Mix Coef W L Incr Curves W L Incr Sand Bars i IV Enabling water level increment due to sand bars Load Branch amp Chainage System Definition Slope Low Water channel Width Water Area of Annual Max Discharge dH Observed fee tame craneo srt tot faroe or tafa he ame 000000 0 000000 0 000000 0 000000 0 000000 1000 000000 l 0 000000 0 000000 Figure 6 16 Water level increment due to sand bars 6 15 1 General Enabling water level increment due sand bars If the effect of sandbars on the water level is to be included in the calcula tions this box should be ticked Hydrodynamic Editor 297 oa Hydrodynamic Editor 6 15 2 6 15 3 6 16 Load Branch and Chainage button This button loa
33. 2 15 3 3 1 This is based on PR for the rural fraction of the catchment and scaled according to URBEXT Rainfall Runoff Editor 235 Ss Rainfall Runoff Editor Table 5 1 T Year event Step Input Computation Reference 14 Compute baseflow This can be computed from Catchment descriptors Vol 4 Eq 2 19 Transfer from donor catchment From observations Vol 4 Chap 2 4 15 Compute the net event hydrograph by multiplying the design rain event hyetograph by PR Output of Step 10 multiplied with PR 16 Compute the rapid response hydrograph by convoluting the net rainfall event hyetograph against the unit hydrograph computed in step 5 Vol 4 Eq 2 3 Vol 4 Chap 3 3 17 Compute total response hydrograph by adding baseflow Step 14 to rapid response hydrograph Step 16 18 Scale computed hydrograph according to Target Peak Flow 5 6 4 Probable Maximum Flood PMF computations are used for e g reservoir and dam safety studies The main differences between PMF and T Year hydrograph generation described in the previous section are Unit hydrograph parameters Rainfall generation CWI estimation Contribution of Snowmelt Standard percentage runoff SPR and Percentage runoff PR Unit Hydrograph Parameters 236 MIKE 11 Flood Estimation Handbook FEH oa Very simply the tim
34. 2 5 Initial conditions The initial conditions are described below Surface and Rootzone The initial relative water contents of surface and root zone storage must be specified as well as the initial values of overland flow and interflow Ground water Initial values for baseflow must always be specified When lower base flow are included a value for the initial lower baseflow must also be spec ified Snow melt Initials values of the snow storage are specified when the snow melt rou tine is used When the catchment are delineated into elevation zones the snow storage and the water content in each elevation zones are specified 216 MIKE 11 The NAM Rainfall runoff model LAA 5 Skawa RR11 Modified Figure 5 11 NAM Initial Conditions 5 2 6 Autocalibration Automatic calibration is possible for the most important parameters in the NAM model A detailed description of the automatic calibration is given in the Rainfall runoff reference manual The parameters used in the autocalibration are described below see Figure 5 12 Rainfall Runoff Editor 217 LA Rainfall Runoff Editor f 5 Skawa RR11 Modified Catchments NAM UHM SMAP Timeseries Sutface Flootzone Ground Water Snow Melt Irrigation Initial Conditions Autocalibration SKAWA_UPP ASN 1e 003 4e 003 xi M Objective Function M Overall Water Balance M Over
35. 5 m These values are used in the entire river setup except for specific reaches in RIVER and RIVER2 where local values are specified Linear inter polation will be used to define Layer thickness and Non scouring level at calculation points in between the local stations defined in the dialog Please notice that in RIVER2 from chainage 0 to 4000 a value of 99 has been defined which means that the previous default formulation for defining thickness of active layer in MIKE 11 will be activated for this river reach Sediment Transport Editor 387 LEA Sediment Transport Editor 388 MIKE 11 FLOOD FORECASTING EDITOR 389 390 MIKE 11 Basic definitions oa 11 FLOOD FORECASTING EDITOR The MIKE 11 Flood Forecasting Module MIKE 11 FF has been designed to perform the calculations required to predict the variation in water levels and discharges in river systems as a result of catchment rain fall and runoff and inflow outflow through the model boundaries The MIKE 11 FF module includes e Definition of basic FF parameters e Definition of boundary conditions in the forecast period Forecasted boundary conditions e Definition of Forecast stations e An updating routine to improve forecast accuracy The measured and simulated water levels and discharges are compared and analysed in the hindcast period and the simulations corrected to minimise the dis crepancy between the observations
36. 7 Derived Output 2 2 2 0 0 0002 ee 340 WQ BOD DO Editor 00 0200 200 002005 341 9 WO BOD DO EDITOR sc 22464 484 eben EH EERE Ea RE OL GEES 343 9 1 Level for Water Quality Modelling 343 9 2 Model Level s2 025 4 dee o Gee See x ES eel Bee 2 343 9 37 AmMheniUS a ses k o s pe Ree eB eR Rie amp Hee me Slee Sow eee 2 344 9 4 Degradation 2 lt 2 b6 msde tc eaage he bo hee dhe eines tebe ed 345 9 5 Degradation at the bed levels 5and6 345 9 6 Bed sediment levels 2and4 200 346 9 7 Bed Sediment Model Levels 5and6 347 9 8 Nitrogen Contents Model Levels 3and4 347 9 9 Nitrogen Contents Model Level6 4 348 9 10 INUMICAUNOM oi Oak ea ee ee he ee eS eke Be 350 9 11 Denitrification 2 226624 642 ae eceeee ee eeees oe id oe eas 350 9 12 AOMOUNS lt lt aoit od RRS ae See OG Sb a Bae ee 351 9 13 Phosphorus Content Model Levels 1to4 352 9 14 Phosphorus Content Model Levels 5 and 6 353 9 15 Phosphorus Processes inthe WaterPhase 353 9 16 P exchange withthe bed 2 20 20022 eee 354 9 17 Temperature 2 200000 002 ee eee 354 9 18 Oxygen processes 1 4 0 254043 246 6 bES dee RR GEE ew eS 355 9 19 Degradation inthe waterphase 04 358 9 20 Reaeration 2 2 ote bd dpb ee ead bake eee REo
37. A component used in the multi layer cohesive sed iment transport model Non cohesive Used only if WQ Sediment interaction is chosen see WQ Sediment interaction p 3 6 Note that this non cohesive sediment model can not be used for morphological simulations It is only used to simulate the exchange between the water and the sedi ment of BOD attached to the sediment Dispersion The dispersion coefficient D is described as a function of the mean flow velocity V as shown below D av 7 2 Where a is the dispersion factor and b the dispersion exponent Typical value ranges for D 1 5 m s for small streams 5 20 m2 s for rivers Both the dispersion factor and the dispersion exponent can be speci fied If the dispersion exponent is zero then the dispersion coefficient D becomes constant equal to the dispersion factor By default the disper sion is zero i e there is only advective transport and no dispersion The Minimum dispersion coefficient and the Maximum dispersion coeffi cient parameters are used to control the range of the calculated dispersion coefficients 318 MIKE 11 Dispersion LAA Sediment Layers Non Cohesive ST Ice Model Additional output Components Dispersion Init Cond Decay Boundary Cohesive ST m Dispersion coeficients factors r Global values Dispersion factor fi 0 Exponent fo Minimum disp coef m2 s fo Maximum disp coef
38. Advection Dispersion Editor 325 Ss Advection Dispersion Editor Erosion Overview Critical shear stress velocity for erosion Erosion occurs for shear stresses or velocities larger than the critical value The user can select which one to use The typical range is 0 05 0 10 N m2 Erosion coefficient The erosion coefficient is applied linearly in the erosion expression Typi cal range 0 20 0 50 g m s Erosion exponent The erosion exponent describes the degree of non linearity in the rate of erosion Typical range 1 4 At the bottom of the property page a overview table is shown Global If this box is checked the entered parameters are used globally River Name The name of the river for which the data applies Chainage The chainage of the river for which the entered data applies 326 MIKE 11 Cohesive ST 7 9 2 Multi Layer Cohesive Model Figure 7 10 The cohesive sediment property page when a multi layer model is selected Below the parameters that apply to the Multi layer cohesive sediment transport model are described Fall velocity C offset Concentration limit for flocculation affected settling velocity For higher concentrations the settling velocity is affected by hindered settling g Exponent used in the settling velocity expression Typical range 3 5 m Exponent in the settling velocity expression for concentrations below C offset w0 Free settling ve
39. E f Mass balance a T E r 1 order decay r T B E Mass in branches B x Transport total E E Dispersive transport E Convective transport r E Figure 7 3 The additional output property page Mass balance The mass balance is given in 0 oo per thousands Total and total accumu lated as well as grid and grid accumulated values can be selected 1 order decay The Ist order decay is given in the units specified on the Components property page per second Total and total accumulated as well as grid and grid accumulated values can be selected Mass in branches The mass in river branches given in the unit specified on the Compo nents property page Total and total accumulated values can be selected Transport total The total transport is given in the unit specified on the Components property page per second Grid and grid accumulated values can be selected Dispersive transport The dispersive transport is given in the unit specified on the Components property page per second Grid and grid accumulated values can be selected Convective transport The convective transport is given in the unit specified on the Compo nents property page per seconds Grid and grid accumulated values can be selected Advection Dispersion Editor 315 a os Advection Dispersion Editor 7 5 Components Component names and numbers must be specified in this dialog The components can be user defined
40. H H or dQ Q Q2 The field holds the name of the chainage of the H or Q point Sign Here the operator used in the logical expression is used The user can choose between lt lt gt gt lt gt Use TS value No If No is selected the value of the Logical operand is compared to the value entered in the Value field Yes If Yes is selected the value of the Logical Operand is com pared to the value found in the relevant time series Value Here the value that must be compared with the logical operand is entered Time Series File This field holds information about the relevant time series file in case that the Use TS value is chosen as Yes or in the situa tion where the LO Type is chosen to be TS Scalar 100 MIKE 11 Tabular view Structures Sex Time Series Item This field holds the name of the item chosen from the time series file that was selected in the Time Series File field Sum of Discharges Sum of Discharges x Discharge in grid point Main Discharge in grid point Trib Structure Discharge Main 20000 Gate20000 Figure 2 54 Input page to Sum of Discharges It is possible to add any number of discharges and use this as a Control Type Target Type Scaling Type or a Logical Operand The discharges can be taken from any grid point and any structure in the setup Further each discharge can be multiplied with a user defi
41. HAVE ACCEPTED THAT THE ABOVE LIMITATIONS OR THE MAXIMUM LEGALLY APPLICA BLE SUBSET OF THESE LIMITATIONS APPLY TO YOUR PUR CHASE OF THIS SOFTWARE Printing History June 2003 Edition 2003 MIKE 11 MIKE 111 Simulation Editor 2 2 2 00000200000000000000 15 1 SIMULATION EDITOR 2 0202 0000000 0000000000084 17 1 1 Models 0 2 0000000000000000000000000008 17 1 1 1 Models 00 00 0000000000000000000 18 1 1 2 SimulationMode 202 020202 002000 2 19 12 IN UG oon ce So kee aie eee ee eB eee a de aa a ts s 19 1 3 Simulation 20202002002000200000000000000000008 20 1 3 1 Simulation Period 0 202 000202020000000 2 21 1 3 2 Initial Conditions 02 02 00000000000000 2 24 14 Resule su sec es eg ase te we ht a ew ee At ees es 25 1 5 SA so4 5 setioa Saw ects Bie bees bee he Ke See ee 26 River Network Editor 000 00000000 00 27 2 RIVER NETWORK EDITOR 02 0 0 0 200000000004 29 2 1 GraphicalView 0 0 0 00000 00 ce ee 29 4 FE e a eea a cee a a e ne a N 30 2A2 VEW sage enara ee Oe e E E we ols a a 31 2 1 3 Network 0 0 0 020 0000000000000004 33 2 14 Layers e sea gecko amp aai eae i auala Gok SA Breed Ae 8 34 2 1 5 Settings ss se isos a aea eat eee a eae Ge See ees 35 2 2 Tabular view Network aaaea a L 39 221 PONG se sscan eee aea eE ED R a ae a aA 39 2 2 2 Branches 6 22 808 e 66d beta ad de ted eee 41 2 2 3 Align
42. In the upper field the number 1 through 6 of the selected expression for the calculation of the reaeration constant at 20 C is shown The Thyssen expression 1 is recommended for application to small streams O Connor Dubbins 2 to ordinary rivers and the Churchill expression 3 to rivers with high flow velocities The equations 4 through 6 can be specified by the user by pressing the button Equation for reaeration constant See later for a description of how to apply different expressions for reaeration at different locations of the river setup WQ BOD DO Editor 355 WQ BOD DO Editor 2 Inthe second field the Arrhenius temperature coefficient for the reaera tion constant is specified 3 In the third field respiration of plants and animals at 20 C is given The unit can be specified to be either g O m day or g O m day 4 In the fourth field the Arrhenius temperature coefficient for respiration of plants and animals is entered 5 In the fifth field maximum oxygen production by photosynthesis is given in the same unit as specified for respiration 6 Inthe last field the displacement of the time of the maximum oxygen production of the river from 12 noon is stated If the river has its oxy gen maximum after 12 noon the displacement of time will be positive Conversely the displacement of time will be negative if the maximum oxygen concentration is reached before 12 noon The displacement of time is s
43. It is recommended to start cal ibration with E2 values close to 1 Evaporation Exponent The actual evaporation EA is calculated as a fraction of the potential Evapotranspiration EP It depends on the current saturation degree of the root zone and the exponent E1 Small E1 will increase the Evaporation Groundwater Recharge Coefficient Crec Crec determines together with the degree of saturation in the root zone the amount of the current root zone water content REC to be transferred to the groundwater in each time step Crec varies between 0 and 1 The parameter influences the total amount of base flow generated by the model Base flow Routing constant CK The base flow routing constant CK is the time constant of the linear groundwater reservoir and is entered in the selected time unit e g hours The larger the value the slower the base flow routing Normal interval is between 500 hours and 3000 hours Autocalibration Option Not yet implemented In addition to the above parameters the root zone content in mm at the start of the simulation and the initial base flow in m3 s needs to be spec ified Calculation Time Step The calculations in SMAP are non iterative and fully forward centred Hence all calculations are based on the stage variables calculated in the previous time step It is therefore recommended to perform calculations using daily calculation time steps even in situations where the rainfall inp
44. M Submergence JOverflow 5 OSkewness Eccentricity Multiple waterway opening _ JAsymmetric opening Spur dykes JPiers piles FHWA WSPRO FHWA WSPRO FHAA WSPRO ER FHWA WSPRO FHWA WSPRO 5 Submerged Brid FHWA WSPRO Figure 2 26 Overview Branch2 has three bridge openings 2 3 and 4 Marked in the right part of the overview window Overview Left part show River name Chainage and Bridge ID Right part show methods for the bridge openings River Network Editor 63 River Network Editor Multiple waterway openings If working with multiple waterway openings all multiple waterway openings are marked when the bridge is activated See Figure 2 26 In order to ad additional openings mark a row in the right part of the overview window and press insert on the keyboard Working with Loss factor tables Loss adjustment factor tables are viewed by pressing the Details buttons The default loss factor tables are generated by pressing the Edit button When having default unmarked for a loss factor changes in the loss factor table will be saved If default is marked changes will not be saved after pressing edit In the loss factor tables the user can create more columns and rows Plac ing the cursor in the last column right end and pressing the arrow button on the keyboard will create a new column Pressing the tab button on the keyboar
45. Menu for Forcing Functions The built in Forcings are automatically provided by the model system dur ing execution whereas the user specified Forcings have to be specified in 338 MIKE 11 Auxiliary Variables LEA the present Dialog Depending on the Spatial Variation of the Forcing as defined in the ECO Lab model it can be specified as a Constant value or a Type 0 data file Please note that a Forcing which is defined as a built in Forcing in the ECO Lab model will appear as a user defined Forcing in case it is not supported by MIKE 11 8 5 Auxiliary Variables Auxiliary variables or help processes if defined in the ECO Lab file can be stored as additional output in the lt AD filename gt WQAdd res111 file The author of the ECO Lab file has decided which of the auxiliary varia bles described in the ECO Lab file that the user can select and store as additional output Simply tick the auxiliary variables you want to save ECOLab1 Modified 4 O x Model definition State variables Constants Auziliary variables Processes Derived output eea a 1 Nitrogen check function phytoplankton Phosphorous check function phytoplankton a Chlorophyll check function phytoplankton 4 Check function phytoplankton 5 Nitrogen function phytoplankton e Phosphorous function phytoplankton Figure 8 5 The Auxiliary Variables tab 8 6 Processes Processes which are defined in the ECO Lab f
46. NP_TRANS C EQSOLVE C WETLAND Cancel Figure 7 5 Selecting different WQ model components A short description of the WQ model types is listed below BOD DO Components used for the standard water quality WQ model Up to 6 levels can be chosen using the levels option Colif ormal bacteria and phosphorus components can also be included EU Components used for the eutrophication module EU extended Components used for the extended eutrophication EU module HM Components used for the heavy metal HM module OCRE Components used for the iron oxidation OCRE module NP_TRANS Components used for the nutrient transport module EQ SOLVE Components used for the equation solver module Component Here all components for AD and or WQ simulations are defined Units Here the unit of the component is specified my g m Microgram per cubic meter Advection Dispersion Editor 317 Advection Dispersion Editor 7 6 mg m Milligram per cubic meter g m Gram per cubic meter kg m Kilogram per cubic meter my g l Microgram per litre mg l Milligram per litre g l Gram per litre Deg Cel Degrees in Celsius Counts x 1E6 100 ml Bacterial counts Normal A component used for AD and or WQ simulations Single layer cohesive A component used only in the single layer cohesive sediment transport model Multi cohesive
47. Parameters which should differ from the base simula tion file is selected in the tree view on the left part of the Batch Simula tion Editor see Figure 12 1 Open the tree view items by clicking the and select the item parameter which should be modified in the batch simu lation by double clicking in the empty square in front of the specific item After double clicking the item a new column will be introduced in the Selected Parameters grid which makes it possible for the user to select different input files or define variations in input parameters Available parameters E Models HD AD x WO RR FF Simulation mode Input files Network Cross section Boundary RR parameters s HD parameters AD parameters WO parameters ST parameters FF parameters HD results M E P Figure 12 1 Tree view from the Batch Simulation Editor dialog for selecting batch simulation parameters Specify input parameters for each simulation Input parameters for the batch simulation can be different input file names different simulation parameters activating or deactivating simula tion models e g activate and or deactivate AD model in some simula tions etc 410 MIKE 11 Setting up a Batch Simulation oa If e g the Network file should be different in some simulations open the Input files item in the tree view and double click the Network square After this a Network column is p
48. System Defined 513 15474 Default 43780 53510 RIVER 1 System Defined 572 89474 Default 46480 56210 RIVER 1 System Defined 647 56974 Default 49720 58370 RIVER 1 System Defined 723 7236 Default 52430 60540 RIVER 1 System Defined 791 61957 Default 54590 61620 RIVER 1 System Defined 838 84819 Default 56750 62700 RIVER 1 System Defined 886 07681 Default hha Figure 2 11 The points property page The X and Y coordinate of the present point may be edited here Different attributes are available for editing Chainage type The chainage may either be chosen as user defined or system defined Chainage If the chainage type is set to user defined the chainage may be edited using this box Type The type of the point may be set here Three types are available 1 Default The point is neither an A or a QO point 2 Forced A point The point is used as an A point 3 Forced Q point The point is used as an Q point Branch This displays the river branch to which the present point belongs and is only for verification purposes 40 MIKE 11 Tabular view Network LAA Overview An overview of the points is given in this box 2 2 2 Branches Branches and points can be inserted or deleted from existing branches using the Graphical Editing Toolbar Alternatively the branch dialog may be used see Figure 2 12 Be gf mn iey ee Eq Link trance erate toro woetscn PE orecton an Beret Te RIVER
49. TS File en a Fraction Value Sediment frac TS File j2 Fraction Value Sediment frac TS File Fraction Value Change in Fraction Value Figure 4 27 Specification of a Bottom Level boundary for ST simulations The user selects whether the data are interpreted as absolute bottom level or change in bottom level If the graded sediment model is used data for the individual fractions are to be specified in the third split window 4 3 Tools The new boundary editor includes a number of tools to assist the user in setting up complex model boundaries and quickly modifying the time series inputs 4 3 1 Quick set up of Graded Sediment Boundaries A quick method to set up boundaries for graded sediment models is to use the tool Make List of Fractions This tool is found under Tools in the 192 MIKE 11 Tools Ss 4 3 2 top menu bar and is available when the lower split window is active If the Boundary Type is chosen as Sediment Transport a dialog will appear see figure 4 28 This dialog can be used to specify several boundaries simulta neously The boundaries can be either constant values or time series depending on the selection made in the TS Type edit field If constant boundaries are chosen the number of fractions should be entered together with the value of the constant boundary in the Nb Of Fractions and File Value edit fields respectively If time varying bound aries are reque
50. The total required conveyance reduction is entered here in percentage 6 12 6 Target Values These fields are only of importance if the encroachment method is chosen as either 4 or 5 In method 4 a water level target is used to determine the encroachment In method 5 the simulation tries to determine the encroach ment stations such that the water level or the energy level found through simulation is equal to the target water level or energy level respectively Water level change The target water level used in the simulation is the reference water level plus the user specified water level change Energy level change only encroachment method 5 The target energy level used in the simulation is the reference energy level plus the energy level change Hydrodynamic Editor 291 LEA Hydrodynamic Editor Encroachment strategies using method 5 If method 5 is utilised there are three possible strategies Water level target The encroachment may be carried out so that only a water level target is considered This strategy is achieved by setting the water level change to a non zero value and the energy level change to zero Energy level target The encroachment is carried out so that only an energy level target is considered This strategy is achieved by setting the water level change to zero and the energy level change to a non zero value Water level target and energy level target The encroachment is car ried out so that a
51. To calculate the Q h relationship specify the number of relationships required and press the Calculate button The result of the calculation will appear in the table If any of the parameters defining the link channel are changed the Q h relations must be re calculated 2 2 3 Alignment Lines Purpose The alignment lines features are part of the quasi two dimensional steady state with vegetation module The purpose of using alignment lines is to save geo referenced informa tion in the network editor and to utilize this information to update infor mation in the cross section editor Alignment lines information in the network file will influence the simulation results only when transferred to the cross section editor and such transfer is requested in the cross section editor The information in the cross section editor which is subject to be updated as the result of transferring alignment line information is Positions of markers indicating left and right bank levee marker 1 and 3 left and right low flow bank marker 4 and 5 and lowest point marker 2 Zone classification 44 MIKE 11 Tabular view Network os Vegetation height Angle between cross section and direction of flow branch Definition An alignment line is similar to a branch in the sense that it is a line going through an ordered list of points with x and y coordinates The following list of types of alignment lines are available
52. Variable Type equals Concentration The field holds the number of the relevant compo nent Branch Scale Point 2 This field is only used if the Variable Type equals dH H H2 or dQ Q Q2 The field holds the name of the branch in which the H or Q should be found Chainage Scale Point 2 This field is only used if the Variable Type equals dH H H2 or dQ Q Q The field holds the name of the chainage of the H or Q point Sum of Q for Scaling Point button This button is only activated if Variable Type is chosen as Sum_Q How to enter the necessary data in this case is described in Sum of Discharges p 101 River Network Editor 93 LEA River Network Editor Control and Target Point Control Definitions x Control Strategy Control and Targetpoint Iteration PID Logical Operands Control Type bd Target Point Type Ge Tims cones Hise Branch Control Point 1 Main Branch Target Point 1 fi dain H Chainage Control Point 1 a500 Chainage Target Point 1 fi 000 Time series item Name Control Point 1 Name Target Point 1 M ainGate Comp No Control Point 1 0 Comp No Target Point 1 j Branch Control Point 2 Branch Target Point 2 Chainage Control Point 2 0 Chainage Target Point 2 fi Sum ct Wl for leontral Port Som ch Wl tan legetan Figure 2 50 The Control and Target point property page Control Type Here the type of Control Point is chosen This field is linked to the Con
53. a depth That is a height above bottom of river bed Please note Setting the Thickness of active layer to a value of 99 switches back the formulation to the previous default formulation in MIKE 11 thickness equal half the dune height The Non scouring bed level item gives a possibility for the user to define levels global and or locally where a non erodible surface is present Important to notice that this item must be defined as a level and not a height If during a morphological simulation bed erosion occurs and the bottom of the bed reaches the defined Non scouring bed level no further bed erosion will take place 386 MIKE 11 Non Scouring Bed Level a os i T Riverl ST11 ix Calibration Factors Data for Graded ST Sediment Grain Diameter Transport Model Initial Dune Dimensions Preset Distribution of Sediment in Nodes Passive Branches Non Scouring Bed Level m Global Values Thickness of active layer fo Non scouring bed level 5 5 m Local Values River Name Chainage Thickness _ Non scouring bed level 0 000000 0 100000 0 250000 2500 0000 0 100000 0 000000 4400 0000 0 150000 0 100000 0 000000 99 000000 4000 0000 99 000000 1 500000 Figure 10 8 Non scouring Bed Level property page Figure 10 8 shown an example where the global values of Thickness of active layer is defined to 0 1 m and Non scouring bed level is set to 1
54. a factor taken from a time series When pressing the details button a new dialog pops up This is used to enter the necessary details in defining the operating rules for control struc tures in Mikel1 There are four property pages Control Strategy Con trol and Target point Iteration PID and Logical Operands River Network Editor 91 LEA River Network Editor Control Strategy Control Definitions x Control Strategy Control and Targetpoint Iteration PID Logical Operands Control Target Point Type of Scaling Scale with Time Series 7 Point Value Value 1 m Scaling Internal Variable r Scaling Time Series Variable Type Time Series File Branch Scale Point 1 Je mike2000 1005 Bin Co J Chainage Scale Point 1 Time Series Item a 0 Name Scale Point 1 Control_Brantl 0 o jo Comp No Scale Point 1 Branch Scale Point 2 Chainage Scale Point 2 Sum of i far Figure 2 49 The Control Strategy property page Here the relationship between the value of the Control Point and the value of the Target Point are entered This is done in the table on the left side of the property page Also the information about scaling of the target point are entered here The Type of Scaling field is linked to the Type of Scaling field described in Target Type p 91 Below this field there are two sections A Scaling Internal Variables s
55. an outflow Note that if a NAM result is used as input to a HD simulation the incorporation of rainfall and evaporation is handled automatically without the need for a separate boundary file If the rainfall input is to be used as a source for an AD model the Include AD boundaries should be checked In this case the concentration of com ponents in the rainfall are specified in the third split window Component numbers must match those in the AD parameter file A boundary for com ponent number 0 will be applied to all components not otherwise speci fied Boundary Editor 189 Boundary Editor MM bnd4 7 bnd11 z rE Boundary Description Boundary Type Distributed Source Rainfall Point Source lInflow T Minclude AD boundaries oss poe be reve rs eoneonen Data The renee merve rene _z Constant concentration y PSU Temperature degree Celsius Undefined Figure 4 24 The layout of the boundary file when the Boundary Type is chosen to be rainfall The second split window now contains a check box used to specify if AD components should be included AD compo nents must be specified in the third split window Sediment Transport Boundary Figures 4 25 and 4 26 show the layout of the boundary file for Sediment Transport which can be specified for either an open boundary or a point source The second split window holds information on the time series
56. and model simulations 11 1 Basic definitions 11 1 1 Simulation Period and Time of Forecast The Time of Forecast ToF is defined in relation to the Hindcast and the Forecast Period in Figure 11 1 The Hindcast Period defines the simulation period up to ToF and is specified in the simulation file or calculated by the system see Chapter 11 1 2 Simulation Mode The length of the Forecast Period is always specified in the Forecast Menu see section 11 2 1 lt _ e FowsastPeried_ gt N Simulation Start Time of Fomai Figure 11 1 Definition of ToF 11 1 2 Simulation Mode Real time mode Real time mode defines a condition where MIKE 11 FF is used to execute simulations applying real time hydrometeorological data as boundary conditions The common time span of the boundary data defines the hind Flood Forecasting Editor 391 Flood Forecasting Editor cast period see Figure 11 2 As real time hydrological and meteorological data are often captured and supplied by a telemetry network pre process ing of these data is usually required for a specific user defined Hindcast Period and Time of Forecast Ts3 gt Ts2 a i Ts1 1 Figure 11 2 Definition of Hindcast Period and ToF Historical mode While real time telemetry data form the boundary conditions in an opera tional forecasting mode historical hydrometeorological data are appli
57. and y coordinates be other data shown in the details part of the dialog These additional data are Left and right bank Each pairs of expansion and contraction lines creates a dead water zone along the bank The dead water zone is defined by the bank line between the expansion and the contraction point and by two straight lines starting at the expansion and the contraction point Each of these lines are defined by two angles One being the angle relative to the x axis of the coordinate system of an artificial guide line parallel to the main flow direction and one being the angle between the guide line and the dead water line MIKE 11 Tabular view Network Sex Vegetation zone A vegetation height is assigned to each vegetation zone Similar to the dead water zone adjacent to an expansion there is a dead water zone downstream of a vegetation zone There are two straight lines pointing in the downstream direction which defines the dead water zone These lines are each defined by two angles One being the angle relative to the x axis of the coordinate system of an artificial guide line parallel to the main flow direc tion and one being the angle between the guide line and the dead water line Dead water zone AA Qyq NS Left levee ee bank line Extraction Dead wateMN o point line Guide fine 7 gt Contraction point Branch line Figure 2 15 Definition of dead water zon
58. applied The resistance number on the flood plains in this reach varies linearly between 25 and 30 Hydrodynamic Editor 275 oa Hydrodynamic Editor Mix Coef W L Incr Curves W L Incr Sand Bars Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values Quasi Steady Add Output Flood Plain Resist User Def Marks m Flood Plain Resistance r Global Value Flood Plain Resistance E m Local Values j4 RIVERI 5000 000000 25 000000 2 RIVER1 10000 00000 30 000000 Figure 6 4 The Flood Plain Resistance property page 6 5 Initial Initial conditions for the hydrodynamic model are specified on this page The initial values may be specified as discharge and as either water level or water depth The radio button determines whether the specifications are interpreted as water level or depth The global values are applied over the entire network at the start of the computation Specific local values can be specified by entering river name chainage and initial values Local values will override the global specification Example Figure 6 5 The global water depth and discharge have been specified as 5 00 and 1 400 respectively Local values have been specified in the branch RIVER 1 The local initial water depth vary from 5 70 to 5 00 with a linear relationship between chainage 0 and 3000 The dis charge also varies between 1 000 and 1 4
59. are available to plot and analyze the results of a rainfall runoff simu lation 1 MikeView To apply MikeView for result analysis during calibration use RES11 as result file type Plot layouts can be generated and saved in MikeView for comparing simulated and observed flow while displaying e g the Root Zone storage variation the snow storage the rainfall etc Rainfall Runoff Editor 259 Rainfall Runoff Editor 2 MikeZero Time series Editor The time series editor can also be used to view and compare simulated and measured results and to export results to e g a spreadsheet for further processing The result file should then be given a DFSO extension 3 MikeZero Plot Composer The MIKEZero Plot composer which also uses DFSO files is suitable for arranging final plots for presentation in reports and can also be used in the calibration procedure Summarised output MIKE 11 generates as standard a table with yearly summarised values of simulated discharge The table is stored as the textfile RRStat txt in the current simulation directory The table is extended with observed dis charge for catchments where the time series for observed discharge have been specified on the Timeseries Page This includes a comparison between observed and simulated discharge with calculation of the water balance error and the coefficient of determination The output from a NAM catchment is extended with summarised values from other comp
60. be entered from a known rating curve eg copied and pasted from Excel or automatically generated by selecting Tools in the top menu bar If this later option is selected a new dialog appears see fig ure 4 20 Auto calculation of Q h table xj TopoiD aden l Cancel C Critical flow Manning formula Slope fo o01 Manning s M faa n 10 025 Figure 4 20 Dialog used when making automatic calculation of Q h relation The user must select the TOPO ID of the cross section to be used select whether the Q h relation should be calculated assuming critical flow or uniform flow via the Manning equation If the latter is chosen the bed slope and Manning s n or M must be specified Because information on the cross section is needed this facility is only available when the simu lation editor is open and the paths to the cross section and boundary files have been specified AD boundaries may be specified together with the Q h relation If this is done as shown in figure 4 21 the user must specify the type of AD boundary typically Open Concentration for a downstream boundary and enter information on the boundaries in the lower window Boundary Editor 187 Boundary Editor MM bnd4 21 bnd11 z Hi x m pounce Description menei Dray Type Brener nme change change xe Boundary 1 Include AD boundaries 1 08825 6 5850701 10 AD boundaries 0 0 48275 13 09413446 0 18 21
61. bottom of each page can be copied to the clipboard This facility is useful when editing a setup with many catchments Editing of the rainfall runoff parameters can be carried out in a spreadsheet after having copied the Overview to the spreadsheet via the clipboard After editing the parameters are copied back to the Overview and saved in the Rainfall Runoff Editor 202 MIKE 11 Specifying model Catchments LAA 5 1 Specifying model Catchments The catchment page is used to prepare the catchments to be included in the RR setup see Figure 5 3 Skawa RR11 Modified Catchments NAM UHH SMAP iter Timeseries m Catchment Definition Catchment name Skawa u PP X Rainfall runoff model type NAM Catchment area 474 887 IV Calibration plot m Catchment Overview a oe ee iM EKAWwA_UPP 474 887 474 887 2 skawa_Low i 683 469 683 469 Combined i 1158 36 Figure 5 3 The Catchment page Additional catchments are prepared via the Insert Catchment dialog The Example includes 2 sub catchments and a combined catchment which includes the 2 sub catchments Inserting Catchments New catchments are defined via the Insert Catchment dialog see Figure 5 4 The insert catchment dialog is automatically activated for the first catchment when creating a new RR parameter A new RR parameter File is created from the MIKEZero File dialog Additional catchments are defined when pres
62. branch Move the cursor over the point to be excluded and click the left mouse button once The point is excluded from the branch path but is not deleted Connect branch This tool is used to connect two river branches ata junction point Click and drag with the left mouse button from a river branch end point upstream or downstream to the junction point on a neighboring branch Care should be taken when connecting four or more branches In such cases all branches connections should be made to a single junction point as shown in Figure 2 73 River Network Editor 135 LEA River Network Editor Incorrect branch Correct branch connection connection EE ioo ee i P za Figure 2 73 Connection of four or more branches 7 Disconnect branch This tool deletes a branch connection Select iE the point at the end of the branch to be disconnected and click with the left mouse button once Repeat insert The repeat insert tool will add a copy of the latest X object weir cross section boundary condition initial condition etc created using the Insert facility in the Pop Up Menu The repeat insert button is a fast and convenient way of inserting multiple objects to the river network The current object type is shown in the status bar when the repeat insert button is activated After activating the repeat insert tool you should point and click once at the desired location of the new object Select amp edit This tool is simi
63. chainage are also needed in order to identify the location of the boundary An Open boundary condition has the following valid Boundary Types e Inflow is specified when a time varying or constant flow hydrograph condition for the HD model is required with or without a solute com ponent for the AD model e Water Level is specified when a time varying or constant water level for the HD model condition is required with or without a solute com ponent for the AD model 172 MIKE 11 Overview of the Boundary File LEA e Q h is specified when the relationship between the discharge and the water level HD model is known and used with or without a solute component used in the AD model e Bottom Level is specified for ST models where the variation of the bottom river bed level is required as a function of time e Sediment Transport is specified for ST models when a variation of the inflow of sediment is required as a function of time e Sediment Supply is specified for ST models when neither the bottom level nor the sediment transport is known Instead the inflow of sedi ment is computed as equal to the sediment transport capacity No other information is needed for this type of boundary The Point Source Boundary The Point Source boundary condition is used at locations within the model domain where time varying or constant lateral inflows or outflows occur When the Boundary Description is selected as Point Source
64. computation is included Calculation of Bottom Level A check box is provided to include or exclude bed level updating during the simulation MIKE 11 Transport model K dH dZ Calculation parameter for the morphological model PSI Centring of the morphological computation scheme in space FI Centring of the morphological computation scheme in time FAC Calibration parameter for computation of derivatives in the morphological model Note that this parameter implicitly defines the step length for a number of numerical derivatives For this reason the parameter must be greater than unity If this is not the case MIKE 11 sets its value equal to 1 01 internally Porosity Porosity of the sediment Parameters used if updating of bottom shear stress is included Bed Shear Stress A check box is provided to include or exclude bed shear stress updating during the simulation Resistance type combo box The user is given the option to select which shear stress resistance type formulation to be used for defining minimum and maximum limits of resistance number calculated throughout the ST simulation Manning s M Manning s n or Chezy Omega Calibration parameter for the resistance number ResistanceST OMEGA ResistanceHD Note that Omega is applied to the resistance number which can be Manning s M Manning s n or Chezy C depending upon user input Minimum Maximum Minimum maximum limits for the calc
65. condi tions are valid over the entire model domain In such cases it is not neces sary to specify any location The valid Boundary Types are Evaporation Rainfall Heat Balance Resistance Factor and Wind Field These Bound ary Types are used in the same manner as Distributed Sources It is possible to specify both a globally applicable boundary condition and a distributed boundary condition of the same Boundary Type The global boundary will be applied over the entire model except at those locations where distributed boundaries have been specified Figure 4 5 shows an example in which both global and local wind bounda ries are applied The globally defined wind stress will be applied all over the model except in the branch Main between chainage 0 10000 where a different time series wind speed and direction has been applied MM bnd4 49 bndi1 lol x z Boundary Description Boundary Type Gate ID Boundary ID Distributed Source y Vind field main 0 10000 vind field Data Type TS Type File Value TS Info Lea Vind Velocity m s TS File Examples dfs0 g it 2 ind Direction degree TS File Examples dfs0 R Ea Wind directio Figure 4 5 Example of the application of both global and local boundary condi tons EU functions This Boundary Type can only be used as a global boundary and is used for eutrophication models Two boundaries must be specified Temperature and solar radiation The S
66. decay rate a0 Light coefficient 1 m fi 40000 80CO Salinity per thousand focoo The Arrhenius temperature coefficient 7 is specified in the third field The salinity coefficient S is specified in the fourth field The light coefficient J is specified in the fifth field The light extinction coefficient n is specified in the sixth field The light intensity is the average light intensity calculated as r eGD 9 4 where J is the surface light intensity and Z the water depth The salinity SAL is specified in the last field 9 13 Phosphorus Content Model Levels 1 to 4 This property page offers the ability to add and edit data related to phos phorus modelling There are two parameters to be specified on this page describing the con tent of phosphorus in organic matter BOD originating from pollution sources and in plants In the first field the phosphorus content in BOD must be specified as g P g O3 In the second field uptake of phosphorus by plants per g O produced net production production respiration is specified 352 MIKE 11 Phosphorus Content Model Levels 5 and 6 LEA The global values will be used by the WQ module throughout the river system Local values can be given for specific locations 9 14 Phosphorus Content Model Levels 5 and 6 This property page offers the ability to add and edit data related to phos phorus modelling There are four
67. deposition N m c suspended sediment concentration kg m3 All deposited material is added to sub layer 1 The model concentration c is weighted in time according to the following expression c 1 0 c Oc 7 10 J Advection Dispersion Editor 331 a os Advection Dispersion Editor where j spatial index n time index 0 the time centring for deposition Multi Layer Cohesive Model Erosion The erosion process can be described as either instantaneous or gradual Instantaneous erosion occurs when the bed shear stress exceeds the critical shear stress for erosion of the sediment This implies that all sediment is resuspended instantaneously The gradual erosion is described by an erosion rate assumed to be a non linear function of the excess stress Sg E t Te 0 s Tp gt Tee 7 11 where Sg rate of erosion kg m2 s E erosion coefficient kg s N Tee Critical shear stress for erosion n erosion exponent Both instantaneous and gradual erosion formulations can be applied to sub layer 1 Gradual erosion is automatically applied for sub layers 2 and 3 Thus it is possible to describe each sub layer separately through the parameters and n The erosion rate can be specified in terms of veloc ity or shear stresses 332 MIKE 11 WQ ECO LAB EDITOR 333 334 MIKE 11 Model Definition Ss 8 WQ ECO LAB EDITOR ECO Lab is a numerical lab for Ecological Modelling It
68. downstream of the bridge Total width of piers Figure 2 40 shows an example with bridge piers inserted at the chainage 500 m in the river RIVER 1 The bridge piers have been given the topo logical identification tag Bridge 1 The geometry dependent non dimen sional constant has been given the value 0 8 the upstream width is specified as 10 m and the total width of the piers is set to 3 5 m x Geometry es Drag coefficient as C constant bs Channel width upstream of piers fo Total width of piers Bs Figure 2 40 D Aubuisson Bridge piers geometry property page Note If the Froude number downstream of the piers is greater than the cri teria default 0 6 the effect of bridge piers using D Aubuisson s formula is ignored The criteria value may be changed in the Mike11 ini file by set ting the variable BRIDGE FROUDE CRITERIA Bridge piers Nagler amp Yarnell The Nagler and Yarnell methods describes free surface flow trough a bridge opening with piers Available options for Nagler and Yarnell Submergence Overflow 78 MIKE 11 Tabular view Structures LAA Geometry and loss factors are viewed by pressing the Edit button under Geometry and Loss factors ies and Loss factors Details LI x Geometry Loss factors Opening width b fzo Figure 2 41 Nagler and Yarnell Bridge piers geometry property page LI x Geometry Loss f
69. eed ESS 359 9 21 Nonpoint pollution interface o oo a 361 922 WETLAND i sane aoa Pda a e eee a EE Aa d da a BORE 361 12 MIKE 11 9 22 1 Introduction 0 0 0 0 iarasi 361 9 22 2 Integration with WQ aoaaa ee 362 9 22 3 The Model 0 000 000 02 2 eee 363 9 23 Wetland General 0 0 20 0000 000 2s 365 9 24 Wetland Nitrogen 2 000002 eee eee 366 9 25 Wetland Phosphorus 000 00055008 367 9 26 Wetland Components 00 005000048 368 Sediment Transport Editor 0 00 371 10 SEDIMENT TRANSPORT EDITOR 373 10 0 1 Sediment transport simulations Simulation mode 373 10 0 2 The transport models 00 374 10 1 Sediment grain diameter a aoaaa a 375 10 2 Transport model a anaa aa 000002002000 376 10 2 1 Model Parameters oaoa aaa a 377 10 2 2 Special features for specific transport models 380 10 2 3 Bottom level update methods 381 10 3 Calibration factors 0020 0 0 00000 000000 2 eee 382 10 4 Data for graded ST vc 22s dewaa ga He de a 382 10 5 Preset distribution of sediment in nodes 384 10 6 Passive branches 0 0 0 0000 eee ee 384 10 7 Initial dune dimensions 0004 385 10 8 Non Scouring Bed Level 20200002 eee 386 Flood Forecasting Editor
70. ew be a em e Ae ed ee de 231 5 6 2 Methods for hydrograph Generation 231 5 6 3 T Year Event aaa a aaa 231 5 6 4 Probable Maximum Flood 00 236 5 6 5 Generation of an Observed Flood Event 238 5 6 6 Results aoaaa aaa 238 56 7 Validation 2 4 3 444 dco Be be bee kesra a ee 239 20 DOG Files s gu acsee e pat ok ee Bo Se a Se p 239 Be DRIPU na oon ae ee eee ee ee en See ce See 239 5 7 1 Surface flow 2 24 22 e bee a be be bed ee ee a a edd 239 5 7 2 Initial conditions 02 000000200200000002 242 57 3 Rainfall s e404 oe we beh us da ea eE a a a e a 243 5 8 Time Series aaa aaa a 246 5 9 Parametersmenu 0 a e 250 5 9 1 Enlargement ratio osu 2 eee he whe we ee eee ee 250 5 9 2 Loss Parameters 0 0008 250 5 9 3 Land use definitions for QLSF method 250 Ss 5 9 4 Default values for specific method 250 5 9 5 Time fixed combinations 05 4 251 5 9 6 MAW merged output file oaa aa 251 5 10 Basin View aaa aaa a ee 251 5 10 1 Activating the Basin View aaa aa aaa 251 5 10 2 Importing Layers aoaaa aaa eee eee 252 5 10 3 Basin Work Area aaa aaa 0200000004 252 5 10 4 Preparing Catchments aaa aaa 257 5 10 5 Inserting Rainfall Stations aoaaa 257 5 10 6 Preparing Thiessen weights a aoaaa aaa 258 5 11 Result Presentation ooa 000000000222 25
71. file dfs2 of precipitation maps precipitation as rainfall intensity Constant precipitation rate Here the constant precipitation rate is defined mm hour TS File With a selection of uniform spatial distribution and time varying temporal distribution as presented in Figure 5 21 it is required to select a time series file dfs0 file with rainfall data in the TS file filename field Rainfall file With a selection of distributed precipitation maps as presented in Figure 5 22 it is required to select a time varying grid file dfs2 file with rainfall data in the Rainfall file filename field Create new distributed precipitation maps DRiFt includes a possibility for generating a time varying gridbased pre cipitation input file from a number of single raingauges observations by use of spatial interpolation If the rainfall pattern must be distributed and 244 MIKE 11 DRiFt Ss no rainfall file exists then by activating this check box DRiFt will gener ate a time varying distributed file In case this feature is enabled it is required to specify Raingauges definitions in the table below the check box Rainfall station specification table Rainfall stations raingauges definitions for the spatial interpolation fea ture in DRiFt is given in this table The information required for the inter polation is the location of the raingauge station in the basin defined by plan coordinates X and Y
72. g nitrification is modelled in the aerobic zone while denitrification takes place in the anaerobic zone Uptake and mineralization of nutrients together with immobilisa tion adsorption processes and sedimentation resuspension of particulate matter are also modelled The modelled processes are illustrated in fig 8 3 WQ BOD DO Editor 363 LAA WQ BOD DO Editor Precipitation Evapotranspiration Denitrification Water surface Particulate P ie PeatiSedime 2 Sedimentation Figure 9 3 The WETLAND model The biological physical system described in the WETLAND model con sists of coupled processes where changes in one component could influ ence other components depending on the biological chemical reactions The model describes 4 components or variables in the water phase all which are coupled to the transport spread simulation from the AD module AMMONIA NH N concentration in surface water NITRATE NO N concentration in surface water PHOSP DISS PO P concentration in surface water PHOSP PART Particulate P concentration in surface water These four components are identical with the components for nutrients applied in WQ model level Nos 3 4 and 6 This also implies that WET LAND only can be activated at model levels Nos 3 4 or 6 Phosphorus processes are as in the WQ model optional In addition to the four water phase components 8 more components in the sediment peat are modelled which d
73. in the Mouse Sensitivity field MIKE 11 Graphical View Network data Network Settings Figure 2 8 The Network Data property page Auto Connect Branches Search Distance The maximum search radius applied when using the Auto Connect Branches facility under the Network Menu can be specified here Connect to The automatic connection can either be made to the nearest point or to the nearest branch segment Auto Boundary Free Branch Ends The facility Auto Boundary Free Branch Ends can generate bound ary conditions for the HD AD or ST models The desired models are selected here Cross section drawing style The cross section drawing style may be set to uniform or automatic Snap to grid This facility may be used for snapping points to a user defined grid The spacing of the grid may be defined here as well River Network Editor 37 Baer River Network Editor Note the grid spacing used for snapping is not shown Default branch type The default type of branch is set here The user can chose between Regular Link Channel and Routing The Rotate Branch Graphical Symbols checkbox enables the rotat ing of graphical symbols such as triangles rectangles etc on the plan plot Without the activation of this checkbox symbols are always oriented north south but if the feature is enables the sym bols will be oriented towards the direction of the river branches see Figure 2 9 Net2 1 M
74. is an open and generic tool for costumizing Aquatic Ecosystem models to describe water quality eutrophication heavy metals and ecology The module is mostly used for modelling water quality as part of an Environmental Impact Assessment EIA of different human activities but the tool is also applied in aquaculture for e g optimizing the production of fish seagrasses and mussels Another use is in online forecasts of water quality The need for tailormade ecosystem descriptions is big because ecosystems vary The strength of this tool is the easy modification and implementation of mathematical descriptions of ecosystems into the hydrodynamic engines of DHI The user may use the predefined ECO Lab Templates or may choose to develop own model concepts The module can describe dissolved sub stances particulate matter of dead or living material living biological organisms and other components all referred to as state variables in this context The module was developed to describe chemical biological ecological processes and interactions between state variables and also the physical process of sedimentation of components can be described State variables included in ECO Lab can either be transported by advection dispersion processes based on hydrodynamics or have a more fixed nature e g rooted vegetation 8 1 Model Definition The Model Definition consists of the selection of the ecolab file which will form the basis of the Water Q
75. is assumed and the parameter specified in the second field is used The global values will be used by the WQ module throughout the river system Local values can be given for specific locations 9 7 Bed Sediment Model Levels 5 and 6 This property page offers possibility to add and edit sediment bed related data in connection with modelling delayed oxygen demand There are five coefficients for Bed Sediment on this model level In the first field a Ist order adsorption constant must be specified for the adsorption of dissolved organic matter from the water on the river bed The unit is m day In the second field the resuspension of sedimented organic matter is speci fied as g BOD m day In the third field the settling velocity is specified for suspended organic matter in m day In the fourth field the critical flow velocity where net resuspension depo sition is zero is specified The critical flow velocity is given in m sec When the flow velocity is below this value sedimentation is assumed and the parameter specified in the previous field is used When the flow veloc ity exceeds this value resuspension is assumed and the parameter speci fied in the second field is used In the last field the critical concentration of organic matter at the river bed is specified as g BOD m In case of concentrations below this value there will be no resuspension of organic matter from the bed irrespective of the flow velocity this
76. is for other types of models However due to the highly unsteady nature of dambreak flood propagation it is advisable that the river topography be described as accurately as possible through the use of as many cross sections as necessary particularly where the cross sections are changing rapidly Another consideration is that the cross sections themselves should extend as far as the highest modelled water level which will normally be in excess of the highest recorded flood level If the modelled water level exceeds the highest level in the cross section data base for a particular location MIKE 11 will extrapolate the PROCESSED data Reservoir description and appurtenant structures In order to obtain an accurate description of the reservoir storage charac teristics the reservoir can be modelled as a single h point in the model This point also corresponds to the upstream boundary of the model where inflow hydrographs are specified The description of the reservoir storage is carried out directly in the proc essed data The only columns which contain real data are those contain ing the water level and the additional flooded area In this way the surface storage area of the dam is described as a function of the water level The lowest water level should be somewhere below the final breach elevation of the dam and should be associated with some finite flooded area This first value hence describes a type of slot in the reservoir
77. is specified Bridge ID String identification of the bridge Method Type of bridge Options Checkboxes for options available for the chosen method Geometry and Loss factors Edit button for entering geometric and loss factor options Detail button for entering loss coefficient tables Graphic Not available in present release Submergence Pressure flow Available if Submergence checkbox is marked See Options The user must select method FHWA WSPRO or MIKE 11 culvert For details on FHWA WSPRO see Submergence FHWA WSPRO 62 MIKE 11 Tabular view Structures LAA Culvert no When choosing MIKE 11 culvert details of the culvert structure are in the culvert menu See section 2 3 2 Culvert no is chosen as the number marked in the overview box in the culvert menu Bridge level bottom Vertical level for the bottom of the girders Overflow Available if Overflow and Submergence checkbox is marked See options Selection of FHWA WSPRO or MIKE 11 weir method For details on FHWA WSPRO see Overflow FHWA WSPRO Weir no When choosing MIKE 11 weir details of the weir structure are in the weir menu See section 2 3 1 Weir no is chosen as the number marked in the overview box in the weir menu r Location Method River Name Chainage Bridge ID Branch2 1000 F HWA WSPRO x Options _ 7 Geometry and Loss factors iirc Eat Detais i
78. log should be created or Introduction The DRiFt module DRiFt Discharge River Forecast is a semi distrib uted rainfall runoff model based on a morphological approach The model is able to consider the topography of each site analyzed and the spatial variability of soil characteristics and rainfall patterns Input data for the DRiFt model is divided into three groups Surface Flow parameters Initial Conditions Rainfall Precipitation data The development of DRiFt has been made by CIMA Centro di ricerca Interuniversitario in Monitoraggio Ambientale a research institution of the Universities of Genoa and Basilicata Italy in cooperation with ACROTEC S r l Surface flow Parameters for calculating the surface flow are described below see Figure 5 19 Rainfall Runoff Editor 239 Rainfall Runoff Editor DRiFt 1 RR11 MAP Urban FEH DRIFt Timeseries Catchments NAM UHM S Surface flow Initial Conditions Rainfall DRIFT CAT E Edit Tese Edit Catchment outlet node m Geo morphological Parameters DEM x coordinate 2s Y coordinate fas m Surface Parameters CN Distributed y Edit A Vv feo Flow velocity in channels fi Flow velocity on hillslopes fo m Overview Figure 5 19 DRiFt Surface Flow parameters Geo morphological Parameters DEM The DEM Digital Elevation Model of th
79. manual Figure 2 12 The branch property page Definitions Branch name Name of the branch Topo ID Topo ID Upstr Ch The chainage of the first point in the branch Downstr Ch The chainage of the last point in the branch River Network Editor 41 LEA River Network Editor Flow Direction If specified as positive simulated discharges will be positive when the flow direction is from upstream chainage to downstream chainage Vice versa if the flow direction is defined as negative Maximum dx Maximum distance between to adjacent h points See Tabular View Grid Points p 131 Branch Type Regular A minimum of one cross section is required Link Channel No cross sections are required Instead the parame ters given in the Link channel dialog must be specified using the Edit Link Channel Parameters button Routing No cross sections are required Only the flow is calculated no water levels See section 2 4 Tabular view Routing p 114 Kinematic Routing Kinematic Routing can be used to model the hydraulics of upstream tributaries and secondary river branches where the main concern is to route water to the main river system The Kinematic Routing method does not facilitate the use of struc tures at Kinematic Routing branches Moreover the method does not account for backwater effects At Kinematic Routing branches it is possible to run the model without information on cross sec
80. mouse button Multiple points can be added by pressing the left mouse button and holding it down while moving the mouse along the desired path New points will be cre ated with a spacing determined by the minimum digitize distance speci fied in the Mouse Settings property page of Network Settings Points added with this tool will always be added as free points i e not connected to a river branch Alternatively you can add new points and define a river branch in one operation using the following tool Add points and define branch This tool creates points and branches in a single operation Point and click at successive loca tions along a desired path Points can also be added by pressing the left mouse button and holding it down while moving Double click on the last point to end the branch Delete points This tool deletes both free points and points con nected by a branch Move the cursor over the point the cursor will change style to indicate that a point has been detected and press the left mouse button to delete Multiple points can be deleted by holding the left mouse button down while moving the cursor over the points Move points This tool moves both free points and points con nected by branching Select the point using the left mouse button and then drag to the desired location Define branch This tool creates one or more branches by draw inga line through two or more free points Select the first
81. objects Basin Web Objects active when editing or deleting objects Catchment Objects Station Objects Thiessen Objects The page Mouse is used to adjust the digitizing distance and the Mouse sensitivity for digitizing on the screen Rainfall Runoff Editor 255 Ss Rainfall Runoff Editor Graphical Settings x Graphics Mouse a Graphical Obee r Points Drawn as E raphical Objects 4 ewes Poss xf 0 0 ofo aze 4 Lines Color M GB Point fit style white 7 E4 Catchment Objects ERN 4 re Point size 2 ppt Labels 7 Station Objects Lines Drawn as Points I Display Line style Solid od x Labels EJA Thiessen Objects Color E H Ka Polygon fill style 7 Inside Catchment 7 A Polygon Lines Thickness iB pixels Station Points 5 Outside Catchment gt Text Drawn as Polygon Lines jean ERAS Station Points sees pana id Color B fl Background style z Figure 5 28 Graphical Settings Resize Working Area The working area on the Basin View can be resized from this option Delete selected items After selection a catchment boundary press the delete boundary icon and click on the actual boundary or selecting a rainfall station press the default mode icon and click on the actual station the item can be deleted either by using this option or by pressing the delete button Create Polygons After havin
82. of values of X Z r and markers are required Cross Section Editor 159 Ss Cross Section Editor X x coordinate Z z coordinate Ty relative resistance The markers are set according to lt 1 gt marker 1 lt 2 gt marker 2 lt 4 gt marker 3 lt 8 gt marker 4 lt 16 gt marker 5 lt 32 gt marker 6 lt 64 gt marker 7 lt 128 gt marker 8 lt 256 gt marker 9 Note that if a point has two or more markers the number after is found as a summation for example lt 6 gt indicates that the point represents marker 2 and 3 Markers 4 7 are only of concern for the quasi two dimensional steady state with vegetation module Each type of information must start with an explanatory text line followed by one or more lines containing numerical information This text line must start with three fixed characters depending on the type of data e Horizontal coordinates Text line Coordinates Numerical line 1 27 43 13 293 0 The rest of the line will be ignored 1 The x and y coordinates will follow 2 The x1 y and x3 y2 coordinates of the section ends follow e Positive current direction 160 MIKE 11 Importing cross sections using File Import Text line Flow direction Numerical line 1 270 0 The rest of the line will be ignored 1 The direction will follow Datum adjustment Text line Datum Numerical line 12 22 The datum adjustment will be added to the z c
83. of the Boundary File The Inflow Boundary Open Inflow Boundary Open inflow boundaries are used to specify inflows at free branch ends boundaries of the model domain for HD AD and MIKE 12 simulations The layout for the Inflow boundary for Open Boundaries is shown in Fig ure 4 6 Note the AD RR option is not available for open boundaries The three check boxes available are e Include HD Calculation This box must be checked if the discharge time series is to be included in the water balance in the HD calculation e Include AD calculation This box must be checked if the discharge is to be used with a concentration to compute the mass inflow of a compo nent in an AD simulation When checked the associated concentra tions are entered in the third split window e Mike 12 If this check box is checked the boundary is applied to a two layered branch bnd4 16 bnd11 10 x Boundary Description _ Boundary Type Se mata Include HD calculation Include AD boundaries Mike 12 1___ Discharge TS Fil Figure 4 6 Specification of a discharge at an open inflow boundary Figure 4 6 shows the specification of a simple discharge boundary for a HD model The discharge either constant or a time series is specified in the second split window If the Include AD calculation box is checked additional information is needed in the second split window see figure 4 7 This information deals with how the A
84. of the Target Point is 20 Limit ow and Limit are both equal to 0 2 If Absolute is chosen the iteration stops when the actual water level is between 19 8 and 20 2 If Relative is chosen the iteration stops when the actual value is between 16 and 24 Max Change of Gate Level This field holds the maximum change of the gate level or discharge in case of a discharge gate that can take place during one iteration and will be used as the first guess at the change in gate level Both positive and negative values can be entered In this way the user can make sure that the first guess at a new level makes the iteration go in the right direction River Network Editor 97 LEA River Network Editor Logical Operands Control Definitions x Control Strategy Control and Targetpoint Iteration PID Logical Operands Branch frei Branch Use Time Series Time Series Lo Treanor vor Mame ot pee a a MainGate C wnike2000 1 M4214Q Figure 2 53 The Logical Operand property page As stated in Control definitions p 87 it is possible to define a number of conditions that all must be evaluated to TRUE if the whole if statement is to be evaluated as TRUE These conditions are in Mike11 called Logi cal Operands The logical operands are entered in the Logical Operand property page see Figure 2 53 Each row in this table corresponds to a logical operand Note that it
85. or selected using the predefined com ponent sets provided with the water quality module Each component is modelled using a defined concentration unit and type Sediment Layers Non Cohesive ST Ice Model Additional output Components Dispersion Init Cond Decay Boundary Cohesive ST m Components I WA Sediment interaction Fill WQ Components a AMONIA mon Normal 4 NITRATE mga Normal 5 50D SUSPEND mga Normal 6 BOD DISSOLVE mga Normal BOD SEDIMENT mgA Normal Figure 7 4 The component property page WQ Sediment interaction If this check box is checked Mike11 will include the exchange of BOD between the water and the sediment Both cohesive sediment and non cohesive sediment will be included All together four components will be added to the component list COHE Cohesive sediment Type must be Single Layer Cohesive COHE BOD BOD attached to cohesive sediment Type must be Normal NON_COHE Non cohesive sediment Type must be Non Cohe sive NON COHE BOD BOD attached to non cohesive sediment Type must be Normal 316 MIKE 11 Components oa Fill WQ components By selecting the Fill WQ components button a number of predefined com ponent sets for the water quality modules can be accessed Select WQ model x Level WO BOD DO with Nutrients p 5 v v CEU C HM C OCRE C EU Extended C
86. overview of the boundaries included in the model set up The information required is the Boundary Description the Boundary Type and the Location of the boundary In addition a Boundary ID can be entered although this is optional Specifying an ID can be convenient for identifying the boundary but it has no effect on the calculation 170 MIKE 11 Overview of the Boundary File LA Select the actual Boundary Description and the Boundary Type by placing the cursor at the right end of the edit field in question and left clicking the mouse A drop down list appears from which the appropriate type can be selected see figure 4 2 Point Source Distributed Source Figure 4 2 Drop down list belonging to the Boundary Description To insert new boundaries rows in the Boundary Table in the first split window press the Insert button on the keyboard or use the Tab key A boundary row can be moved up or down in the table by selecting a row clicking in the left column and dragging to the desired row It is also pos sible to sort the boundaries alphabetically by double clicking the column headers This operates for all the column headers in the first split window The Boundary Description describes the nature of the boundary see Fig ure 4 3 There are six different types of Boundary Description e Open e Point Source e Distributed Source e Global e Structures e Closed These are explained in detail below
87. page see Components p 316 Concentration Here the value of the initial condition is entered Global This box must be checked if the value entered in the Concentration field should be used as a global value If it is left unchecked the value will be used as a local value River name The name of the river with the local initial value Chainage The chainage in the river with the local value Advection Dispersion Editor 321 Ss Advection Dispersion Editor Example In Figure 7 7 two components are simulated COMP1 and COMP2 The initial concentration of COMP1 is set to 10 00 for the entire river network The initial concentration of COMP2 is set globally with a value of 2 00 However the initial concentration of COMP varies linearly between 2 00 and 7 00 in the branch RIVER 1 from chainage 10000 to 20000 From chainage 20000 to 25000 the initial concentration of COMP2 is 7 00 Initial conditions stratification table Component Here the component in question is selected Presently only temperature can be selected Conc S Temperature at the surface Conc 2 Temperature at layer k2 above the bottom Conc 3 Temperature at layer k3 above the bottom Conc B Temperature at the bottom k2 Layer number above the bed k3 Layer number above the bed Global This box must be checked if the value entered in the Concentration field should be used as a global value If it is left unchecked the va
88. point Limitzow is the amount that the actual value of the target point can be smaller than the required target point and Limit tigh is the amount that the actual value of the target point can be larger that the required value of the target point 96 MIKE 11 Tabular view Structures sex Control Definitions x Control Strategy Control and Targetpoint Iteration PID Logical Operands m PID Integration time Ti 200 Derivation time Td jp 8 Proportionality factor K fi Weighting factor fl Weighting factor gt Weighting factor a for timestep 1 al for timestep 2 a2 Bus for timestep 3 a3 H r Iteration Use absolute or relative value Absolute x Value fo 1 lt Target Value lt Value fo Max change of gate level fo Figure 2 52 The Iteration PID property page when calculation mode is chosen as Iterative Solution Value This field corresponds to Limit in eqn 2 2 Value This field corresponds to Limittign in eqn 2 2 Use absolute or relative value Two options exist Absolute and Relative When choosing Absolute the limits in the convergence interval given in the Value and the Value fields are inter preted as absolute values If Relative is chosen the values are interpreted as fractions of the requested value of the target point Example Suppose that the Target Point is the water level down stream of the gate and the requested value
89. point to 134 MIKE 11 Tool bars Ss be included in the branch and drag the cursor through the free points to be included in the branch Alternatively new points can be added in one oper ation by using the Add points and define branch Auto route branch This tool automatically determines a river branch route from a set of free points To use this tool you select the first point and drag to the last point on the branch The editor automatically determines a path through intermediate free points by always searching for the closest point Delete branch This tool deletes a branch without removing the river points Point at the branch to delete and click once with the left mouse button Cut branch This tool divides a single branch into two separate branches Move the cursor to the required segment where the break is required When the cursor changes style press the left mouse button once to cut the branch Merge branch This tool merges two separate branches into one Move the cursor to the beginning or the end of a branch click at this point with the left mouse button and drag to the connection point on another branch Insert point This tool will insert free points into an existing branch Move the cursor to a point on an existing branch click with the left mouse button and drag the cursor to the free point for inclusion into the branch path Exclude points This tool will exclude points connected along a g
90. riverbed leakage coefficients for different reaches of the river Exchange Type a b or c should be chosen and refer to the 3 different river aquifer exchange types described in the technical documentation of the MIKE SHE User Manual of exchange between surface water and aquifer When the MIKE 11 coupling is used the exchange type specification in MIKE SHE is ignored Leakage Coefficient 1 s Leakage coefficient for the riverbed lining see exchange documentation The leakage coefficient is relevant only if the exchange type is either b or c Flood Area Option The Flood Area or Inundation Area option is one of the new facilities in MIKE SHE and allows that a number of model grids are flooded being part of a river lake reservoir etc The flood area may be defined as no flooding auto matic or manual These three may also be used in parallel for different branches or even for specific coupling reaches within the same branch If the no flooding option is adopted rivers are considered lines located between adjacent model grids No flooding can occur and over bank spill ing is not possible If the auto matic or manual option is used a river or a lake with wide cross sections may cause flooding of a number of grids in MIKE SHE A reference system is established between MIKE 11 A points and individual model grids in MIKE SHE Subsequently a simple flood mapping proce dure is adopted to calculate water stage on the ground surf
91. rows and columns The user specifies the number of plots in the vertical and the horizontal direction Margins The horizontal and vertical margins and the horizontal and vertical dis tances between the plots can be controlled in this section Horizontal and vertical scale options The horizontal and vertical scale options are equivalent In the following the horizontal scale options are explained Cross Section Editor 165 LEA Cross Section Editor Automatic and individual on each section The minimum and maximum of the axis is selected automatically corresponding to the minimum and max imum values in each data set Fixed for all sections User defined values for minimum and maximum of the axis will be applied for all cross section plots Automatic width and fixed width All cross sections will be plotted on an axis with the same width maximum minus minimum The minimum value of the axis will change for each plot according to the minimum value in the data set Fixed scale The scaling of the axis will be selected according to the user defined ratio between the physical cross section size and the printed size Le all cross sections will be plotted on an axis with the same width max imum minus minimum The minimum of the scale can be controlled as either a fixed offset below the data minimum for each cross section or as a fixed value applied for all cross sections Design profile Each plot will normally contain one cro
92. set here The choices are Resistance Radius A resistance radius formulation is used Effective Area Hydraulic Radius A hydraulic radius formulation where the area is adjusted to the effective area according to the rela tive resistance variation Total area Hydraulic Radius A hydraulic radius formulation where the total area is equal to the physical cross sectional area Resistance Only used in conjunction with the quasi two dimensional steady flow with vegetation module The setting for the resistance column in the tabular view see Figure 3 4 Datum A datum may be entered here which is added to all vertical coordinates in the tabular view Coordinates Plane coordinates may be entered here for the left right end of the cross section If non zero values are entered the values are used in the graphical view of the network to display the cross section width Cross Section Editor 145 LEA Cross Section Editor Correction of X coor This is used for determining the correction angle for the X coordinates in the profile The correction may be used for situations where the cross sec tion profile isn t perpendicular to the centre line of the river The correction angle can be automatically calculated by activating the Calculate angle button The correction applied is simply a projection of the cross sectional profile on the normal to the thalweg of the river i e the correction reads x
93. specified as 10 m the section area of the bridge is set equal to 5 m and the drag coeffi cient is set to 1 6 xi Geometry Channel width 10 Section area of submerged bridge 9 Drag coefficient 1 6 C constant 0 Total width of pier Poo Figure 2 36 Submerged bridge geometry property page Note If the Froude number downstream of the fully submerged bridge is greater than the criteria default 0 6 the effect of the bridge is ignored River Network Editor 75 River Network Editor The criteria value may be changed in the Mike11 ini file by setting the variable BRIDGE_ FROUDE CRITERIA Arch Bridge Biery and Delleur amp Hydraulic Research HR The Arch Bridge methods describes free surface flow trough an arch bridge opening Available options for Arch Bridge Submergence Overflow Geometry and loss factors are viewed by pressing the Edit button under Geometry and Loss factors x Geometry Loss factors Opening width b 20 Number of arches 1 Level for bottom of arch curvature 2 Level for top of arch curvature g Radius of arch curvature r Figure 2 37 Arch Bridge Geometry property page LI x Geometry Loss factors Coefficient of discharge Use default IV Type of piers Discharge coefficient m z Figure 2 38 Arch Bridge Loss factor property page Opening width b Opening width at the Arch spring line 76 MIKE 11 Tabul
94. specified as input to the extended snow melt routine Observed Discharge A time series of observed discharge values can be specified and used for model calibration The observed discharge must be specified when auto matic calibration is included The selection of the observed discharge will automatically enable addi tional output which includes a calibration plot with comparison of observed and simulated discharge and calculation of statistical values See Section 5 11 Calculation of Weighted time series This calculation usually needs only be made once Once the calculation is made the result are stored in time series that can be used for subsequent rainfall runoff modelling runs If the rainfall data weights or number of catchments changes the calcula tion must be repeated The Mean Areal Weighting calculation can be performed in two ways 248 MIKE 11 Time Series Ss 1 Directly within the Rainfall Runoff Editor From the top toolbar menu select Basin Work Area and the Calculate mean precipitation The cal culation is made without requiring a model run 2 During a simulation A new simulation is started in the Simulation Edi tor If the weighted time series is ticked the Mean Area weighting cal culation is carried out as part of the model run It is recommended to use option 1 This will ensure that the available peri ods of the input files known in the simulations editor After having calculated the wei
95. system Local values can be given for specific locations 9 16 P exchange with the bed This property page offers the ability to add and edit data related to phos phorus modelling There are three parameters to specify on this page dealing with phospho rus exchange between the river bed and the water phase In the first field the resuspension rate is specified In the second field the sinking velocity for particulate phosphorus is spec ified In the last field the critical flow velocity where resuspension deposition is specified If the flow velocity calculated by the HD module is below the critical velocity sedimentation is assumed to occur with the sinking velocity specified in the second field If the flow velocity exceeds the crit ical velocity resuspension is assumed to occur with the rate specified in the first field The global values will be used by the WQ module throughout the river system Local values can be given for specific locations 9 17 Temperature This property page offers possibility to add and edit temperature related data The temperature will be computed as the result of the difference between solar energy input only during light hours and the energy loss due to emitted heat radiation during night and day There are four parameters for temperature 1 Inthe upper field on the menu the latitude degrees of the location of the river is given 2 Inthe second field a global value of th
96. the encroachment and the river bank The latter being defined by markers 8 and 9 Left and Right position only encroachment method 1 For the fixed position encroachment method the user should here specify the position of the left and the right position as the distance from the river bank Width only encroachment method 2 The width used for the fixed encroachment width method is entered here 290 MIKE 11 Encroachment Ss 6 12 5 Reduction parameters only encroachment methods 3 to 5 Reduction type The way that the conveyance reduction should be accomplished is speci fied here Three possibilities are available Equal The conveyance reduction is accomplished by reducing the conveyance equally on both flood plains Relative The conveyance reduction is accomplished by reducing the conveyance relative to the conveyance distribution in the refer ence simulation Specified The user may specify the conveyance reduction for each of the flood plains The above settings are only meaningful if the sides switch is set to both sides If the latter is not the case the reduction type switch should be set to specified Left and Right reduction These are only used if the reduction type is set to specified The convey ance reduction is entered in percentage of the total conveyance Total reduction If the reduction type is set to either Equal or Relative this field becomes active
97. transport model s and adjust the transport parameters if required 376 MIKE 11 Transport model LEA ST River1 ST11 Torx Calibration Factors Data for Graded ST Preset Distribution of Sediment in Nodes Passive Branches Non Scouring Bed Level Sediment Grain Diameter Transport Model Initial Dune Dimensions m Model type C Total Load Ackers and White a Bed Load and or Suspended Load MV BedLoad I Suspended Load Engelund and Fredsoe x van Rijn x m Model Parameters m Calculation of gt Spec Gravity 2 85 iS 7 dH Backwater Kin Viscosity fi 1076 PSI 0 3 Beta E 65 i Fi 0 9 Theta Critical fo 056 Fac 15 Gamma fi Porosity Acker White eD 35 z oss Moe I Bed Shear Stress r Storing Minimum 10 IV Bed Suspended load Pea Maximum fi ou T Total sediment volumes in each grid point Omega fi I Graded sediment volumes in each grid point Figure 10 2 Example of implementation of transport model parameters Figure 10 2 shows an example of how to set the transport model type and appropriate parameters in the dialog In this example the bed load trans port will be calculated using the Engelund and Fredsoe model and the suspended load transport calculated using Van Rijn formula Morphologi cal computation is selected as the check box for Bottom Level is acti vated but there will be no computing of the bed shear stress
98. used for obtaining the water level in the network 1 2 Input A ies Untitled1 Models Input Simulation Results Start m Input Files Network Cross sections Boundary data RR Parameters HD Parameters AD Parameters WO Parameters ST Parameters FF Parameters HD Results FR Results al al al al al al al al l l DOO Edit Edit Edit Edit Edit Edit Edit Figure 1 2 The Input tab Simulation Editor 19 Simulation Editor Based on the model selection from the Models Property Page the user is required to specify a range of input file names E This button opens a file selection box Edit This button opens the relevant editor Note that the files required are indicated by the active fields Two excep tions are the fields for the result files A hydrodynamic result file is required if e a stand alone Advection Dispersion Sediment transport simulation is to be carried out or e if lateral sources from a previous MIKE SHE MIKE 11 coupled model run are to be included in a hydrodynamic simulation A Rainfall Runoff result file is only required if the hydrodynamic and rainfall model are to run uncoupled 1 3 Simulation The simulation property page contains details of simulation time time stepping specifications and initial conditions for each of the chosen types of models itz Untitled1 Modified Models pge Simulation
99. 0 5 for a 4 order reaction biofilm resisted transport In the first field the rate constant for the nitrification at 20 C is stated Ifn has been selected as reaction order the rate constant must be specified as 1 day If n 0 5 has been selected as reaction order the unit is mg 1 day In the second field the Arrhenius temperature coefficient for the nitrifica tion rate must be specified In the last field oxygen demand by nitrification is given in the unit of g O2 g NH4 N The half saturation constant for oxygen specified under BOD degrada tion is also applied for nitrification The global values will be used by the WQ module throughout the river system Local values can be given for specific locations 9 11 Denitrification This property page offers possibility to add and edit denitrification related data The denitrification is a process which takes place under anaerobic condi tions in the river e g in biofilm at surfaces of stones gravel and plant leaves By this process nitrate is transformed into free nitrogen which eventually escapes to the atmosphere due to its low water solubility The 350 MIKE 11 Coliforms Ss denitrification can be an important process for nitrogen removal in the river In order to have a proper nitrogen balance this process has to be included whenever it is known to occur Three parameters are required to model denitrification Select either n 1 for an or
100. 00 with a linear relationship over the 3000 branch length 276 MIKE 11 Wind LEA ici Encroachment Heat Balance Stratification MIKE 12 Parameters MIKE 12 Initial Quasi Steady Reach Lenaths Add Output Flood Plain Resist User Def Marks Initial Wind BedResist BedResist Toolbox WaveApprox DefaultValues m Initial conditions r Global Values Water Depth ig C Water Level Discharge fia Water Depth r Local Values C 2 RVeRT Figure 6 5 Initial value tab 6 6 Wind Wind fields can be applied to the entire model network using the wind property page of the HD editor The property page contains an on off switch a global wind factor and a table of local wind factors A wind field is applied globally to the model using a hydrodynamic boundary file bnd11 and can be scaled by using the global and local factors section Example Figure 6 6 The global wind factor is set to 0 70 It varies line arly from 0 70 to 0 30 in the branch named RIVER 1 from chainage 0 to 5000 Hydrodynamic Editor 277 LEA Hydrodynamic Editor 7 HDParl HD11 Mm x Quasi Steady Water Loss Add Output Flood Plain Resist User Def Marks Mix Coef W L Incr Curves W L Incr Sand Bars Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values m Topographical Wind Factor m Global Factor M Include wind W
101. 01 FroudeMax fa Dh Node foo FroudeE xp 1 r Switches Node Compatibility Water Level z Figure 6 11 The Default Values property page The default value property page contains various parameters related to the computational scheme These parameters are essential for the simulation and have been given default values The parameters can be modified if required The following brief descriptions are provided see also section 1 7 Coefficients HD default parameters p 56 in the Reference Manual 284 MIKE 11 Default values 6 10 1 Computation Scheme Delta The time centring of the gravity term in the momentum equation Delhs The minimum allowable water level difference across a weir To obtain a steady solution for differences below this limit a linear flow description is used Delh The Delh factor controls the dimensions of an artificial slot which is introduced to a cross section to prevent drying out of the section The artificial slot is a small void introduced at the base of the section and allows a small volume of water to remain in the section preventing com putational instabilities at low flows The slot is inserted at height Delh above the river bottom and extends to a depth of 5 Delh below this level Alpha The velocity distribution coefficient used in the convective acceleration term of the momentum equation Theta A weighting factor used in the quadratic part of the c
102. 1 000 0 054 x i i j 1 i 4 i i i x i i a 1 i i a i i i a 2 3 a oo 0 003 0 060 0188 0o00 1000 0001 5 e 8 io _ 10 eee I Synchronize raw data Delete All View Raw Data Levels 0 0 0 5 1 0 Cross section area m2 Figure 3 7 The processed data view 3 2 1 Tabular View The processed data is calculated from the raw data and contains the fol lowing parameters Level The level in the cross section The calculation levels can be manually set using the Levels Dialog activated by the Levels button Cross section area Cross sectional flow area Radius A resistance or hydraulic radius depending on the selected type Selection is made in the raw data view Storage width Top Storage width of the cross section Add storage area The surface area of additional storage to be added at a cross section This is useful for representing small storage s associated with the main branch such as a lakes bays and small inlets 156 MIKE 11 Processed data view Ss K Resistance factor This factor can be used to apply a variable resistance for incremental lev els of flow height in the section cross section The roughness parameter in the Bed Resistance p 278 Property Page of the Hydrodynamic Editor p 265 is multiplied by the resistance factor Conveyance Conveyance is not used i
103. 1 shows example on sum marised output from the upper catchment while Figure 5 32 shows the calibration plot for the upper catchments Rainfall Runoff Editor 263 LA Rainfall Runoff Editor 264 MIKE 11 HYDRODYNAMIC EDITOR 265 266 MIKE 11 Quasi Steady Ss 6 HYDRODYNAMIC EDITOR The Hydrodynamic parameters editor HD editor is used for setting sup plementary data used for the simulation Most of the parameters in this editor have default values and in most cases these values are sufficient for obtaining satisfactory simulation results The editor has a number of tabs which are listed below and described in the following Quasi Steady p 267 Add Output p 272 Flood Plain Resistance p 275 Initial p 276 Wind p 277 Bed Resistance p 278 Bed Resistance Toolbox p 281 Wave Approx p 283 Default values p 284 User Def Marks p 286 Encroachment p 288 Mixing Coefficients p 293 W L Iner Curve p 295 W L Incr Sand Bars p 297 Heat Balance p 298 Stratification p 300 6 1 Quasi Steady Various parameters required for the quasi steady simulation to be carried out are set here Hydrodynamic Editor 267 LA Hydrodynamic Editor Reach Lengths Add Output Flood Plain Resist User Def Marks Encroachment Heat Balance Stratification MIKE 12 Parameters MIKE 12Initial Mix Coef W L Incr Curves W L Incr Sa
104. 27 Branches 43 Dispersion 322 Bridges 63 Diversions 123 Piers D Aubuisson s formula 79 Submerged 77 E Encroachment 293 Cc Exporting cross sections 165 Cohesive sediment transport 330 Cohesive sediment transport module F 311 File Import 32 Computational default values 289 File import Computational grid points 134 Cross sections 160 Control Structures Flood plain resistance 281 Gate types 86 PID operation 92 G Control structures 85 Groundwater links 126 Control definitions 90 Control Strategy 95 H Head loss factors 87 Hotstart oe Bee A eee be e 26 Iterative solution 92 Conveyance 159 l Cross section Ilce model 317 Interpolated 154 Ida s method 21 Markers 150 Import File Processed data 157 Alignment Points 33 Radius type 147 Initial conditions 26 281 428 MIKE 11 Advection dispersion 324 Input files 21 J Junctions 51 K Kinematic Routing Method 124 L Link channels 44 Longitudinal profile 33 M MIKE SHE cis 20 3 hahahahaa aaa 127 Mixing coefficients 298 Model ty
105. 7 oa Hydrodynamic Editor 74 HDParl1 HD11 Bika Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values Heat Balance Mix Coef W L Incr Curves W L Incr Sand Bars Quasi Steady Add Output Flood Plain Resist User Def Marks Encroachment 0 000000 1500 000000 23 12 17 5000 000000 i RVERT J 2 Figure 6 12 Example of defining User Defined Marks 6 12 Encroachment Encroachment simulations are setup through this page An encroachment simulation consist of two or more simulations The first simulation acts as a reference simulation to which all other results are compared The refer ence simulation is set up as any ordinary steady state simulation Based on the reference simulation a number of encroachment simulation may be carried out Each of these are specified as a line in the Encroach ment simulation overview p 292 Hereby one can evaluate different encroachment strategies through the same setup The parameters used for 3 defining the encroachment simulations are described below Note that only MIKE 11 s default steady state solver may be used Further since the encroachment module utilizes the steady state solver the instal lation of MIKE 11 should include a steady state module to make the encroachment module function 288 MIKE 11 Encroachment oa Default Values Quasi Steady Add Output Flood Plain Resist User D
106. 79092434 Type open concentration 7 0 08025 3114239132 ENE p5 St sid 0 3405 42 66779477 56 Concentra FSF File Figure 4 21 Specification of a Q h boundary to be used in a combined AD HD simulation Dam Break Boundary Dam Break boundaries need to be specified when a dam break structure with a time dependent breach formation in included in the river network file The specification of the boundaries is quite simple as illustrated in Figure 4 22 The second split window indicates that three time series must be specified Dam Breach Level Dam Breach Width and Dam Breach Slope ali 5 x fount teen Boundary pe Been enero Ension Se Donte j1 Distributed Source Evaporation 2 Distributed Source Heat Balance 13 Distributed Source Resistance factor 0 0 Distributed Source Wind field 0 0 15 Global EU functions 0 0 e Global Evaporation 0 0 7 Global Heat Balance 0 0 Bs Global Resistance factor 0 0 ja Global Wind field 0 0 10 Structures Dambreak 0 0 I Structures Regulating Structure 0 0 1 Dam breach level meter TS n 2 Dam breach width meter TS File a Dam breach slope 0 TSFie x Constant Figure 4 22 Specification of a Dam Break boundary Note the absence of the third split window which is not necessary for this and the other combinations of Boundary Description and Boundar
107. 81 a or Boundary Editor i ic sounder tesrni jon Boundary Type Prenen ame Gane haan Sat Soudan Include HD calculation Include AD boundaries AD RR Mike 12 exe sees ioe reve Tis MTA TS a Examples dfs0 Concentra Constant Concentra Constant Concentra Constant Figure 4 11 Specification of a point source boundary for both HD and AD simu lations If the Mike 12 box is now also checked a new data section appears in the second split window see figure 4 12 Note that the AD RR check box is now hidden as this facility is not available in combinations with MIKE12 simulations In the second split window a discharge time series must be specified together with the level at which the inflow occurs The specifica tion of the AD components is given in the bottom window MM bnd4 13 bnd11 5 x m Boundary Description Boundary Type meee EET Point Source Inflow Distributed Source Inflow t J Mike 12 Include HD calculation Include AD boundaries Entry Level 0 MMike 12 exes oe re vane Tr Concentra Concentra FSF File Figure 4 12 Specification of a point source boundary for a combined HD AD and MIKE12 simulation 182 MIKE 11 Overview of the Boundary File oa Figure 4 13 shows the layout of the boundary file if we now uncheck the Include
108. 9 5 12 A Step by step procedure for using the RR Editor 262 Hydrodynamic Editor 2 00 00 200220 265 6 HYDRODYNAMIC EDITOR lt lt 16 4 hes court 6 ek ers ho Be SY 267 6 1 Quasi Steady awe SR SSS eee dG eee oe eee 267 6 1 1 Computational parameters 268 6 1 2 Steady state options 04 269 6 1 3 Contraction and expansion loss coefficients 2 270 6 2 Rgach Lengths ssri io eea a a dhe bed a beet a a Y 270 6 3 Add Output aaa aaa 00002 ee 272 6 3 1 Additional output for QSS with vegetation 274 6 4 Flood Plain Resistance ooa aaa 275 6 9 Initial so teei gene a a a bebe ba be bala a a aoe gas 276 66 WINGS tes ma md aeee CER ea RE EAL ERAS 277 6 7 Bed Resistance 2 000000 0 eee eee 278 6 7 1 Uniformapproach 278 6 7 2 Triple Zone approach 2 0 4 279 6 7 3 Vegetation and bed resistance 280 6 8 Bed Resistance Toolbox 000 00000020 281 6 9 Wave Approx 2 2 00 00 ee ee 283 6 9 1 Fully Dynamic and High Order Fully Dynamic 283 6 9 2 Diffusive Wave naaa aaa 284 6 9 3 Kinematic Wave aoaaa a 284 6 10 Default values naaa 0000002 eee eee 284 6 10 1 Computation Scheme aoaaa aa 285 6 10 2 Switches aoaaa aa 286 6 11 User Def Marks anana aaa eee eee 286 6 11 1 Activation of Bed resistance Triple Zone Ap
109. 9 Right channel bank Cancel Select marker dialog box A number of markers may be set in this dialog Zone Left right levee bank Defines the extend of the cross section used for the calculations Left right low flow bank Defines the extent of the low flow chan nel Only used in conjunction with the quasi two dimensional steady flow with vegetation module Left right coordinate markers Defines the points in the cross sec tion corresponding to the coordinates used for determining the cor rection angle Left right channel bank markers Defines the points in the cross sec tion corresponding to extend of the main channel The markers have an effect on the calculation of the processed data For details consult the reference manual Lowest point The lowest point of the river may be set using this marker The marker is used for post processing only and thus does not affect the calculations This field and the following are only of concern in conjunction with the quasi two dimensional steady flow with vegetation module The type of zone is set here by clicking an element whereby a selection combo box is displayed with the following choices Normal A normal zone Dead water A user defined dead water zone Vegetation zone A vegetation zone not at the bank Bank vegetation A vegetation zone adjacent to the bank Cross Section Editor 149 Cross Section Editor Please note that the calculation kernel of M
110. Bed Resist Toolbox Wave Approx Default Values m Bed Resistance Equation Jn 1 M a InfVR b x Factor a 1 Apply to Sub sections Exponent b fo T Zone 1 lower Min Bed Resistance 0 025 IV Zone 2 middle i 10 5 T Zone 3 upper Max Bed Resistance River tame Chainage a gt 4 Global 1 0 0 025 og Figure 6 9 The Bed Resistance Toolbox property page The bed resistance toolbox offers a possibility to make the program calcu late the bed resistance as a function of the hydraulic parameters during the computation by applying a Bed Resistance Equation Five options are available in the Bed Resistance Equation combo box e Not Active Bed resistance values used in the computation are those specified in the Bed Resistance page Uniform or Triple zone approach e n 1 M a ln VR b The bed resistance is calculated as a function of In velocity Hydraulic Radius e n 1 M a D b The bed resistance is calculated as a function of the Water depth e n 1 M a V b The bed resistance is calculated as a function of the velocity e Table Velocity Resistance value A User defined table of resistance value as a function of actual velocity can be defined The bed resistance value applied in the simulation will Hydrodynamic Editor 281 Hydrodynamic Editor be the interpolated value from this table depending on the actual velocity Note To define the first line
111. D boundary should be processed during the simulation There are three possibilities Boundary Editor 177 Boundary Editor TS Defined means that the concentration at the boundary node will be equal to value in the specified time series Open Concentration This option is used at locations where outflow from the model area takes place When an outflow boundary becomes an inflow boundary during a model simulation eg due to tidal conditions the boundary condition is adjusted according to t mixkmix C Cart Cout g Cape 4 1 Where Cpr is the boundary concentration specified at the location Cout is the computed concentration at the boundary immediately before the flow direction changed Kmix is a time scale specified in the input and tmix is the time since the flow direction changed When outflow occurs the boundary conditions is defined as D Q 4 2 z x N ll Open Transport This type of boundary should be used where only inflow takes place The transport into the model area is computed using the spec ified boundary concentration and the discharge computed by the HD model In this way the computed concentration in the boundary node can differ from the concentration specified in the boundary file It may be used where appreciable storage and hence dilution of the inflow can take place close to the boundary 178 MIKE 11 Overview of the Boundary File LA M bnd4 17 bnd11 Modified 5 x m Boun
112. Data and Recompute it is possi ble to import raw data into MIKE 11 s cross section data base and recom pute the processed data automatically 3 3 2 Import Processed Data Selecting File gt Import gt Import Processed Data it is possible to import processed data into MIKE 11 s cross section data base The configuration of a text file containing processed data must conform to the following for mat Topo_id River name chainage COORDINATES o FLOW DIRECTION o PROCESSED DATA Level Cross sec Hydraulic Width dd fl Resist im area m2 radius m im areas m2 factor Lii A1 R 1 Bi 1 Af1 1 rf 1 L 2 A 2 R 2 B 2 Af1 2 rft 2 L M A M R M BiM Af1 M rft M KKRKKRKKKERKERERKERERKERERKEREE Figure 3 9 Format used for importing processed data 162 MIKE 11 Exporting cross sections using File Export oa The first three lines are as for raw data Topo ID River Name and River Chainage As for raw data format it is hereinafter possible to specify information about e horizontal coordinates as for raw data e positive current direction as for raw data e processed data The explanatory text line see raw data initiating the processed data must start with PROCESSED DATA After this line two text lines headings followed by M number of levels lines with the hydraulic parameters can be specified The processed data for each cross section must finish up with a line conta
113. Defines the infiltration which is taken directly from the upper storage using a Horton type description This substitutes the standard NAM infil tration calculation and the overland flow coefficient CQOF and the threshold value TOF are consequently not required when irrigation is included Irrigation sources Can be local ground water a local river an external river or a combina tion of these Local ground water will be taken from the NAM ground water storage and irrigation water taken from a local river will be sub tracted from the simulated runoff If all the water is abstracted from an external source outside the catchment no subtractions are made Rainfall Runoff Editor 215 LA Rainfall Runoff Editor Crop coefficients and operational losses May be specified separately The monthly crop coefficients are applied to the potential evaporation The operational losses including also convey ance losses are given in percentage of the irrigation water as losses to groundwater overland flow or evaporation see Figure 5 10 Seasonal variation for Irrigation x IRR Crop Coefficients Jan Feb Sep Oct Nov Dec m N R a E a E CTET Operational and Conveyance Losses in Percent of Abstracted 7 Lossesto Jan sa p May Jun pa Sep ETA ne Groundwater 0 fo fo fo fo fo E fo CRN n aa an a n a a a a a OK Cancel Figure 5 10 Seasonal variation of crop coefficients and losses 5
114. HD calculation box It is actually the same layout as if the Include HD calculation box is left checked This is because information on the discharge is still required in order to calculate the mass flux of AD components into the river branch The only difference is that the discharge is no longer used in the water balance WF bnd4 14 bnd11 lol x fonda eerten Pounda ine Tone Point Source Intlow Distributed Source lInflow J Mike 12 JInclude HD calculation lnclude AD boundaries Entry Level 0 MMike 12 oss oes i revaneTrs _ comonent Data Type TS Type File Value TS Info Concentra TS File Concentra TS File Figure 4 13 Specification of a Point Source inflow boundary for a combined AD MIKE72 simulation The discharge is not included in the water bal ance when the Include HD calculation is left unchecked In figure 4 14 the AD RR box is checked This facility can be used where the concentration of rainfall or runoff from a NAM model are to be used in an AD simulation All other check boxes are now invisible Instead there is a section where information on the Catchment Name Catchment Area and Runoff Type must be specified The Catchment Name must refer to a catchment included in the MIKE11 set up The area is used as a scaling factor meaning that runoff calculated by the rainfall runoff model is scaled pro rata against the catchment area specified in the rainfa
115. IKE 11 Non point pollution interface a os The user can specify coefficients for three different reaeration expres sions No 4 can be applied globally Nos 5 and 6 can only be applied at point locations This can be done in structures where the water is strongly aerated If 4 6 Own expressions are chosen coefficients must be specified for the expressions The fourth expression can be applied for a river system simi lar to the three standard equations These expressions e g 1 4 can be specified locally as well as globally The expressions five and six are applicable only for a chainage not for a river stretch They are intended to be used at weirs falls etc where the reaeration process has to be described different from the river First of all a global expression has to be specified This is either done by editing the upper field of the global part of the oxygen processes property page e g by typing the number of the expression 1 through 4 remember to define No 4 if that is chosen or by selecting the appropriate expression in the present dialog The coefficients of the Own expressions can be specified The own values are a coefficient of the reaeration expression proportionality factor b exponent for the flow velocity of the water c exponent for the water depth d exponent for the river slope 9 21 Non point pollution interface Please read the lower part of the dialog explaining the different parameters use
116. IKE 11 does not allow vegeta tion zones to be defined on vertical sections The simulation will terminate if this is violated Veg h If a zone is set to either vegetation or bank vegetation this field becomes active The vegetation height is set here and the average vegetation height for the corresponding panel is displayed in the graphical view Context sensitive pop up menus Selecting a river branch or cross section with the right mouse button will open context sensitive pop up menus The following editing facilities are available Copy Cross Section The Copy Cross Section dialog is activated from the pop up menu in the tree display of the raw data view A cross section chainage must be selected before activating the pop up menu A dialog requests a Topo ID branch name and chainage before copying the cross section Rename Cross Section The rename cross section dialog is activated from the pop up menu in the tree display of the raw data view A cross section must be selected before activating the pop up menu A new cross section chainage must then be entered Insert Branch The Insert Branch dialog is activated from the Insert Cross Section button on the raw data view or by selecting Insert on the tree view pop up menu A dialog requests the River Name Topo ID and Chainage of a cross sec tion to be inserted on the selected river branch Copy Branch The copy branch dialog is activated from the pop up menu in the tree d
117. Import River Name chianage COORDINATES 0 FLOW DIRECTION 0 DATUM 0 00 RADIUS TYPE 0 DIVIDE X Section 0 SECTION ID INTERPOLATED 0 ANGLE 0 00 PROFILE n Zii 1 rii lt 1 gt X 2 2 riz lt 0 gt X n 1 i n 1 r n 1 lt 0 gt Xin Yin rin lt 4 gt kkkt kktkt kkk kkk kkk kkk ktk ktk ktk kkk Figure 3 8 File format of ASCII file used for importing data into MIKE11 In Figure 3 8 TOPO_ID is to be understood as the topological identifica tion tag of the river River name is self explanatory the chainage should be entered in meters The coordinates of the centrepoint of the cross section may be entered here for use in the network editor if this is not required zero should be entered The flow direction is set to one if the positive flow direction is to be entered else it is set to zero again this is only for use if the information is to be imported into the network editor The datum is entered in meters and the type of radius used is set The DIVIDE X section is either set to OFF 0 or to ON 1 if the latter is the case the level of divide should be entered in meters proceeding the switch indicator The cross sections topological identification tag follows The section INTER POLATED is set to OFF 0 or ON 1 If a correction angle of the cross section is to be used this may be entered here After PROFILE the number of points n in the cross section should appear Following this a table
118. L Spur dike length Loss factor tables for USBPR Table 2 2 Table Function of Base coefficient k Morm Velocity distribution coeffi a M orm a cient Eccentricity e M or m Ak Skewness Ak M or m Piers Ak M or m In the Loss Factor menu the user can choose to use m or M as axis in the tables Where M Bridge opening ratio m Channel contraction ratio 74 MIKE 11 Tabular view Structures LAA e Degree of eccentricity a Velocity distribution coefficient in upstream cross section Fully Submerged Bridge Press the Edit button under Geometry and Loss factors f Geometry and Loss factors Detais The details of the bridge geometry and location are inserted in the appro priate boxes Channel width The user specified channel width If a positive value is implemented the water level increment calculation are based on a rectangular channel analysis If a negative value is implemented a more general momentum equation is solved utilising the cross sections upstream and downstream of the bridge Section area of submerged bridge The cross sectional area of the submerged bridge Note that since the bridge formula assumes that the bridge is fully submerged Drag coefficient The drag coefficient of the bridge Figure 2 36 shows an example where a submerged bridge is inserted at the chainage 500 m in the river RIVER 1 The channel width is
119. L SAT 4 Cec o1 Base flow Time Constant for routing CK 4e 003 I Autocalibration pions m Initial Values Relative water content in root zone storage 0 1 Base flow Overview Figure 5 15 SMAP Parameters Max Storage Content of Root Zone SAT Determines the maximum storage in the root zone storage at saturation in millimetres The parameter determines how much water is available for evapotranspiration The model does not account for evaporation from interception or surface depressions Thus the magnitude of SAT is nor mally somewhat larger than what may be estimated from rooting depth and field capacity Values of SAT range from 300 mm to 1500 mm The parameter influences the total evaporation in the model and hence the overall water balance Similar to the NAM model many of the process descriptions in the SMAP model depends on the current saturation fraction of the root zone storage I e the current storage of water RSOL divided by the max possible stor age MAX Rainfall Runoff Editor 223 Rainfall Runoff Editor Surface Runoff exponent E2 SMAP calculates the Surface runoff OF as a fraction of the rainfall input during the Time step P The surface runoff depends both of the degree of saturation of the root zone and of the exponent E2 Note that the surface runoff will be the full rainfall amount when the root zone is saturated Small values of E2 will increase the runoff
120. Maximum 30 Unit Min z Change ratio h3 F hesid BC BCI jpn foricl gt fact lt T Ideig lt fi I IdelQ Q lt pa for IQI gt pao J Idelhl lt joo delh hl lt po forh gt foo lt lt TF Courant HD IV Courant AD Figure 1 5 Time step settings for adaptive time stepping Minimum maximum unit Defines the limits for the adaptation of the time step Simulation Editor 21 Simulation Editor Change ratio The time step is successively lowered with change ratio until the criterias specified in this menu are met The starting value for the adaptation within the time step is change ratio times the previous time step Criterias The time step adaptation model offers seven criteras which may each be enabled or disablet and given threshold values resid BC BC is a measure for the largest acceptable error introduced at the boundaries Mike 11 interpolates the boundary values between t and t At using liniar interpolation In case the boundary values has a resolution finer than At ths may introduce unfavourable behaviour where details are negleclted The term resid BC describes the residual between the actaul value in the time series boundary conditon BC file and the value found using linear interpolation between t and t At The term BC refers to the actual value in the time series boundary conditon file delQ is a meausre for the largest accetable discharge change anywhere in the grid within
121. Mode No of FC defines the number of consecutive simulations to be executed and Step defines the interval at which multiple forecasts are made The Time of Forecast ToF is moved forward Step hours between forecasts see Figure 11 6 394 MIKE 11 Forecast Sex 5 i zZ Sf ir 2 T 2 4 i i n 1 4 i i 0 01 04 01 05 01 06 01 07 01 08 01 09 01 10 Simulation period Figure 11 6 Multiple simulations in Historical Mode Simulation no 1 is executed according to Simulation Start and Simulation End found in the Simulation Menu in the Sim11 editor As described in Section 11 1 2 Historical Mode Simulation End is interpreted as ToF In each of the following simulations Simulation Start and ToF are shifted 12 hours Seasonal forecasting Not yet implemented 11 2 5 Location of forecast stations Forecast points are specified as shown in Figure 11 7 below Locations Name Data Type _ River Name Choinage Danger Level i Sandung H Water Level Sarawak 95 14023 00 2 500 12 Sandung Discharge Sarawak 95 fi 4544 00 400 000 IV Save all forecasts Storage timestep 12 Hours Figure 11 7 Location of Forecast Points Simulated water level or discharge at a forecast point is extracted from the MIKE 11 HD resultfile and stored together with the Danger level as individual time series files dfs0 format one file for each forecast point
122. Network data p 37 Auto Update Chainages When this option is selected the chainages of the points will be updated automatically Update Chainages This option is only meaningful if the Auto Update Chainages option is not selected The Update Chainages option could be used after having moved one or several points Number Points Consecutively Number Points Consecutively x Enter the number of the first point 1 Cancel Figure 2 5 The menu in which the number of the first point can be entered When joining two network files see B 1 1 Merging pfs files p 423 it is necessary that the number of the points in the two files do not overlap To avoid this it is possible to renumber the points in one of the network files 2 1 4 Layers Add remove It is possible to import background maps into the graphical view of the network file The following file types can be used Image files bmp jpg and gif and Shape files When loading image files the geo reference is automatically set to 0 0 and 10000 10000 for lower left and upper right corner respectively This can be changed using the item Proper ties in the Layers menu 34 MIKE 11 Graphical View LAA Properties This item will open a dialog that allows for setting the properties for the loaded image and shape files For image files this includes the display style and the geo reference Both settings are saved in the nwk11 file For shap
123. O concentrations due to the depression of bacterial BOD degradation under anaerobic conditions The decay of BOD is calculated as 2 BOD ot DO Degradation K 9 2 K DO where DO is the concentration of dissolved oxygen The global values will be used by the WQ module throughout the river system Local values can be given for specific locations 9 5 Degradation at the bed levels 5 and 6 This property page offers possibility to add and edit bed degradation related data There are four parameters for degradation of organic matter at the river bed In the first field a global value for the first order decay rate for sediment BOD at 20 C Ky is shown The physical unit is 1 day WQ BOD DO Editor 345 WQ BOD DO Editor 9 6 In the second field a global value of the Arrhenius temperature coefficient for the decay rate is shown it is dimensionless In the third field the background sediment oxygen demand at 20 C is specified The unit is g O2 m day The baseline sediment oxygen demand is the basic demand of oxygen originating from the river bed due to natu ral sources of organic matter that is not as a result of the pollution sources studied by the modelling The oxygen demand due to settling of BOD from the pollution sources is taken into account by the BOD decay at the river bed for which the rate constant is specified by the first parameter in this menu In the last field the Arrhenius temp
124. O EDITOR 9 1 Level for Water Quality Modelling It is possible to choose among six model levels corresponding to different sets of state variables for the water quality and or different descriptions of the transformation of the state variables in the river The higher the model level the more execution time the water quality module will require The whole idea of having a number of model levels with varying com plexity is to have a model which would apply to very simple problems in terms of variables involved and also to much more complicated situa tions where nutrient transport and fractionation of the organic matter dis solved suspended and deposited are included Using such approach the model will be quick to use and would be able to solve small though still important problems It can also be used in the most complex situations where the next step would be to apply ecological type models such as a eutrophication model 9 2 Model Level Model level 1 BOD and DO A simple oxygen balance model only including immediate oxygen demand from degradation of BOD and reaeration Model level 2 BOD with bed sediment exchange and DO As model level 1 except that here resuspension and sedimentation are included in the calculation of the BOD balance and a sediment oxygen demand is included in the dissolved oxygen balance Model level 3 BOD DO and nitrification As for model level 1 with the addition of the ammonia nitrate bal ance
125. Runoff Editor The Ground Water parameters are described below see Figure 5 6 Overall Parameters Time constant for routing baseflow CKBF Can be determined from the hydrograph recession in dry periods In rare cases the shape of the measured recession changes to a slower recession after some time To simulate this a second groundwater reservoir may be included see the extended components below Root zone threshold value for ground water recharge Tg Determines the relative value of the moisture content in the root zone L Lmax above which ground water recharge is generated The main impact of increasing TG is less recharge to the ground water storage Threshold value range between 0 and 70 of Lmax and the maximum value allowed is 0 99 Skawa RR11 Modified Catchments NAM UHM SMAP Timeseries Surface Rootzone Ground Water snow Mett Irrigation Initial Conditions Autocalibration SKAWA_UPP r Overall Parameters Root zone treshold value for GW recharge TG 0 486 Time constant for routing baseflow CKBF 2 59e 003 Extended Component I Change ratio of GW area to catchment area I Change specific yield of groundwater reservoir T Threshold groundwater depth for baseflow GWLBFO 10 F Seasonal variation of maximum depth EditSeascral I Capillary flux depth for unit flux GWLBF1 0 T Abstraction J Specified in tmeseres Edit Abstraction 0 486 2 59e 003 08 2e 003
126. WATER amp ENVIRONMENT MIKE 11 A modelling system for Rivers and Channels User Guide DHI Software 2003 MIKE 11 Please Note Copyright This document refers to proprietary computer software which is protected by copyright All rights are reserved Copying or other reproduction of this manual or the related programs is prohibited without prior written consent of DHI Water amp Environment DHI For details please refer to your DHI Software Licence Agreement Limited Liability The liability of DHI is limited as specified in Section HI of your DHI Software Licence Agreement IN NO EVENT SHALL DHI OR ITS REPRESENTATIVES AGENTS AND SUPPLIERS BE LIABLE FOR ANY DAMAGES WHATSO EVER INCLUDING WITHOUT LIMITATION SPECIAL INDIRECT INCIDENTAL OR CONSEQUENTIAL DAMAGES OR DAMAGES FOR LOSS OF BUSINESS PROFITS OR SAVINGS BUSINESS INTERRUPTION LOSS OF BUSINESS INFORMATION OR OTHER PECUNIARY LOSS ARISING OUT OF THE USE OF OR THE INA BILITY TO USE THIS DHI SOFTWARE PRODUCT EVEN IF DHI HAS BEEN ADVISED OF THE POSSIBILITY OF SUCH DAMAGES THIS LIMITATION SHALL APPLY TO CLAIMS OF PERSONAL INJURY TO THE EXTENT PERMITTED BY LAW SOME COUN TRIES OR STATES DO NOT ALLOW THE EXCLUSION OR LIMITA TION OF LIABILITY FOR CONSEQUENTIAL SPECIAL INDIRECT INCIDENTAL DAMAGES AND ACCORDINGLY SOME PORTIONS OF THESE LIMITATIONS MAY NOT APPLY TO YOU BY YOUR OPENING OF THIS SEALED PACKAGE OR INSTALLING OR USING THE SOFTWARE YOU
127. a branch name and a chainage are required to identify the location A Point Source Boundary Description has the following valid types of Boundary Type e Inflow is specified when a time varying or constant lateral inflow con dition for the HD model is required with or without a solute compo nent for the AD model e Sediment Transport is specified for ST models when a variation of the lateral inflow of sediment is required as a function of time The Distributed Source Boundary The Distributed Source boundary condition is used along river reaches within the model domain where time varying or constant lateral distrib uted inflows or outflows need to be specified or where meteorological boundaries apply When the Boundary Description is selected as Distrib uted Source a branch name and two chainages need to be specified The two chainages represent the up and downstream ends of the river reach along which the distributed boundary applies The order in which the chainages are specified is not important The Distributed Source Bound ary Description allows the following Boundary Types e Inflow is specified when a time varying or constant lateral inflow con dition for the HD model is required with or without a solute compo nent for the AD model The inflow will be divided equally between each computational h point lying in the specified chainage range Boundary Editor 173 Boundary Editor e Evaporation is specifi
128. a MIKE 11 installation These are e pfsmerge An application which is used for merging two or more pfs files nwk11 bnd11 ad11 etc e mllconv This tool is used for converting set ups from v 3 2 or earlier to the MIKE Zero format e resllread A tool for converting result files from mike11 res11 files to text files ascii B 1 1 Merging pfs files In some instances it may be necessary to merge set ups To do so the pfs merge exe program may be used This program merges two or more files in the pfs format into one The application may be applied to the following types of files Network files nwk11 Please note the feature Number Points Consecutively p 34 under the network editor Boundary files bnd11 Rainfall Runoff files rr11 Hydrodynamic parameter files hd11 Advection dispersion files ad11 Water quality files wq11 Eutrophication editor eu11 Sediment transport st11 Flood forecasting files ff11 The application runs in a dos prompt and has the following syntax PFSMERGE pfsfile1 pfsfileN pfsfiletotal where denotes the full path to the application located in the bin director of the installation Additional Tools B 423 Sse Additional Tools pfsfile1 pfsfileN The list of files to merge pfsfiletotal The name of the combined pfsfile Note that the above syntax is based on a call from the data directory the dire
129. a time step The criteria helps to lower the time step when sudden changes appears in the discharge The changes may be either physical changes due to a sudden increase in inflow for instance or mathematical changes due to numerical instability In either case a decrease in time step may well be desireable delQ Q is a measure for the largest acceptable relative discharge change anywhere in the grid within a timestep The criteria helps to lower the time step when sudden changes appears in the discharge The changes may be either physical changes due to a sudden increase in inflow for instance or mathematical changes due to numerical instabil ity In either case a decrease in time step may well be desireable The criteria is well suited for dam break studies where it cn be used for refining the time step in the period after the break delh is measure for the largest acceptable water level change any where in the grid As for the delQ and delQ Q criterias this criteria helps lowering the time step when large changed appears in the water level due to either physical changes or mathematical instabilities delh h is measure for the largest relative acceptable water level change anywhere in the grid As for the delQ delQ Q and delh cri terias this criteria helps lowering the time step when large changed appears in the water level due to either physical changes or mathemati cal instabilities 22 MIKE 11 Simulation Ss
130. able kmix value are used as this is an outflow boundary Finally if both Include AD Boundaries and MIKE 12 boxes are checked the editor dialogue will be as shown in figure 4 18 The user Boundary Editor 185 Boundary Editor needs to specify water levels and concentrations in both top and bottom layers EM bnd4 20 bnd11 mes Eea Deseo _foundny Tvp Include AD boundaries Mike 12 Ce raevan Trema Antonene Tiern TS Fil open transport TS Fil Figure 4 18 A water level boundary with Include AD calculation and Mike 12 check boxes checked The water level must be specified at the sec ond split window together with information on the AD boundary type Boundaries for the AD components are specified in the third split window The Q h Boundary Q h discharge water level relation or rating curve boundaries can be applied at Open boundaries only and are usually applied at the down stream end of a model domain If a Q h relation is selected the user will be presented with the display as shown in figure 4 19 i io Faerie Eton _ Bounden Hpe_ enh tne onmoe mma oet Bo Include AD boundaries Figure 4 19 Specification of a Q H relation at an Open boundary 186 MIKE 11 Overview of the Boundary File LA The Q h relation is given in the table in the second split window The Q h relation can either
131. ace in MIKE SHE The flood mapping procedure simply compares simulated water levels in an h point with the ground surface elevation in reference grids River Network Editor 125 River Network Editor If the water level is higher than the ground surface elevation flooding occurs The reference system between h points and model grids may be established automatically by MIKE SHE or it may be established partly manually see below Each potentially flooded MIKE SHE grid point is referenced to the nearest MIKE 11 4 point on a coupling reach with the same floodcode value e No Flooding The no flooding option is equivalent to the old formulation in MIKE SHE where rivers are considered a line between two adjacent model grids If this option is used one of the three river aquifer exchange for mulations will be adopted River Overland exchange is always one way namely overland to river Over bank spilling is not possible when the No flooding formulation is adopted The river water level may rise above the topographic elevation of the adjacent grids without flooding the grids If the no flooding option is applied the floodcode is not used e Automatic Flood Area Option The automatic flood area option is often useful if the geometry of riv ers lakes etc is not too complex Thus for instance if a large wide river without too much meandering is considered the automatic flood area option will typically be feasible When t
132. actors Coefficient of discharge Use default IV Type of piers Squared z Discharge coefficient M 7 Figure 2 42 Nagler and Yarnell Bridge piers Loss factor property page Opening width b The total opening width between the piers Coefficient of discharge Use default When use default a default loss factor table will be generated Type of piers When use default marked choose Type of piers Opening Contraction ratio Choose channel contraction ration m or bridge opening ratio M as parameter in the loss factor tables Loss factor tables for piers bridges River Network Editor 79 River Network Editor Nagler Coefficient of discharge k and adjustment factors 0 and B are functions of m or M Yarnell Pier coefficient K is a function of m or M Submergence FHWA WSPRO The method describes pressure flow through a submerged bridge and is used in combination with one of the methods describing free surface flow Submergence is available if the Submergence check box is marked see Options and FHWA WSPRO is selected in the Submergence box Submergence Culvert na z Bridge level bottom FHWAWSPRO x 5 VV Use default Details Figure 2 43 Submergence FHWA WSPRO property page Bridge level bottom Vertical level of the bottom of the girders Use default When use default a default loss factor table will be generated Details Loss factor tables are view
133. al Oxygen Demand Dissolved Oxygen ECO Lab ECO Lab water quality modelling Furhter a selection box becomes active in the the Biological Oxygen Demand Dissolved Oxygen is selected The selection box offers a number of integratio methods e Integration method RKQC Fifth order Runge Kutta with Quality Control RK4 Fourth order Runge Kutta EULER Euler or linear solution In case ECO Lab modelling is specified the integration method is speci fied in the Milke 11 ECO Lab editor 18 MIKE 11 Input 1 1 2 Simulation Mode Unsteady The HD calculations are based on hydrodynamic flow conditions Quasi steady At every time step the calculations are based on steady flow conditions If a quasi two dimensional steady state solver with vegetation is not installed the Simulation Mode Box will differ from Figure 1 1 Otherwise a total of four possible settings are available 1 QSS default The classic MIKE 11 steady state solver is used 2 QSS with vegetation The quasi two dimensional steady state solver with vegetation is used for the simulation 3 QSS with energy equation A submodule of the quasi two dimensional steady state solver with vegetation The energy equation is used for obtaining the water level in the network 4 QSS with Ida s method A submodule of the quasi two dimensional steady state solver with vegetation An approximate solution of the governing equation Ida s method is
134. al inflow g is calculated and applied as the updating discharge No of iterations If a river branch includes a number of update points the specified No of iterations should be equal to or larger than this number For large rivers with few update points it may increase the update efficiency to use an even larger number of iterations Different numbers of iterations should be tested before operational forecasting is initiated A larger number will increase the accuracy but also increase the required calculation time Frequency Frequency of updating i e the number of MIKE 11 HD time steps between data observations in the time series used for updating 11 4 2 Correction The updating routine will calculate a correction discharge to be routed into the river system along the correction branch The correction branch is specified by River name First chainage and Last chainage If the specified chainages does not correspond to the computational grid they are modified by the FF module and a warning message is issued 404 MIKE 11 Rating curves 11 4 3 Parameters Table 11 2 Parameter Main effect Typical value Max phase error Higher phase errors are Equal to AP automatically reduced to this value Analyse Period Determine the period where Found by calibra AP observed and simulated tion data are analysed Time constant in If less than AP recent devi Equal to AP AP ations may be given more we
135. al value of the dispersion factor Exponent Local value of the dispersion exponent Minimum disp coeff Local value of the minimum dispersion coefficient Maximum disp coeff Maximum value of the dispersion coefficient Example In Figure 7 6 both global and local values are entered In RIVER 1 the dispersion coefficient is globally set to 10 m2 s independent of the flow velocity because b equals 0 In the reach between chainages 10000 m and 20000 m the dispersion coefficient is dependent on the velocity D 15V 5 lt D lt 25 7 7 init cond Initial component concentrations are defined on this property page If an initial concentration is not specified a default value of zero will be applied throughout the model Global and local values of initial concentrations can be specified for each component Local values are specified by entering the river name chainage and concentration in the local values table Initial concentrations are not used if the AD simulation is started with a hotstart file 320 MIKE 11 Init cond LAA Sediment Layers Non Cohesive ST Ice Model Additional output Components Dispersion Init Cond Decay Boundary Cohesive ST m Initial conditions Figure 7 7 The initial conditions property page Initial conditions table Component Here the component in question is selected It is possible to choose between the components defined in the Components property
136. al zero If it is decided to operate a gate using this control type no other operating policies can be invoked before the actual gate operation has finished In the example this means that no other operating policies can be used during the half hour it takes to close the gate 90 MIKE 11 Tabular view Structures Ss Details Concentration A concentration of any compound Target Type Here the type of the target point is chosen Type h Water level in a point dh Difference between water levels in two points Q Discharge in a point dQ Difference between discharges in two points abs Q Absolute value of the discharge in a point Q_ Structure The discharge through a structure Sum_Q The sum of flows in points and structures V Velocity in a point Gate level The level of a gate Concentration A concentration of any compound Note that con centration can not be used as target type if the calculation mode is chosen as Iterative solution of scaling None This is the default value When this is chosen no scaling of the value of the target point will take place Scaling with internal variable When this is chosen the value of the target point will be scaled with the value of a specified internal variable See Control Strategy p 92 for a list of the internal varia bles that can be used as scaling factors Scaling with time series When this is chosen the value of the tar get point is scaled with
137. all Root Mean Square Error I Peak flow RMSE T Low flow RMSE Maximum number of evaluations gt Overview a UPP 2 skawaLo Figure 5 12 NAM Autocalibration Include Autocalibration Ticked for a sub catchment with autocalibration included Calibration parameters The automatic calibration routine includes the 9 model parameters Maximum water content in surface storage Umax Maximum water content in root zone storage Lmax Overland flow runoff coefficient CQOF Time constant for interflow CKIF Time constants for routing overland flow CK1 2 Root zone threshold value for overland flow TOF Root zone threshold value for inter flow TIF Time constant for routing baseflow CKBF Root zone threshold value for ground water recharge Tg 218 MIKE 11 The NAM Rainfall runoff model LAA The user specifies which of these parameters should be included in the autocalibration and the minimum and maximum range for each parameter Objective Function In automatic calibration the calibration objectives have to be formulated as numerical goodness of fit measures that are optimised automatically For the four calibration objectives defined above the following numerical performance measures are used 1 Agreement between the average simulated and observed catchment runoff overall volume error 2 Overall agreement of the shape of the hydrograph overall root mean
138. ally Maximum nitrification rate Max Production rate per m at 20 C Half saturation concentration nitrification K in the Michaelis Menten expression Maximum denitrification rate Max Respiration rate per m at 20 C Half saturation concentration denitrification K in the Michaelis Menten expression Mineralisation rate labile pool Ist order decay of fast degradable labile organic matter in sediment peat at 20 C Mineralisation rate stabile pool Ist order decay of slow degradable stabile organic matter in sedi ment peat at 20 C Immobilisation rate The immobilisation rate per m microbial uptake of NH N in the sedi ment peat at 20 C 366 MIKE 11 Wetland Phosphorus Ss Half saturation concentration immobilisation of NH4 N K m in the Michaelis Menten expression Microbial mortality rate 1st order mortality dead rate of microbial biomass at 20 C N adsorption capacity Adsorption capacity mass per volume sediment peat of NH N in the sediment peat The adsorption is reversible Half saturation concentration adsorption of NH4 N Km in the Langmuir adsorption expression N Adsorption rate 1st order rate N adsorption at 20 C The yearly N Plant production The aggregated yearly uptake of N in plants mass per area The seasonal distribution follows a latitude dependant sun radiation formula Ratio of dead plant material to labile The ratio of fast degradable labile organic nitrogen in p
139. ameters to adjust in batch simulation e Specify input parameters for each simulation Each of the steps are described in the following Pre define base simulation file The Batch Simulation Editor is designed such that a Base simulation file must be defined with all relevant information concerning models and sim ulation mode input files simulation period timestep initial conditions and output file names Batch simulations will then be performed with this Sim11 file as a basis and only if other parameters or filenames have been defined by the user in the Batch Simulation Editor will the definitions in the Base Sim11 file be modified Filename and path to the base Sim11 file must be defined in the Base Simulation File field Use the button to browse for the Base Sim11 file on your computer Define parameters to adjust in batch simulation The user must define the number of simulations to be performed in the batch simulation by specifying a number in the Number of simulations field According to the number defined in this field a number of empty rows will be introduced in the Selected Parameters grid see example in Figure 12 2 where a number of 4 simulations has been chosen Batch Simulation Editor 409 Batch Simulation Editor Each line in the Selected Parameters grid must only contain specifica tions of the parameters or input files which should be different from the base simulation file
140. aph is controlled by the concentration time and by the time area T A curve These two parameters represent a con ceptual description of the catchment reaction speed and the catchment shape The Parameters for Model A are described below see Figure 5 16 Rainfall Runoff Editor 225 Rainfall Runoff Editor E5 RRParl Modified OAM EMA Figure 5 16 Urban Page Model A Time area Method Impervious Area The Impervious area represents the reduced catchment area which con tributes to the surface runoff Time of Concentration Defines the time required for the flow of water from the most distant part of the catchment to the point of outflow Initial Loss Defines the precipitation depth required to start the surface runoff This is a one off loss comprising the wetting and filling of catchment depres sions Reduction factor Runoff reduction factor accounts for water losses caused by e g evapo transpiration imperfect imperviousness etc on the contributing area 226 MIKE 11 Urban Ss 5 5 3 Time Area Curve Accounts for the shape of the catchment lay out determines the choice of the available T A curve to be used in the computations Three pre defined types of the T A curves are available 1 rectangular catchment 2 divergent catchment 3 convergent catchment Urban model B Time area Method The concept of surface runoff computation of Urban Runoff Model B is fo
141. ar view Structures LAA Number of arches The number of arch openings in the bridge Level for bottom of arch curvature Vertical level for Arch spring line Level for top of arch curvature Vertical level upper most point in the arch Radius of arch curvature r Coefficient of discharge Use default When use default a default loss factor table will be generated Opening Contraction ratio Choose channel contraction ration m or bridge opening ratio M as parameter in the loss factor tables Top of arch curvature Bottom of arch ge Curvature Figure 2 39 Hydraulic variables for Arch Bridge Loss factor tables for arch bridges Biery and Delleur Coefficient of discharge Cp is a function of m or M and Froude number F HR Backwater ratio H Y is a function of Blockage ratio j and Froude number F Bridge piers D Aubuisson s formula Press the Edit button under Geometry and Loss factors Geometry and Loss factors Det The details of the bridge geometry and location are inserted in the appro priate boxes River Network Editor 77 River Network Editor C constant User specified constant lt 1 Channel width upstream of piers If the width is positive the water level increment due to the bridge is calculated on the basis of a rectangular channel analysis If a negative value is given the cal culation is based on the cross sections upstream and
142. arameters are specified on the Update Specification menu see section 11 4 11 2 3 Accuracy The Boundary Conditions estimated after the Time of Forecast are obvi ously uncertain The effect of a specified uncertainty level can be included in the simulations Flood Forecasting Editor 393 LEA Flood Forecasting Editor Tick on the Include uncertainty level check box to include Specify either global and or local values for the deviation Global values are applied to all catchments or HD boundary conditions except those which are listed in the Local Values fields Estimated boundary conditions with Upper and Lower levels are stored in the Boundary Estimates directory as described in Section 11 3 4 11 2 4 Alternative Modes Multiple forecast with historical data To execute simulations in Historical Mode tick on the Multiple forecast check box see Figure 11 4 or below Additional information about simu lating in Historical Mode can be found in Section 11 1 2 In Historical Mode it is possible to execute consecutive simulations shift ing the Start time and ToF of each simulation Simulation start and ToF applied in the first simulation are defined on the simulation menu in the sim11 editor Alternative Modes IV Multiple forecast with historical data No of FC 4 Step h 12 J Seasonal forecasting with historical data Start year fi 980 End year fi 990 Figure 11 5 Selection of Historical
143. as background in the Basin View select Layers Layer management from the menu bar The graphical image is georeferenced in the image coordi nates dialog when importing the layer 5 10 3 Basin Work Area The Basin Work Area dialog selected from the top menu bar contains fol lowing facilities see Figure 5 25 MIKE Zero Skawa RR11 File Edit Grid View Parameters Layers Basin Work Area Window Help oo Import Basin Definitions D a a A a Import Station Definitions Export Catchment Polygons Thiessen Options tsohyetal Options Calculate Mean Precipitation Graphical Settings Resize Working Area Delete Selected Items Create Polygons Copy Metafile To Clipboard Save View To Metafile Figure 5 25 Basin Work Area Import Basin Definitions Import of predefined Basin Definitions from a file with the format lnl X1 Y1 X2 Y2 nl Yn1 2 n2 252 MIKE 11 Basin View X1 Yi X2 Y2 Xn2 Yn2 Line 1 Number of catchment boundary sections and pairs of x y coordinates Line 2 Line4 x y coordinates for first catchment boundary section Line 5 Number of catchment boundary sections and pairs of x y coordinates Line 6 8 x y coordinates for second catchment boundary section LIne 5 to 8 are repeated for the following sections The Marks the of all sections Import Station Definitions Import of predefined Location of Rainfall Stations f
144. assumed in all stratified branches The thickness of a layer is equal to the local depth divided by the number of layers Density calculated Tick means yes and no tick means no If densities are calculated it is done on the basis of the simulated water temperatures and if not density is assumed to be 1000 kg m3 Turbulence model Viscosity In the case one chose a constant viscosity under turbulence model it is the used viscosity in the calculations Hydrodynamic Editor 301 a os Hydrodynamic Editor Turbulence model in fluid It is possible to chose between constant viscosity mixing length k model and k e turbulence models It is recommended to use the k e model Turbulence model at bed Presently only drag coefficient can be chosen The Chezy or Manning number specified is used to calculate the bed friction see scientific docu mentation Richardson number correction Tick means yes and no tick means no If Richardson numbers correction is active the turbulence is dampened in stable stratified areas Corrections reductions Baroclinic pressure Factor A factor multiplied on the baroclinic pressure Default is 1 whereby the correct equation is solved If the factor is 0 the baroclinic pressure term is removed in the momentum equation Baroclinic pressure Local bed slope The higher the number the less the baroclinic pressure term is taken into account in areas with steep bed gradients Convection A
145. at the outlet is critical A backwater curve using a fine resolution is calculated to relate the discharge to the upstream water level in the river Orifice The flow at the culvert inlet has an orifice type formation The discharge is based on the orifice coefficients shown in the menu These coefficients can be edited added or deleted if required The Q A relations will be re calculated after editing the coefficients Full Cul The culvert is fully wet with a free discharge at the outlet Note that O h relations must be recalculated if any changes are made to the culverts defining parameters or if the cross sections up or downstream have been altered Further note that since a culvert in MIKE 11 is defined as a structure causing a contraction loss a friction loss bend loss and subsequently an expansion loss some constrains are placed on the geome try of a culvert The geometry of the culvert must be such that the cross sectional area at the inflow is less than the cross sectional upstream of the culvert for all water levels Similarly the cross sectional area at the out flow end must be less than the cross sectional immediately downstream of the culvert 58 MIKE 11 Tabular view Structures LAA 2 3 3 Pumps rm Location r Pump Data Branch Name Main Outlet fetemal Chainage jo Specification Type Tabulated Characteristic gt ID Pun Discharge Outlet Level m Control Parameters Q dH curve Start Le
146. atermarks to be selected from the graphical view using the mouse pointer If this function is off the mouse pointer will only select from the current cross section displayed in black Drawing style The drawing style controls the Z axis display in the graphical view There are three options available 1 Absolute Including Datum The displayed Z values include the datum factor 2 Absolute Excluding Datum The displayed Z values exclude the datum factor 154 MIKE 11 Processed data view Ss 3 Relative to Bottom The Z values are displayed relative to the lowest point in the cross section regardless of the datum i e all cross sections will be displayed with the lowest point set to 0 metres 3 1 5 Miscellaneous settings Overall Radius setting The default setting of the radius type may be altered here Confirmations The user can specify whether a confirmation dialog box should appear when deleting points or clearing history in the graphical view Align A snap to grid feature in the cross section editors graphical view Default Resistance in Raw Data Dialog used for setting the default settings of the resistance column in the tabular view of the cross section editor 3 1 6 Update Markers settings This dialog is used for setting the markers which should be automatically updated when activating the update markers button 3 2 Processed data view K Selecting the View Processed Data button on the Raw da
147. ature deviation above the Base Temperature Elevation Zones Elevations zones are prepared in the elevation zone dialog see Figure 5 8 Number of elevation zones Defines the number of altitude zones which subdivide the NAM catch ment In each altitude zone the temperature and precipitation is calculated separately Reference level for temperature station Defines the altitude at the reference temperate station This station is used as a reference for calculating the temperature and precipitation within each elevation zone The file with temperate data is specified on the time series page Dry temperature lapse rate Specifies the lapse rate for adjustment of temperature under dry condi tions The temperature in the actual elevation zone is calculated based on a linear transformation of the temperature at the reference station to the actual zone defined as the dry temperature lapse rate C 100m multiplied by the difference in elevations between the reference station and the actual zone 212 MIKE 11 The NAM Rainfall runoff model LAA Wet temperature lapse rate Specifies the lapse rate for adjustment of temperature under wet condi tions defined as days with precipitation higher than 10 millimetres The temperature in the actual elevation zone is calculated based on a linear transformation of the temperature at the reference station to the actual zone defined as the wet temperature lapse rate C 100m multiplied by
148. ave been unticked Update zone classification Only used in conjunction with the quasi two dimensional steady flow with vegetation module Used for updating the zone classifications in the cross section Cross Section Editor 147 LA Cross Section Editor 3 1 2 Tabular view The tabular view is only appropriate if the section type is set to open or to closed irregular and may in such a case consist of up to six columns given by x This column contains the transversal coordinates of the raw data Z The vertical coordinates of the raw data Resist This column is used for setting relative resistance In conjunction with the quasi two dimensional steady flow with vegetation module it is used for setting local values of Manning s M or n Depending on the setting in the resistance combo box see Figure 3 4 Resistance Figure 3 4 Resistance combo box Only visible if a Quasi two dimensional steady state solver with vegetation has been installed Mark The column is used for setting the markers to 9 plus possible user defined marks Clicking an element in the column opens a marker dialog as shown below 148 MIKE 11 Raw data View Select Markers x I 1 Left levee bank I 4 Left low flow bank T 6 Left coordinate marker I 7 Right coordinate marker T 8 Left channel bank T 2 Lowest point I User marker 0 Figure 3 5 I 3 Right levee bank T 5 Right low flow bank F
149. aved in the subdirectory RRCalibration with the file name Catch ment name plc The time series in these plots are also available in DFSO format in the subdirectory RRcalibration with the file name Catchment name dfs0 The plot shows following results see Figure 5 32 Be SKAWA_UPP_plc Modified F gt a g i amp E mauaa E i Baman varoun state z H FHOIR WELA DS teas Mimmy ame trimmi y asam o t Figure 5 32 Example on a Calibration Plot Comparison between observed and simulated discharge Comparison between accumulated series for observed and simu lated discharge Values for water balance error and coefficient of determination It should be noticed that the calibration plot requires the results saved for each simulation timestep See Simulation editor Results Page A combined catchment has no input timeseries and is therefore not repre sented on the Timeseries page The observed discharge for a combined catchment is therefore included as the observed discharge for the previous catchment on the Timeseries Page Rainfall Runoff Editor 261 LA Rainfall Runoff Editor 5 12 A Step by step procedure for using the RR Editor This section illustrates the steps required to create a rainfall runoff model setup and then carry out an auto calibration and model simulation The example is based on the Skawa catchment which is located in the Upper Vistula Basin in Poland The figures presente
150. boundary editor has been improved to make the specifications of boundary conditions easier and more intuitive The major changes are e HD AD and ST boundaries need no longer to be specified on different property pages in the boundary editor e The user can now choose between various boundary descriptions open boundary a point source a distributed source a globally applicable boundary a closed boundary or a boundary related to certain struc tures e The user can now describe all boundary conditions attached to a spe cific location once For example when applying the Advection Disper sion AD Module the combined flow and concentration data are specified together e Constant boundary conditions can now be specified without the need to create a time series dfs0 file e Boundary input time series may be scaled within the boundary editor e Downstream Q h boundaries can be automatically computed assuming critical or uniform flow conditions e When undertaking AD simulations it is no longer necessary to specify the type of boundary in the AD editor file Before running a model developed with the MIKE 11 2002 version or older the old boundary file needs to be converted to the new file format The conversion will start automatically when the old boundary file is opened in MIKE11 When converting it is necessary to browse for the rel evant network file from which the necessary data needed for specifying the boundary type are stor
151. cal Operand type Loop Number has been imple mented The inner loop corresponds to Loop Number equal to one the next loop corresponds to Loop Number equal to two and so on River Network Editor 99 River Network Editor TSLGLC Making a simulation using a time step of five minutes will result in an update of the gate level for every five minutes Sometimes this gives too much information Maybe the user is only interested in updating the gate level every hour This can be achieved using this TSLGLC Time Since Last Gate Level Change type of logical operand This variable counts the time since the gate level last changed and can thus be used to ensure that the gate level is not updated at every time step Branch Name LOI This field contains the name of the branch with the Logical Operand Chainage LO1 This field contains the chainage of the Logical Operand Name LO1 This field is used only when LO Type equals Gate Level Q Structure or TSLGLC Then this field holds the structure ID of the relevant structure Comp No This field is used only when LO Type equals Concentration The field holds the number of the relevant component Branch Name LO2 This field is only used if the LO Type equals dH H H2 or dQ Q Q2 The field holds the name of the branch in which the H or Q should be found Chainage LO2 This field is only used if the LO Type equals dH
152. can specify branches that shall be modelled with WETLAND substituting WQ and the threshold water level for which the WETLAND processes shall be activated This means that is possible within the same simulation to simulate WQ in the open river channel and WETLAND in the adjacent floodplain areas The integration works in the following way In each time step the branches that are defined as Wetlands will be activated If the actual water level is below the specified wetland flooding level there will be no impact on the river water quality from wetland processes Should the actual water level exceed the wetland flooding level the WETLAND calculations will influence the river water quality proportional with the water volume that is in contact with the floodplains The WQ processes will also be calculated and affect the river water quality with the water volume representing the open channel part in the cross section see Figure 9 2 362 MIKE 11 WETLAND Figure 9 2 WETLAND integration with WQ 9 22 3 The Model The WETLAND model embraces 4 components in the water phase NH N NO3 N PO P and Particulate P and 8 attached to the sediment peat plant N P biomass labile N P organic matter stabile N P organic matter immobile N and adsorbed N In the WETLAND model which is a relatively simple model both aero bic assumed to occur in a constant oxic microzone and anaerobic proc esses in the saturated zone are simulated e
153. cast period Exclude x m Overview 264650 00 C ProjectsiS tteratio 886870 00 Water Level C Projects S tteratio 694295 00 Water Level C Projects S tteratio 90403 00 Water Level C ProjectsiS tteratio 795919 00 Water Level C ProjectsiS tteratio Md gt Figure 11 16 Update Specification 11 4 1 Comparison Station The location of the update point is defined via its River name and Chain age If the specified chainage does not correspond to the computational network it is shifted to the nearest A or Q point by the FF module and a warning message is issued Data type The Data type can be specified as water level or discharge In general water level data should be specified at all sites where level forecasts are to be issued and discharge at reservoir inflow points Discharge updating is generally preferable and should be selected at all forecasting locations where reliable discharge data are available Measured time series The updating routine compares measured and simulated data The time series of measured water level or discharge data must be specified Flood Forecasting Editor 403 LEA Flood Forecasting Editor Method Iterations See No of Iterations Implicit solution The specified time series are applied as internal boundary conditions in the model In the Continuity Equation h is substituted by the observed water level and the later
154. chain age then it will only be applied at this specific location This is actually the way to use the expressions 5 and 6 These can only be applied for one chainage which as an example could be a weir at which the reaeration process is very different from the river conditions In the example shown below the global expression is valid everywhere except for the chainages 1 000 and 2 000 and 5 000 6 000 for which expressions Nos 2 and 4 are used respectively Chainages 3 000 and 4 000 are defined as structures At these two points expressions 5 and 6 will be applied respectively The figure below shows the resulting combination of expressions in a schematic way WQ BOD DO Editor 357 LAA WQ BOD DO Editor point definitions a Reaeration rate 2 3 5 3 6 3 4 expression No an A A Choinoge 1 00 2 00 3 00 4 00 5 00 5 00 Globol rate is no 3 Figure 9 1 Combination of reaeration expressions The third general rule for specification of local expressions is that only one expression can be specified for a chainage This means that if a point definition is made in a stretch which is already defined by a local expres sion this stretch must be split When expression Nos 5 and 6 are to be used at points of the river where a local expression is applied then this river stretch has to be split into sections at each side of the point defini tion The order of the definitions is arbitrary 9 19 Degradation in the wa
155. chainage in the river with the local value In Figure 7 8 the component COMP has been selected to be non conserv ative The decay constant is 1 00 globally in the river network and has a value of 2 00 in RIVER 1 between the chainages 10000 m and 20000 m Cohesive ST Data used for the cohesive sediment transport models are entered on this page When using the cohesive sediment transport models either the sim ple or the advanced all components specified in the AD editor must be defined as Single layer cohesive or Multi layer cohesive in the Compo nents dialog The cohesive sediment transport parameters can only be accessed when a component type on the Components page is defined as either single or multi layered Global and local parameter values can be specified as required 324 MIKE 11 Cohesive ST LAA 7 9 1 Single Layer Cohesive Model Figure 7 9 The Cohesive sediment property page when a single layer model is selected Below the parameters that apply to the Single layer cohesive sediment transport model are described Fall Velocity w0 The free settling velocity Deposition Critical shear stress velocity for deposition Deposition occurs for shear stresses or velocities lower than the critical value The user can select which one to use The typical range is 0 03 1 00 N m Time centring This centring factor used in the deposition formula Typical range is 0 5 1 0
156. cification of a simple water level boundary for a HD simulation For a MIKE 12 simulation the specification is very similar except that water levels are defined for both top and bottom layers see figure 4 16 184 MIKE 11 Overview of the Boundary File LA BM bnd4 32 bnd11 7 TE a Sn ern Pencen vee Include AD boundaries Mike 12 a TS Tyee Fee rvae Tre me Examples dfs0 Water Lev TS Fil Examples dfs0 Figure 4 16 Specification of a water level boundaries for a MIKE 12 simulation Levels are required for both top and bottom layers Where an AD simulation is to be carried out in parallel to a HD simula tion the Include AD Boundaries box should be checked as shown in fig ure 4 17 The water level boundary is specified in the second split window together with information on the AD boundary type An open concentra tion boundary type is used because outflow occurs at the downstream end AD boundaries are specified in the third split window BM bnd4 33 bnd11 oj x eea Deseo Bounder He Open Water Level main 50000 Include AD boundaries Mike 12 a yeere yoe Fervae TEemeoJAD bounden fema lEait vl Top open concen Concentra Constant Concentra Constant Concentra Constant Figure 4 17 Specification of a water level boundary for a combined HD AD simu lation Open concentration boundaries with a suit
157. cities add1 Energy slope low water channel width high water channel width Radius wetted perimeter and Manning s n of the individual panels e QSSVEG velocities add2 Height of water water interface water veg etation interface of the individual panels e QSSVEG velocities_add3 Mixing coefficients of the individual pan els e QSSVEG velocities add4 Shear forces of the individual panels nor malised with p e QSSVEG junctions The appropriate parameters used for obtaining the water level increment due to the junction and the water level incre ment in the channels meeting at the junction e QSSVEG sandbars curves Water level increments due to sandbars and river curvature e QSSVEG bridges The water level increments due to bridges 6 4 Flood Plain Resistance The flood plain resistance numbers are applied above the Level of divide specified in the raw cross section data xns11 files The global resistance number is applied on all flood plains unless local values are specified Local values are linearly interpolated at intermediate chainage values The resistance number value 99 indicates that the flood plain resistance should be calculated from the raw data in the cross section data base Example Figure 6 4 In RIVER 1 the resistance on the flood plains is globally calculated on the basis of the raw cross section data However between chainage 5000 m and 10000 m an alternative flood plain resist ance 1s
158. con 2 Click on the actual station 3 Press the delete button Editing Stations Stations are modified in the Edit Station dialog as follows 1 Press the default mode icon 2 Right click on the actual station and select Edit Station 5 10 6 Preparing Thiessen weights Thiessen weights are prepared from the menu bar Basin View Thiessen Options Figure 5 30 shows an example of a Basin View for two catchment show ing the catchment boundaries 7 rainfall stations and the Thiessen poly gons for all 7 stations 258 MIKE 11 Result Presentation lel Skawa RR11 2 Modified Camb 1 5545000 J Untitled 5540000 5535000 5530000 J 5525000 5520000 5515000 5510000 5505000 5500000 5495000 5490000 5485000 380000 390000 400000 410000 420000 Figure 5 30 Basin View with catchment boundaries rainfall stations and Thies sen polygons 5 11 Result Presentation Results MIKE11 generates two Rainfall Runoff Result files The first result file contains simulated runoff and net precipitation The second additional result file RRAdd contains time series of all calculated variables such as the moisture contents in all storages the baseflow etc and can be very useful during model calibration The results of the simulation can be gen erated in two formats either as RES11 or DFSO filetype The format of the result file should be selected before running the simulation Three facili ties
159. concentration TS defined Concentra Concentra Concentra Concentra TS File Figure 4 8 Specification of an Open Inflow boundary for a combined HD AD and MIKE 12 simulation Boundaries need to be specified for both top and bottom layers If the Include HD calculation box is now unchecked it is no longer nec essary to enter information on the discharge see figure 4 9 In this case a HD simulation result file must already exist and is used as input to a sub sequent AD simulation in 20 eset Boundary Type ree neme cranes cranes sx sane w Include HD calculation Include AD boundaries Mike 12 ave Abomanes emi open transport TS defined Concentra Concentra Concentra Concentra Figure 4 9 Specification of AD and MIKE 12 boundaries when using a previ ously computed HD result 180 MIKE 11 Overview of the Boundary File LA Point Source or Distributed Source Inflow Boundary Point or distributed source inflow boundaries are used to describe lateral inflows for HD AD and MIKE 12 simulations Figure 4 10 shows the lay out of the boundary file for the Inflow Boundary The second split window is similar to that displayed for Open inflow boundaries with one addi tional facility e AD RR If this check box is checked AD components can be included with the inflow generated by the rainfall runoff models integrated
160. coordinates or j and k grid coordinates as are the standard notations for dfs2 file definitions in MIKEZero of the gridpoint which contains the basin outlet location Surface Parameters Curve Number CN CN the Soil Conservation Service Curve Number can be specified in two ways either as an average constant value for the entire basin or as a dis tributed grid defined by a dfs2 file Activating the Average value tick mark will activate the average value field and a constant value must be defined De activating the tick mark will require a dfs2 file selection in the Distributed field by use of the browse button The range of this variable is from 0 to 100 Flow velocity in channels Flow velocity in each area cell within the basin which is identified in the draining network file as channel Contributes to the computation of a total routing time Default value for flow velocity on channels is 1 m s The normal range of the variable is from 0 1 m s to 10 m s Rainfall Runoff Editor 241 LA Rainfall Runoff Editor Flow velocity on hillslopes Flow velocity in each area cell within the basin which is identified in the draining network file as non channel or hill slope Contributes to the computation of a total routing time Default value for flow velocity on hillslopes is 0 1 m s The normal range of the variable is from 0 001 m s to 1 m s 5 7 2 Initial conditions Initial conditi
161. ctory where the pfsfiles are located B 1 2 Converting set ups from v 3 2 and prior m1 lconv is an application which is only for use when converting set ups from v 3 2 and earlier to the present format This facility is launched from the MIKE 11 menu under Start gt Programs gt MIKE 11 gt Mike 11 con vert The start up window has one pull down menu File which lists a number of conversion possibilities Choose the appropriate format conver sion and browse the file to be converted Note When converting v 3 2 network files RDF all relevant cross sec A tion files pst ix0 ix1 must be located in the same directory as the RDF file B 1 3 Converting simulation results to text files The application resl lread is designed for converting one or more MIKE 11 result files to a text file ascii Thus the tool may be used as a conver sion tool for subsequent post processing of the results As for pfsmerge the application is launched from a dos prompt The syn tax is RES11READ Option s Res11FileNamel Res11FileNameN Out putFileName where denotes the full path to the application located in the bin director of the installation Res11FileNamel Res11FileNameN is the list of res11 files to con vert OutputFileName is the name of the output file ascii Finally one or more of the options below should be used 424 MIKE 11 Converting simulation results to text files oa xy X Y coor
162. cts 1 1 Models K user sim11 Models Input Simulation Results Start r Models T Hydrodynamic I Advection Dispersion I Sediment transport WO model Integration method I Water quality Jeao 00 z E Qc z I Rainfall Runoff I Flood Forecast m Simulation Mode Unsteady Quasi steady QSS default Figure 1 1 The Models tab Note that the Simulation Mode Box may differ if a quasi two dimensional steady state solver with vegetation is not installed This page is used to define the simulation models to execute and the simu lation mode unsteady or quasi steady Simulation Editor 17 Ss Simulation Editor 1 1 1 Models The following abbreviations of module names are used HD Hydrodynamic AD _ Advection Dispersion ST Sediment Transport WQ Water Quality RR Rainfall Runoff FF Flood Forecast When selecting a hydrodynamic model an additional tick box entitled Encroachment becomes active When selecting the latter all other tick boxes become inactive since the encroachment module is only designed to function in conjunction with the hydrodynamic module Further when car rying out an encroachment simulation please ensure that the simulation mode is set to Quasi steady If the latter is not the case the program will issue a warning and terminate In conjunction with selection of a water quality model a selection boxes become active e Selection of WQ model BOD DO Biologic
163. d 9 22 WETLAND 9 22 1 Introduction The retention and removal of nutrients N and P in areas such as riparian wetlands floodplains reed swamps and engineered wetlands have long been considered as an energy efficient treatment system WAQ BOD DO Editor 361 WQ BOD DO Editor The agricultural and industrial utilisation of the natural wet zone between the terrestrial and the aquatic system has reduced these important buffer zones in the last 30 100 years Nowadays artificial or constructed wet lands are used as primary or secondary treatment of wastewater in many countries Non point sources of nutrients are becoming more and more the bottleneck in controlling the nutrient run off to rivers and lakes especially in the Western like countries The use of wetlands as nutrient traps is one available method for reducing the nutrients in wastewater or water trans ported with rivers The WETLAND model has been designed with the purpose to have an instrument capable of simulating the significant nutrient removal proc esses their interrelationship and their effects on the river water quality 9 22 2 Integration with WQ The WETLAND developed by DHI is an integral part of the Water Qual ity WQ model This means that river branches with adjacent floodplains and selected branches that constitute a wetland area can be modelled explicitly with WETLAND in parallel with WQ modelling for conven tional river branches The user
164. d 4 and between 5 and 3 see Figure 2 33 Between markers 4 and 5 the bed resistance given in the HD editor will be used Opening Contraction ratio Choose channel contraction ration m or bridge opening ratio M as parameter in the loss factor tables Loss factor tables for FHWA WSPRO MIKE 11 Tabular view Structures Table 2 1 Table Opening Function of Type Base coeffi C I m or M cient Base coeffi C II Wl and IV m or M L b cient Froude kp I F number Entrance k w I m or M Average depth k II m or M Y Y 2b Abutment k HI x b L b Wingwall ko IV m or M Eccentricity k I H Wand e IV Piers k I U Mand m or M IV Piles 1 kizo II m or M Piles 1 kj o H MandIV m or M L b Piles 2 k LIM Mand k 01 IV Spur dike kas Kap l HandIV m or M Spur dike 1 k HI m or M L4 b Spur dike 2 k MI Elliptical m or M L4 b Spur dike 2 k M Straight m or M In the Loss Factor menu the user can choose to use m or M as axis in the tables Where River Network Editor 73 River Network Editor m Channel contraction ratio M Bridge opening ratio L Bridge waterway flow length b Bridge opening length F Froude number in downstream bridge section Y Y 2b Average water level in bridge section x Unwetted abutment length e Eccentricity j Portion of waterway blocked by piers piles
165. d alluvial resistance changes of a river system Input data concerning non cohesive sediment properties are defined in the ST Parameter Editor which contains the following tabs property pages e Sediment grain diameter p 375 e Transport model p 376 e Calibration factors p 382 e Data for graded ST p 382 e Preset distribution of sediment in nodes p 384 e Passive branches p 384 e Initial dune dimensions p 385 e Non Scouring Bed Level p 386 Some of the sediment transport formulas and other features of the Non Cohesive Sediment Transport module have been developed in cooperation with CTI Engineering CO Ltd Japan 10 0 1 Sediment transport simulations Simulation mode The explicit sediment transport mode In the explicit mode the sediment transport computations are based either on the results from an existing hydrodynamic result file or from a hydro dynamic computation made in parallel using characteristic transport parameters The sediment transport is calculated in time and space as an explicit function of the hydrodynamic parameters i e discharge water levels etc previously calculated Note that there is no feedback from the sediment transport calculations to the hydrodynamics Results are volume transport rates and accumulated volumes of deposition or erosion The explicit mode is useful where significant morphological changes are unlikely to occur An estimate of the sediment budget can then be
166. d apply can be specified Loss Parameters For the Nakayasu and the f1 Rsa loss method a number of sets of parame ters can be specified Later when specifying the loss method for a UHM catchment a set of parameters from this dialog can be selected by refering to the row number in the dialog Land use definitions for QLSF method A number of sets of parameters relating to the UHM method quasi linear storage function method can be specified Later when defining QLSF catchments the user refers to the row number of this dialog when defining the precentage of area covers by land use category Default values for specific method A number of parameters which can be specified globally only i e they allpy to all catchment of the given type are available See technical refer ence for more details on each parameter 250 MIKE 11 Basin View Ss 5 9 5 Time fixed combinations Normally the mean area rainfall calculator selects the weight combination based on the availability of the rainfall stations However if desired the selection of the combination can be made only of time On this dialog the time periods for which each of the combinations should be applied can be specified Time fixed combination are activated by slecting the check box on the time series page 5 9 6 MAW merged output file Normally the mean area rainfall for each catchment is saved in separate file If desired these files can be combined into one file Th
167. d from the Plot composed and is saved in the sub directory RRCalibration with the file name Catchment name plc The time series in these plots are also available in DFSO format in the subdi rectory RRcalibration with the file name Catchmentname dfs0 Figure 5 32 shows an example on a calibration plot Calculated Areas The Calculated area shown in the Catchment Overview is based on the digitised catchment boundaries in the Graphical display The calculated area is activated when the Basin View has been selected see section 5 10 The Catchment Area is shown in the edit fields for Area and Calculated Area when transferring a catchment from the Basin View to the catch ment page The Area which is used in the model calculation can after wards be modified manually Example on a catchment setup The catchment data included in Figure 5 3 is input data to a setup of a catchment in Poland Rainfall Runoff parameters from this setup is used in many of the following illustrations The setup of the catchment is further described in Section 5 12 A step by step procedure for using for using the Rainfall Runoff Editor 5 2 The NAM Rainfall runoff model The NAM model is a deterministic lumped and conceptual Rainfall run off model accounting for the water content in up to 4 different storages Rainfall Runoff Editor 205 LAA Rainfall Runoff Editor NAM can be prepared in a number of different modes depending on the requirement As defau
168. d in this chapter describing the Rainfall Runoff Editor are taken from this example The following step were performed 1 Opening of a new MIKE11 RR Parameter file A catchment must be defined in the first Insert Catchment dialog see Figure 5 4 This catchment is used to initialize the Rainfall Runoff Editor for the Basin View 2 Activating of the Basin View select View Basin View 3 Import ofa background images select Layers Layers manage ment The imported image was prepared and geo referenced from an ArcView application 4 Digitising of catchment boundaries The catchment was subdivided into two sub catchments defining the Upper and Lower part of the Catchment see Section 5 10 4 5 Creation of polygon catchments see Section 5 10 4 which includes the preparation of the two NAM sub catchments in the Rainfall Runoff Parameter file with automatic calculation of the catchment areas Default catchment names are automatically assigned to each catch ment The names on the two catchment were modified to SKAWA_UPP and SKAWA_LOW and the default catchment was deleted from the Catchment Overview 6 Setup of a combined catchment A Combined catchment was defined as the sum of the two sub catchments see Figure 5 3 7 Inserting of the rainfall stations Stations included in the calculation of catchment rainfall were included in the Basin View see Section 5 10 5 8 Preparation of Thiessen Weights see Section 5 10 3 Th
169. d on stretches between chainages and marker lev els defined in this page In case a user defined mark should be presented on the longitudinal profile as a single point e g a bridge location or flood mark indicator the Interpolate check box must be un checked 6 11 1 Activation of Bed resistance Triple Zone Approach The Bed resistance Triple Zone approach 1s activated by defining two markers with the names ZONE1 2 and ZONE2 3 Marker names can not differ from these names if they are to be used for defining zone sepa rators for the triple zone approach After defining the marker names the zone separator levels must be defined as two levels defined in stations along the river stretches in the setup where the separation between Zone and 2 and Zone 2 and 3 are present That is a longitudinal profile line should be defined for each of the two zone separators Please Note In case the Triple Zone Approach has been activated and zone separator lines are not defined for the entire setup MIKE 11 uses the uniform bed resistance values in the points where separator lines are not defined The resistance value used at these points is the value global or local defined for the lower zone Figure 6 12shows an example where a single point marker has been defined Main Bridge at RIVER1 chainage 1500 and triple zone sepa rator lines has been defined in RIVER in the reach from chainage 0 0 to 5000 Hydrodynamic Editor 28
170. d when having the cursor in last bottom cell creates more lines FHWA WSPRO amp USPBR Bridge The FHWA WSPRO and the USPBR methods describe free surface flow through a bridge opening The methods use the up and down stream cross sections inserted in the cross section editor It is recommended that the dis tance between the bridge and the cross sections are one opening width see Figure 2 27 64 MIKE 11 Tabular view Structures Figure 2 27 Location of up and downstream cross section 1 Upstream river cross section Defined in the cross section editor 2 Upstream bridge cross section Defined in the network editor bridge geometry 3 Downstream bridge cross section Defined in the network editor bridge geometry 4 Downstream river cross section Defined in the cross section editor Available options for FHWA WSPRO Bridge Submergence Overflow Skewness Used when the embankments is not perpendicular to the approaching flow Eccentricity Used when the bridge opening is eccentrically located in the river Multiple waterway opening Asymmetric opening Used for individual definition of left and right abutments Spur dykes Piers piles Available options for USBPR Bridge Submergence Overflow Skewness Used when the embankments is not perpendicular to the approaching flow River Network Editor 65 LEA River Network Editor Eccentricity Used when the bridge opening is eccentricall
171. dary Description Boundary Type D Boundary 10 Include HD calculation Include AD boundaries OMike 12 lee yeere yee rae rvamue Jrs mo a toundeies Jeme open concentration Y Concentra TS File Concentra TS File Figure 4 7 Specification of a boundary for a combined HD and AD simulation If the Mike 12 box is checked the layout of the boundary file changes as shown in figure 4 8 It is now possible to define a discharge for both the upper and the lower layer Further there are now four possible AD bound ary types as each of the two layers can be a closed boundary If the Bound ary Description were chosen as closed then both of the layers would be regarded as closed boundaries By specifying an Open boundary in the Boundary Description it is still possible to set one of the layers as closed e g the top layer can be of the Open Transport type and the bottom layer Closed This combination is often used at upstream boundaries In the lower window each component concentration needs to be defined for both top and bottom layers Boundary Editor 179 a os Boundary Editor MM bnd4 18 bnd11 Modified ioj x Co Boundary Description Boundary Type ei bee Crips Peete Pe D Boundary 10 Include HD calculation Include AD boundaries Mike 12 nate Pete Types Type mae Nee __ te to An tountaries_ p me open transport closed open transport open
172. diately upstream of the dam exceeds a certain level The development of the breach can take place in two different ways 1 Time Dependent The development of the dam breach is specified by the user in terms of breach level width and slope as functions of time This specification takes place through the Boundary Editor p 169 2 Erosion Based MIKE 11 calculates the breach development by use of a sediment transport formula for which the parameters are specified in the Dambreak Erosion Dialog Time Step Control At the specified time after failure the time step is multiplied with the given factor and the remainder of the simulation is carried out with the new increased time step Time after failure when changing the time step Time for the increase of time step relative to the failure time and specified in hours Factor by which the time step is multiplied Time step amplification factor The factor must be larger than one corresponding to an increase in the time step Making dambreak simulations Initial Conditions In many cases dam failures occur on a dry river bed downstream How ever such initial conditions should be treated with caution in MIKE 11 Hence before a dambreak is actually simulated it is expedient to create a steady state hot start file which can be used for all subsequent dambreak simulations The easiest method of creating such a file is to make a setup identical to that used for the dambrea
173. dinary 1st order reaction or n 0 5 for a 4 order reaction biofilm resisted transport In the first field the rate constant for the nitrification at 20 C is stated Ifn has been selected as reaction order the rate constant must be specified as 1 day If n 0 5 has been selected as reaction order the unit is mg 1 day In the second field the Arrhenius temperature coefficient for the denitrifi cation rate must be specified The global values will be used by the WQ module throughout the river system Local values can be given for specific locations 9 12 Coliforms This property page offers possibility to add and edit coliform related data The decay of coliforms is dependent on the light intensity in the water col umn the temperature and the salinity Coli decay K Co 0f 024 0 9 3 coli Global values for the first order decay rates K for faecal and total colif orms respectively are specified in the first two fields at 20 C total dark ness and zero salinity The default decay coefficients have been found from experiments with water polluted with coli bacteria where corrections for temperature salinity and light have been made WQ BOD DO Editor 351 WQ BOD DO Editor m Global values 1 order decay faecal 1 day i 1 order decay total 1 day oso ooo Temperature coefficient of decay rate hoo ooo Salinity coefficient of decay rate joe O00 Light coefficient of
174. dinates and levels for all grid points xyh X Y coordinates and levels for all h points xyq X Y coordinates and levels for all Q points xyxsec X Y coordinates and levels for all h points with cross sec tions raw Raw data for cross sections sim Content of the sim11 file used for the simulation minX Minimum values in grid points for item no X maxX Maximum values in grid points for item no X xsecids Cross section IDs usermarks User defined marks items List of dynamic items allres All results of the simulation someresFILE Some results are written to the output file selection in FILE compareFILE Compare results selection in FILE silent Writing to prompt is cancelled Used in conjunction with one or more of the other options MessageFILE Return file with 0 or 1 for Compare results Return ing FILE DHIASCII Additional option for suppressing header information in DHI standard format Should be used in conjunction with one or more of the above FloodWatch Flood Watch comma separated Matrix format For the option someresFILE the format of the FILE is ItemNumber Chainage Rivername 1 166 MAIN 1 266 MAIN Figure 12 3 Format for use in the file used for the someresFILE option Additional Tools B 425 Additional Tools Note that the file has a header line at the start An additional option is available to redirect individual selections to additional text files This can be done
175. dius and or Width values At the bottom of the editor a table is displayed with river name chainage and the four parameters appropriate for the determination of the water level increment The parameters which are not greyed may be edited 6 14 2 System Definition In this box the user may tick the appropriate parameters which should be user defined or system defined The parameters which are subsequently used in the calculations are 1 Average Range 2 Curvature Radius 3 Water Surface Width 4 Velocity Note If either 2 or 3 is ticked the velocity is also automatically ticked 6 14 3 Tabular view The editor displays a tabular view of the parameters which will be used in the determination of the water level increment The user should edit these values appropriately In the column Average Range the user can control the calculation of the curvature radius If the average range is set to None no water level incre ment due to curvature applies For other values of average range a curva ture radius is initially calculated or assigned depending on the what s selected in the group box System Definition individually in each h point If the average range equals Single the curvature radius is kept unchanged otherwise this is averaged over a number of h points Consec utive h points with the same average range setting is lumped together when calculating an average curvature radius Multiple 1 2 is used for h 296 MIKE
176. ds the branch name and chainage from the cross section editor remember to have the simulation editor open At the bottom of the editor a table is displayed with river name chainage and parameters appropriate for the determination of the water level incre ment System Definition In this box the user may tick the appropriate parameters which should be user defined or system defined The parameters which are subsequently used in the calculations are either e Bed slope low water channel width and water area of annual maxi mum discharge or e An observed water level increment Tabular view The editor displays a tabular view of the parameters which will be used in the determination of the water level increment The user should edit these values appropriately Heat Balance The property page used for setting up heat exchange simulations is illus trated in Figure 6 17 298 MIKE 11 Heat Balance Figure 6 17 The heat balance property page The information needed for the heat exchange calculation are information is also needed in the boundary editor Latitude N pos Latitude of the considered area Used in solar radiation calculation Longitude W pos Longitude of the considered area Time meridian zone W pos The standard longitude for the time zone Displacement in time Summertime correction lhour if the clock is 1hour ahead Light attenuation Attenuation of solar radiation in the water c
177. dvection Factor horizontal momentum A factor multiplied on the horizontal exchange of horizontal momentum uu Default is 1 whereby the correct equation is solved If the factor is 0 the term is removed in the momentum equation Convection Advection Factor vertical momentum A factor multiplied on the vertical exchange of horizontal momentum uw Default is 1 whereby the correct equation is solved If the factor is 0 the term is removed in the momentum equation Convection Advection Factor advection A factor multiplied on the advection terms in the transport equation Default is 1 whereby the correct transport equation is solved If the factor is 0 the advection of matter is removed in the transport equation Dispersion Factor horizontal viscosity A factor multiplied on the turbulent viscosity to get the horizontal diffu sion in the transport equation 302 MIKE 11 Stratification ake Dispersion Factor vertical viscosity A factor multiplied on the turbulent viscosity to get the vertical diffusion in the transport equation Hydrodynamic Editor 303 oa Hydrodynamic Editor 304 MIKE 11 ADVECTION DISPERSION EDITOR 305 306 MIKE 11 Ss 7 ADVECTION DISPERSION EDITOR The AD Editor is used in conjunction with the following modules e Advection Dispersion module pure AD e Water Quality module e Cohesive sediment transport module e Advanced cohesive sediment transpor
178. e river The relevant water quality components must be defined in the AD editor 7 0 3 Cohesive Sediment Transport module CST The cohesive sediment transport CST module also forms part of the AD module In contrast to the non cohesive sediment transport NST module the sediment transport cannot be described by local parameters only because the settling velocity of the fine sediments is very low The cohe sive module uses the AD module to describe the transport of the sus Advection Dispersion Editor 307 Advection Dispersion Editor 7 0 4 7 0 5 pended sediment Erosion deposition is modelled as a source sink term in the advection dispersion equation The erosion rate depends on the local hydraulic conditions whereas the deposition rate depends on the concen tration of the suspended sediment and on the hydraulic conditions The module can also be used when resuspension of sediment affects water quality This is because the resuspension of cohesive sediment often gives rise to oxygen depletion due to the high organic content and associated oxygen demand COD in the cohesive sediment Likewise resuspension of cohesive sediment can give rise to heavy metal pollution since heavy metals adhere to the sediment Advanced Cohesive Sediment Transport module A CST The Advanced cohesive sediment transport module provides an alterna tive more complex process description than the simple CST module This module is especially us
179. e 5 21 DRiFt 1 RR11 Catchiiints NAM UHM SMEP Urten FEH DRIFt Timeseries Surface flow Initial Conditions Rainfall DRIFT CAT m Rainfall Rate Spatial distribution Temporal distribution Constant precipitation rate Unitorrn 7 Time varying 7 55 C Data TS 0 TS tile Eta F Create new distributed precipitation maps Create precipitation maps Figure 5 21 DRiFt Rainfall page Spatial distribution Uniform Rainfall Runoff Editor 243 LA Rainfall Runoff Editor Precipitation Rate Spatial distribution Spatial distribution of precipitation can be made either Uniform or Dis tributed Select the required option from the Spatial Distribution combo box Temporal distribution Temporal distribution of precipitation can be made either Constant con stant value in space and time or Time Varying Based on the selected combination of spatial and temporal distribution of rainfall different precipitation data definitions are required see Table 5 2 Table 5 2 Specification of precipitation data Requirement as function of Spa tial and Temporal distribution selections Spatial Temporal Required precipitation Distribution Distribution data definition mm hour Uniform Constant Constant value for precipitation rate Uniform Time Varying Time series file dfs0 of precipitation as rainfall intensity Distributed Time Varying Time varying grid
180. e along bank River Network Editor 47 River Network Editor Vegetation zone gt L Left levee bank Guide line Dead water line Right levee bank Figure 2 16 Definition of dead water zone behind vegetation zone The x and y coordinates for the points along the alignment lines can be edited in three ways 1 Using the tools available in alignment lines tool bar in the graphical view see 2 7 2 Tool Bar for Alignment Lines p 136 2 Editing the numbers in the tabular view 3 Using the File menu to import the coordinates from a text file Figure 2 17 shows a river network including alignment lines as visualized in the graphical view of the network editor Once the alignment data are added the information is ready to be trans ferred to the cross section editor 48 MIKE 11 Tabular view Network Figure 2 17 Example of a river network with alignment Junctions 2 2 4 The junctions feature is part of the quasi two dimensional steady state with vegetation module o ULL chat River chn2 Rivers Chn3 Topow VERT eo Rver2 o Rvera o unctont I Figure 2 18 The Junctions dialog 49 River Network Editor River Network Editor 2 3 Details Name Name2 and Name3 The river name of the three rivers meeting at the junction Chainage Chainage2 and Chainage3 The chainage of the three rivers meeting at the junction Width of Channell Chan
181. e also that the applied Q sign in the Discharge or Q dH curve fields controls the pump direction with or against chainage 2 3 4Bridges Eight types of bridges may be implemented 1 FHWA WSPRO bridge method USBPR bridge method Fully submerged bridge Arch Bridge Biery and Delleur Arch Bridge Hydraulic Research HR Bridge piers D Aubuisson s formula Bridge piers Nagler o u A oa A W N Bridge piers Yarnell River Network Editor 61 River Network Editor It is possible to combine the free surface bridge flow with submerged and overflow solutions except for Fully submerged bridge and Bridge piers D Aubuisson s formula Also note that the use of the two bridge types Fully submerged bridge and Bridge piers D Aubuisson s formula requires the installation of a sepa rate module Overflow is only available in combination with submerged flow When the bridge structure bottom level is exceeded the bridge type solution will be ignored and replaced with a submerged solution When the bridge structure top level is exceeded the submerged solution is combined with overflow For trouble shooting consult the reference manual Trouble shooting for bridge structures Submergence methods 1 FHWA WSPRO 2 MIKE11 Culvert Overflow methods 1 FHWA WSPRO 2 MIKEI11 weir Name The river name Chainage The location on the river not in a point where a cross section
182. e basin prepared and saved in a two dimensional grid file dfs2 The DEM file to be applied for a particular catchment must be selected by pressing the Browse button The Edit button opens an already selected DEM dfs2 file for viewing and editing in the MIKEZero grid edi tor Threshold value AS ASK is the threshold value for a slope area filtering procedure applied when generating the channel drainage network in the basin from the DEM Typical range of ASK is 100 1 000 000 m2 default value for e g a 225m x 225m DEM resolution 100 000 m2 240 MIKE 11 DRiFt Ss Draining Network file The draining network file is a grid file containing the topography informa tion in general from the DEM and additionally the information on the channel or draining network inside the basin The Draining network file is the grid file which is actually used in the calculation of surface runoff Therefore it is required to specify a draining network file for each DRiFt catchment prior to a simulation The Draining Network can be created automatically by activating the Create button after a DEM file and a AS value has been defined Alter natively a pre defined network file can be loaded by use of the but ton Catchment outlet node The catchment outlet node is defined as the pixel gridpoint in the drain ing network where outlet from the basin occurs The outlet node is speci fied by the X and Y
183. e files this includes the graphical setting for points lines and text 2 1 5 Settings Network The network settings dialog contains the following property pages e Graphics e Mouse e Network data e Select and edit Graphics Network Settings 34 Graphical Objects Network fos cl Cross Section Wid E Cross Section Corr Points Alignment Points Alignment Lines Vegetation Zones Fe Display v Dead Water Zone y Branches m Y Branch Connectior Labels Connection Labels Weirs Culverts Regulating Structu Control Structures Ei Display Figure 2 6 The Graphics property page This property page controls the layout of the graphics River Network Editor 35 River Network Editor On the left hand side the dialog shows the items organized in a tree struc ture Each graphical item has branches for points lines labels etc By selecting a branch it s settings can be changed in the right hand side of the dialog It is also possible to control if items are displayed or not by using the right mouse button on a branch This can be done on different levels in the tree Mouse f Network Settings Figure 2 7 The Mouse property page This property page sets the properties for the mouse This minimum dis tance for which a new point is generated when digitizing is set by using the Digitize Distance field The radius in pixels for which the mouse detects points can be set
184. e hydrological properties of each of the sub areas can be adjusted by modifying the appropriate hydrological parameters see Figure 5 18 show ing default values The sum of the specified areas in must be equal to 100 MODELA Impervious Surface Pervious Surface Roof Area Flat Area Small Infil Medium Infil Large Infil Wetting foos lbe ps bs Storage ps Eo EO l eo Start Infiltration Be pe z2 End Infiltration fe fee foe Esper fo Joos Inverse Horton s equation fs fo feos Manning number feo fro fao fao fiz OK Cancel Figure 5 18 Model B Hydrological Parameters for individual sub catchments Wetting loss One off loss accounts for wetting of the catchment surface Storage loss One off loss defines the precipitation depth required for filling the depressions on the catchment surface prior to occurrence of runoff Start infiltration Defines the maximum rate of infiltration Horton for the specific surface type End infiltration Defines the minimum rate of infiltration Horton for the specific surface type Rainfall Runoff Editor 229 LEA Rainfall Runoff Editor Horton s Exponent Time factor characteristic soil parameter Determines the dynamics of the infiltration capacity rate reduction over time during rainfall The actual infiltration capacity is made dependent of time since the rainfall start only Inverse Horton s Equation Time factor used in the inverse Horton s equation def
185. e is greater than or equal to 0 53 if a winter profile is used In the computation of PR PRrural is computed from Vol 4 Eqs 2 13 2 15 and Eq 4 12 using the SPR just computed the CWI adjusted for snowmelt and the integral over time of the design hyetograph also adjusted for snowmelt Rainfall Runoff Editor 237 LA Rainfall Runoff Editor 5 6 5 Generation of an Observed Flood Event In this case observed rainfall is used as input from which the resulting hydrograph can be computed Computation of the CWI is also based on the rainfall observations See Vol 4 Chapter 5 Catchment Rainfall MAR Catchment rainfall is provided by the user as a dfs0 file Please note that mean area rainfall computation is done on the time series page in the Rain fall Riunoff editor Following the specification of a catchment rainfall file the period start and end covered by the time series will be shown Using this information the user is required to set the design storm period which defines the storm duration and the rainfall depth Storm Depth and Duration The storm duration and depth is computed automatically from analysis of the input rainfall Note the rainfall must start at least 5 days before the storm start time in order to compute antecedent wetness Storm Profile An option should be available to allow the user to use the measured rain fall time series distribution to generate the hydrograph or else one of the tw
186. e maximum heat radiation of the river is specified The unit is kJ m hour 354 MIKE 11 Oxygen processes Ss 3 In the third field a global value of the displacement of the maximum temperature of the stream from 12 noon is specified If the river tem perature reaches its maximum after 12 noon the displacement of time will be positive Conversely the displacement of time will be negative if the maximum temperature is reached before 12 noon The displace ment of time is stated in hours 4 In the last field a global value of the emitted heat radiation from the river is entered using the unit of kJ m day The global values will be used by the WQ module throughout the river system Global values can be substituted for specific locations Note Temperature is not modelled when the Mike 12 thermocline halo cline hydrodynamic model is used as basis The global values will be used by the WQ module throughout the river system Local values can be given for specific locations 9 18 Oxygen processes This property page offers possibility to add and edit oxygen processes related data The factors affecting the oxygen concentration are photosynthetic produc tion and respiration reaeration exchange with the atmosphere BOD decay and nitrification The two latter processes are specified on separate menus The oxygen menus include the photosynthetic processes and the reaeration There are six parameters for oxygen processes 1
187. e point on the branch which is closest This 138 MIKE 11 Tool bars LAA defines the guide lines and once the angle between the guide line and the dead water line is specified by the user the dead water lines are created River Network Editor 139 LEA River Network Editor 140 MIKE 11 CROSS SECTION EDITOR 141 142 MIKE 11 Raw data View Ss 3 CROSS SECTION EDITOR The Cross Section Editor manages stores and displays all model cross sec tion information There are two types of cross section data the raw survey data and the derived processed data The raw data describes the shape of the cross sec tion and typically comes from a section survey of the river The processed data is derived from the raw data and contains all information used by the computer model e g level cross section area flow width hydrau lic resistance radius The processed data can be calculated by the cross section editor or entered manually Each cross section is uniquely identified by the following three keys e River Name The name given to the river branch String of any length e Topo ID Topographical identification name String of any length e Chainage River chainage of cross section positive direction down stream Refer to one of the following sections for more Information 3 1 Raw data View p 143 3 2 Processed data view p 155 3 3 Importing cross sections using File Import p 158
188. e specified When the bed elevation file has been specified the ground surface elevations of the actual flood grid points are substituted with values from the specified T2 file The option is useful when the surface elevation data of the flood areas is more detailed than the regional terrain model Bed Elevation File not specified The regional MIKE SHE surface topography is also used in flood areas As described above the specified T2 file will often be a retrieved and modified surface topography from a previous set up with use cross section option Bed Leakage Specification needed when the automatic or manual flood area option is chosen As described in the technical documentation the infiltration seepage of MIKE SHE flood grids is calculated as ordinary overland exchange with the saturated or unsaturated zone either using full contact or reduced con tact with a specified leakage coefficient 128 MIKE 11 Tabular view Runoff groundwater links a os The bed leakage option tells whether the overland groundwater exchange option and leakage coefficient specified in MIKE SHE s user interface should also be used in the actual flood area or substituted by the corre sponding river aquifer Exchange Type and Leakage Coefficient specified for the actual coupling reach e Use grid data The overland groundwater exchange option and leakage coefficient specified in MIKE SHE s user interface is used Both can be single
189. e specified data with extension RR11 Once the catchments have been defined and the rainfall runoff and the model parameters specified in the rainfall runoff editor the Simulation is started from the MIKE 11 Run or simulation Editor It should be noticed that e Time step It is recommended to use a time step not larger than the time step in the rainfall series and not larger than the time constant for rout ing of overland flow See example on Figure 5 2 e Simulated catchment results can be linked with the River Network Catchment runoff discharges and be inputted as lateral inflows and summed to Normal and Routing river branch types see sections 2 5 2 and 2 4 in the River Network Editor guide MIKE 11 generates a variety of output types from a Rainfall Runoff simu lation ready to be used for model calibration and result presentation These are described in Section 5 11 Rainfall Runoff Editor 201 Rainfall Runoff Editor sis z fiz skawa sim11 ixi C MikeZero Skawa Skawa RA11 Pi it PEs al Pe ed ea al Ea zl eae E eae Edit J edit Figure 5 1 Input page to the rainfall runoff simulation in the Simulation Editor KA skawa sim11 fe Uh fous Parameter Fie z mig Figure 5 2 Simulation page to the rainfall runoff simulation in the Simulation Editor In this example aTimestep 12 hours Editing using the clipboard Overviews in the Editor shown in the
190. e to peak of the instantaneous unit hydrograph Tp 0 for a PMF computation is assume to be 0 67 times the standard value This affects both the peak Up and time base TB See Vol 4 Chap 4 2 1 Rainfall Generation The Probable Maximum Precipitation PMP hyetograph is constructed directly not via storm depth and standard profiles as in the T year case The user is required to construct the design hyetograph manually and store the profile in a dfso file Catchment Wetness Index CWI This is now a function of the estimated maximum antecedent rainfall which in turn is a function of the storm hyetograph The user should make the computation given in Vol 4 Chap 4 3 3 and enter the value directly in the menu Contribution of Snowmelt Snowmelt may contribute to both the storm depth and antecedent rainfall and therefore the CWI The user should define a snow melt rate mm h from which both these effects can be computed See Vol 4 Chap 4 3 4 and example 4 1f Output from this part is an adjusted CWI denoted CWT as well as a modified storm profile in dfsO format as for step 10 above Standard percentage runoff SPR and Percentage runoff PR If using a winter PMP the SPR is set to a minimum of 53 to account for frozen ground See Vol 4 Chap 4 2 2 In addition a revised formulation for PR is made Vol 4 Eq 4 12 Initially the SPR is computed as for step 12 above and subsequently checked to ensure that the valu
191. e use of large time steps which is important when running the model in parallel with the hydrological model MIKE SHE At Kinematic Routing branches it is possible to run the model without information on cross sections In turn this indicates that Kinematic Rout ing branches can not be used to model a looped part of a river network Employment of Kinematic Routing branches requires that all branches River Network Editor 121 River Network Editor Details located upstream of a Kinematic Routing branch are defined in the same way Definitions Branch Name Topo ID Upstr Ch Downstr Ch Flow Direction Maximumdx Branch Type river fi 980 Positive gt fi 0000 Kinematic Routing Sad Figure 2 67 Definition of Kinematic Routing branches m Location r User Defined QH Relation River Name Chainage ID f am a m Attributes Compute elevation by Compute discharge by OH telation x Muskingum routing method 7 m Muskingum Routing Parameters K x fo 5 fo m Overview bischarse ievation River Name Cheinage 0 compute el compute a K i 0 river kin rout QH relatio __ Muskingu 0 5 0 Figure 2 68 Definition of Kinematic Routing elements The dialog used to define a Kinematic Routing branch is shown in Figure 2 67 while the dialog used to define Kinematic Routing elements is shown in Figure 2 68 Location River name Name of the riv
192. ected only those grid points highlighted with a check mark in the right hand side tree view will be saved The three levels in the tree view are model setup model branch and model grid points These are described below Table 2 3 Level in tree Content of the list view left hand part view right hand part Setup Branches Total number of branches h Total number of h points Q Total number of Q points he Total number of selected h points Q Total number of selected Q points Filename nwk Branch Name of the branch 11 Name US Chn Chainage of the upstream end of the branch DS Chn Chainage of the downstream end of the branch Length Length m of the branch h Number of h points in the branch Q Number of Q points in the branch h Number of selected h points in the branch Q Number of selected Q points in the branch 132 MIKE 11 Tool bars Ss Table 2 3 Level in tree view right hand part Content of the list view left hand part Branches Chainage Type Data Chainage of the grid point A check mark before the chainage indicates that the grid point is selected hor Q Several types of information are possi ble The symbol in an h point row indi cates that no cross section is present at this location i e the h point is generated by interpolation between neighboring cross sections to fulfil the maximum delta x criteria The
193. ection and a Scaling Time series section Both of these will be greyed out if None is chosen as scaling type If Type of Scaling is chosen as Scale with time series a dfs0 file contain ing the relevant time series can be allocated by pressing the button to the right of the Time Series File At the same time the relevant item in the dfs0 file can be selected If Type of Scaling is chosen as Scale with internal variable some of the following fields must be filled by the user Variable Type The type of internal variables that can be used are h Water level in a point dh Difference between water levels in two points Q Discharge in a point dQ Difference between discharges in two points 92 MIKE 11 Tabular view Structures LAA abs Q Absolute value of the discharge in a point Q Structure The discharge through a structure Sum_Q The sum of flows in points and structures V Velocity in a point Gate level The level of a gate Concentration A concentration of any compound Branch Scale Point 1 This field contains the name of the branch with the scaling point Chainage Scale Point 1 This field contains the chainage of the scaling point Name Scale Point 1 This field is used only when Variable Type equals Gate Level or Q Structure The field holds the structure ID of the relevant structure Comp No Scale Point 1 This field is used only when
194. ed If the old boundary file contains any AD boundaries it is also necessary to specify the associated AD11 file AD Boundary Editor 169 oa Boundary Editor parameter file since the information regarding the type of AD boundary previously stored in this AD11 file must be transferred to the new bound ary file 4 2 Overview of the Boundary File Figure 4 1 shows the initial layout of the boundary file when opened for the first time in an application It consists of three split windows The top split window is used to specify the overall boundary conditions Each boundary condition appears as a row in a Boundary Table in this window The table lists all boundaries included in a model set up There is no limit to the number of rows boundaries that can be included in the table The contents of the second and third split windows depend on the specifi cations of the active row row number highlighted in the Boundary Table Additional information needed in order to specify the boundary conditions are entered in the second and third split windows EM bnd4 1 bnd11 goiz a Boundary Description Boundary Type Vlinclude HD calculation Include 4D boundaries OMike 12 seas pe E Figure 4 1 Layout of the boundary file when opened for the first time in an application Note that the third split window is empty 4 2 1 The Boundary Table Upper Split Window The Boundary Table shown in the first split window gives an
195. ed as boundary conditions in the calibration and validation phase of forecast modelling When MIKE 11 FF runs in historical mode the hindcast period is defined via the Simulation Menu in the sim11 editor The Hindcast Period is defined from Simulation Start to Simulation end i e Simulation end is interpreted as ToF In the example shown below in Figure 11 3 the hindcast period starts on the 4 January 1999 at 12 00 and last up to 7 January 1999 at 12 00 ite Ss FF sim11 Modified Models Input Simulation Resuts Start Simulation Period Simulation Start Simulation End Period osm 99 12 00 00 jo7 o 99 12 00 00 Apply Default Figure 11 3 Definition of Hindcast period in historical mode The forecast period is defined in the Forecast Menu 392 MIKE 11 Forecast sex 11 2 Forecast The main forecast parameters are specified in the Forecast Menu Figure 11 4 _ Catchment Upper _ Lower AT BUANBIDI 50 000 99 000 2 cit 25 000 99 000 Stati Peat Eng pear fi Sencung H Water Level Sarawak 95 1402300 250 2 Sancung a Discharse Sarawak 95 1454 00 400 000 Figure 11 4 Basic Forecast Definitions 11 2 1 Forecast length The Forecast length is equal to the Forecast Period Figure 11 4 The length of the Forecast Period can be specified in hours or in days 11 2 2 Include updating Tick on the appropriate check box to include the updating routine Update points and p
196. ed by pressing the Details but ton The loss factor table is only of interest if orifice flow is set to ON in the MIKE11 ini file Orifice flow is in general not recom mended Overflow FHWA WSPRO The method describes weir flow bridge and is used in combination with submerged flow Overflow is available if the Overflow check box is marked see Options and FHWA WSPRO is selected in the Overflow box r Overflow I Discharge coefficient use default DE zi Bridge level top Length Surface el ne FHWA WSPRO 6 5 Paved Details Figure 2 44 Overflow FHWA WSPRO property page Bridge level top Vertical level of the road Length Width of top of embankment in the direction of flow MIKE 11 Tabular view Structures LAA Discharge Use default When use default a default loss factor table will be generated Surface When Use default marked choose a surface type for gen erating default loss factor tables Details Loss factor tables are viewed by pressing the Details but ton Loss factor tables for road overflow Road overflow 1 Discharge coefficient C is a function of the ratio between maximum elevation along the top of the embankment h and waterway length Lg for h Lp gt 0 15 Road overflow 2 Discharge coefficient C is a function of total head available to produce weir flow H for h Lp 0 15 Road overflow 3 Submergence factor k is a function of the ratio betwe
197. ed i iol x a Branch Nam Chainage Boundary ID File Value TS Info Figure 4 32 Dialog for copying a HD point source If the point source being copied also includes AD boundaries the dialog will also offer a possibility to change these boundaries see figure 4 33 in which a point source for three AD components are being copied The col umns for the components work in the same way as the columns used to copy the discharge MM bnd4 22 bnd11 3 Modified E Ioj x E Component 1 Component 2 3 4 Figure 4 33 Dialog for copying a AD Point source Scale factor In certain situations it can be useful to scale one or more of the boundaries without changing the time series This may be the case if a discharge hydrograph representing catchment runoff needs to be applied to a number Boundary Editor 195 Boundary Editor of smaller sub catchments Alternatively boundaries may be scaled up or down as part of a sensitivity analysis The Scale Factor field is hidden by default but can be made visible by right clicking the mouse in the File Value edit field and then selecting Scale factor from the pop up menu The specified Scale Factor will be multiplied with the boundary conditions value constant or time series Figure 4 29 shows an AD point source with three components in which the second component is reduced by 20 percent BP bnd4 29 bnd11 ek o x say ee Bouny Tyee Point S
198. ed in river reaches where loss of water by evapo ration affects the water balance HD model Evaporation can also be specified globally e Rainfall is specified in river reaches where the inflow of rainfall affects the water balance and where any rain borne components affect the AD modelling Rainfall can also be specified globally e Heat Balance is specified when the advanced heat balance module is activated Three different boundaries must be specified The tempera ture the relative humidity and the solar radiation Heat Balance can also be specified globally e Resistance factor is specified when a time varying resistance factor applies along a river reach Resistance Factor can also be specified globally e Wind Field is specified when wind induced stress on the surface needs to be accounted for Two boundaries must be specified The wind velocity and the wind direction The direction of the wind is in degrees in clock wise direction from north see figure 4 4 Inclusion of wind shear stress in the computation is specified in the Hydrodynamic Parameter file HD11 The user can reduce the effect of the wind shear stress by applying a topographical wind factor in certain reaches in the HD11 file Wind Field can also be specified globally NORTH WIND Figure 4 4 Definition of wind direction MIKE 11 Overview of the Boundary File oa The Global Boundary The Global boundary condition is applied when a certain boundary
199. ed levels or discharges from the forecast stations see Section 11 2 5 and Figure 11 15 below Flood Forecasting Editor 401 Flood Forecasting Editor RR 2 dfs0 HD 1 dfs0 Forecast 7JUL 1999 12 00 Boundary Estimates RR 1 dfs0 Forecast 8 JUL 1999 00 00 Boundary Estimates RR 1 dfs0 RR 2 dfs0 HD 1 dfs0 Figure 11 15 Estimated boundary directory structure 11 4 Update specifications The purpose of updating is to evaluate and eliminate deviations between observed and simulated discharges water levels in the Hindcast Period to improve the accuracy of the model results in the Forecast Period Phase and amplitude errors are identified by the updating routine and corrections in the hindcast and the forecast period are subsequently applied Figure 11 16 shows the Update Specification menu 402 MIKE 11 Update specifications LAA FA Ss FF FF11 olx Forecast Boundary Estimates Update Specifications Rating Curves m Comparison River name Data type Chainage Station kii 37 264650 water level File name Item Measured time series K BENGOH H dfs0 WATER LEVEL K BEN aA Method iterations x Nollterations 1 Frequency Je r Correction River name First chainage Last chainage Branch kii 37 264650 264650 Parameters Max phase error Alpha Jo 001 Analysis period Peak foo Time constant in analysis period Adjust factor fi Time constant in fore
200. ef W L Incr Curves W L Incr Sand Bars Quasi Steady Add Output Flood Plain Resist User Def Marks Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values gt Wave Approximation r Global Value Wave Approximation Fully Dynamic 7 r Local Values river name upstr cnd prst Char _Appron i l i Fully Dynamic Figure 6 10 The Wave Approximation property page There are four possible flow description available in MIKE 11 The flow descriptions can be selected globally for the system and or locally for indi vidual branches Locally specified flow descriptions must be specified for the whole branch In general it is recommended to use the fully dynamic or the high order fully dynamic flow descriptions Only in cases where it can be clearly shown that the diffusive wave or the kinematic wave are adequate should they be used The latter two flow descriptions are simplifications of the full dynamic equations These are provided to improve the computa tional efficiency of models in specific circumstances They should only be used when the simplifications assumptions upon which they are based are valid see below 6 9 1 Fully Dynamic and High Order Fully Dynamic The fully dynamic and high order fully dynamic flow description should be used where the inertia of the water body over time and space is importa
201. ef Marks Initial Wind Bed Resist Bed Resist Toolbox WaveApprox Encroachment Mix Coef W L Incr Curves W L Incr SandBars Iteration r Encroachment posiitons r Reduction parameters Max no of iterations feo Left offset fo Reduction type Equal k Location Right offset fo Left reduction fp River name River 1 i ji 0 l Left poston a Right reduction Chainage 100 Right position a Total reduction a m Encroachment method m Target values Method Fixed position z Width p Water level change p Sides Both sides x Energy level change fi m Encroachment simulation overview aco posit Boths Fixed posit Both s Fixed posit Both s Figure 6 13 The encroachment property page 6 12 1 Iteration K 6 12 2 Location 6 12 3 Encroachment method Method A total of five different methods are available Max no of iterations The maximum number of iterations allowed when obtaining encroach ment positions The default setting is 20 If a non valid number lt 2 is entered the code will use the value to 2 Note that this parameter is global for all encroachment simulations and stations The location of the encroachment station is entered here through a river name and a chainage If a location is entered for which no corresponding cross section exists a warning is issued at run time and the station w
202. eful in situations where a mass balance of cohesive sediment is required in order to simulate the accumulation of sediment Then knowing the exact location of sediment pools it is possible to esti mate the siltation in navigation channels waterways harbours etc The advanced cohesive sediment transport module is part of the advec tion dispersion AD module As for the standard formulation the sedi ment transport is described in the AD model through the transport of suspended solids Erosion and deposition of cohesive sediment is repre sented in the AD model as a source sink term Whereas the erosion rate depends only on local hydraulic conditions bed shear stress the deposi tion rate also depends on the suspended sediment concentration The Advection Dispersion Equation The one dimensional vertically and laterally integrated equation for the conservation of mass of a substance in a solution i e the one dimensional advection dispersion equation reads AC QC f aC _ e 45 AKC Cyq 7 1 where C concentration D dispersion coefficient A cross sectional area 308 MIKE 11 K linear decay coefficient C source sink concentration q lateral inflow x space coordinate t time coordinate The equation reflects two transport mechanisms e Advective or convective transport with the mean flow e Dispersive transport due to concentrations gradients The main assumptions underlyin
203. el The upstream water level h U S must be tabulated in the first column and the discharge must be tabulated in the first row in the table Then the corresponding downstream water levels must be tabulated The discharge must increase in right direction and the upstream water level must increase in the downward direction The down stream water level must decrease in the right direction and increase in the downward direction Number of Columns Set number of columns in the table The number of columns must be 4 or higher A large number of columns will increase the accuracy and the stability of the results Number of Rows Set number of rows in the table The number of rows must be 4 or higher A large number of rows will increase the accuracy and the stability of the results Water level datum The water level datum is added to the up and downstream water level in the table MIKE 11 Tabular view Structures LAA Discharge factor The discharge factor is multiplied to the discharge in the table 2 3 11 Energy Loss E _Chainage _ID__ Atignme Atignme Roughn Positive Negative Positive Negative Figure 2 60 Energy Loss property page dialog The Energy Loss property page is used to define energy losses associated with local flow obstructions such as sudden flow contractions or expan sions and gradual or abrupt changes in the river alignment Moreover a user defined energy loss coefficient can be defined At each
204. en minimum elevation along the top of the embankment h and total head available to produce weir flow H 2 3 5 Regulating _ Value in J2 Factor _ e ss sl Chainage type ID __ J1Branch 11 Chainage 41 Type P Function of handior points Figure 2 45 Regulating structure property page River Network Editor 81 River Network Editor This structure type is applied where discharge through a dam is to be regu lated as a function of the water level and the inflow into the reservoir The Regulating property page is used for defining a regulating structure such as a pump The property page consists of a number of dialog boxes see Figure 2 45 whose functionality is described below Location and Type River Name Name of the river branch in which the weir is located Chainage Chainage at which the weir is located Type Function of Time The discharge through the structure is specified as a function of time The actual discharge time series must be spec ified in the Boundary Editor p 169 Function of h and or Q The discharge through the structure is defined as a function of h or Q at two locations J1 and J2 in the river model Q f J2 J1 ID String identification of the structure It is used to identify the struc ture if there are multiple structures at the same location It is recom mended always to give the structure an ID Location and Type of Control Point This section
205. ent bed vegetation Bottom width of the cross section is approx 2 m bank slopes approx 30 degrees and measurements have been performed for both situations for depths between approx 6 and 50 cm Results showed that Manning s M in the winter situation varies from 15 m 3 s at small water depths up to 30 m s for large water depths Fig A 1 4 shows the calculated Manning numbers as a function of water depth For comparison expressions of the form A 1 2 have been fitted to the data 418 MIKE 11 Experiments in ArnA LAA Manning s M for Kimmerslev M lleb k 7 E 2 0 20 025 0 30 Water dybde D m Summer m WE12 45D0 0 25 M 43 98D 0 35 Fig A 1 4 Manning s M for Kimmerslev M lleb k in summer and winter period Results calculated with the formulas of the form M aDP are also included A 1 4 Experiments in ArnA H ybye et al 2 describes a gauging programme with the purpose of determining the variation of Manning s M in the period from May 1990 till October 1991 In the beginning of the period Manning s M is approx 10 m s increasing to approx 15 m 3 s in August 1990 as a result of weed cutting Thereafter Manning s M increases during winter to a value of approx 25 m 3 s From april it is found that Manning s M starts to drop and ends at approx 10 m 3 s in late summer These results an annual variation in Manning s M between approx 10 m 3 s a
206. er in which the Kinematic Routing point is located Chainage Chainage at which the Kinematic Routing point is located ID String identification of the Kinematic Routing point The specified ID has no influence on the simulation 122 MIKE 11 Tabular view Runoff groundwater links a os Discharge Computation Muskingum method A routing method that requires the following input parameters K Time scale describing the travel time of the water through the Kinematic Routing element in question x A weighting factor greater than zero and smaller than 0 5 Muskingum Cunge method A routing method that does not require any input parameters At each time level of the computation the method computes the spatial variation of K and x cf above the inten tion being to approximate the diffusion of a natural flood wave No transformation Employment of this option indicates that the flood wave is not transformed in passing the Kinematic Routing ele ment in question Water Level Computation User defined discharge elevation method Employment of a dis charge elevation relation indicates that the water level is looked up in the specified table using as input to the interpolation scheme the com puted discharge If this method is adopted cross sections need not be specified in the cross section editor Resistance method Employment of his option indicates that the Man ning resistance method is used to compute t
207. er of levels used for determining the processed data is set here Action to be done A number of options to be applied to all the cross sections in the set up are available Cross Section Editor 153 Cross Section Editor 3 1 4 K Update zone classification e Update correction angle e Update markers e Recompute all Please note that applying any of the above will overwrite any user edited settings data There is no undo feature so make sure to save the cross sec tion data before activating the OK button Graphical Settings Graphics settings The graphics settings consists of a tree structure view of all possible set tings for the graphical elements of the cross section editor The desired elements are ticked and the properties are set using the right hand side of the dialog box Drawing Settings A number of settings are available Draw GIS marks Marks the locations on a cross section where data has been extracted from GIS images Draw history Creates a watermark as a history of previous cross sections drawn on the graphical view The current cross section is drawn in black This feature allows comparison of multiple cross sections on a single scale Automatic rescale Automatic re scaling of the graphical view when raw data is being displayed This prevents plotting of cross sections outside of the display area Allow global selection Allows previous cross sections displayed as w
208. erature coefficient for the oxygen demand at the river bed is specified The global values will be used by the WQ module throughout the river system Local values can be given for specific locations Bed sediment levels 2 and 4 This property page offers possibility to add and edit bed sediment related data in connection with modelling bed sediment exchange There are five coefficients for Bed Sediment on this model level In the first field the background sediment oxygen demand at 20 C is spec ified The unit is g O m2 day The sediment oxygen demand is the basic demand of oxygen originating from the river bed due to natural sources of organic matter that is not as a result of the pollution sources studied by the modelling In the second field the Arrhenius temperature coefficient for the oxygen demand at the river bed is specified In the third field the resuspension of sedimented organic matter is speci fied as g BOD m day In the fourth field the settling velocity is specified for suspended organic matter in m day In the fifth field the critical flow velocity where net resuspension deposi tion is zero is specified The critical flow velocity is given in m sec When the flow velocity is below this value sedimentation is assumed and the parameter specified in the previous field is used When the flow velocity 346 MIKE 11 Bed Sediment Model Levels 5 and 6 a os exceeds this value resuspension
209. es cover the whole forecast period but there is a discontinuity at ToF During the first 10 HD time steps the boundary data are interpolated between hind cast data at ToF and esti mated data Figure 11 14 T T T 01 07 01 08 01 08 1200 0000 1200 01 07 0000 T T 01 09 01 09 0000 1200 Simulation period Figure 11 10 Extrapolation from value at ToF Hindcast Forecast Flood Forecasting Editor 399 LA Flood Forecasting Editor Hindcast Forecast E ToF T T 01 07 01 08 01 08 01 09 01 09 12 00 00 00 12 00 00 00 12 00 Simulation period Figure 11 11 Estimated boundary conditions as specified Hindcast Forecast E ToF Extrapolated 01 07 01 08 01 08 01 09 12 00 00 00 12 00 00 00 Simulation period Figure 11 12 Extrapolation of Estimated boundary conditions 400 MIKE 11 Boundary estimates 01 07 01 08 01 08 01 09 01 09 12 00 00 00 12 00 00 00 12 00 Simulation period Hindcast Forecast E ToF Interpolated Figure 11 13 Interpolation of Estimated boundary condition 01 07 01 08 01 08 01 09 01 09 12 00 00 00 12 00 00 00 12 00 Simulation period Figure 11 14 Discontinuity at ToF 11 3 4 Storing of Estimated boundaries Hindeast Forecast E To Interpolated Estimated boundaries are stored for each forecast in a similar manner to the simulat
210. es of mean area rainfall used as input to the rainfall runoff calculation Select the Isohyetal Options to activate the Iso hyetal Option dialog see Figure 5 27 The dialog has the following pages 1 Preparation of periods 2 Grid Interpolation 3 Isoline Options 4 Calculated catchment rainfall based on interpolated isolines To see the Isolines on the Basin View Press the Isoline icon on the Basin View toolbar 254 MIKE 11 Basin View Isohyetal Options x Rainfall data Grid interpolation Isolines Catchments r Period of time to include io User specified period Start 2000705705 10 51 54 7 End 2000 05 05 10 51 54 he m Accumulation Settings M Allow Delete values Maximum value of Gap filling 10 r Statistics on calculated values Minimum F Maximum F Apply Now Figure 5 27 Isohyetal Options dialog Calculate Mean Precipitation After having prepared the Thiessen weights see Figure 5 23 Time series page in the Rainfall Runoff Editor this option is used to calculate the weighted time series used as catchment mean rainfall for a Rainfall runoff calculation Combination Definitions Options used to View different Thiessen Polygons on the Basin View Graphical Settings Graphical Settings can be modified from the Graphical Settings Dialog see Figure 5 28 The Graphics page is used to adjust display options for the following graphical
211. ess of the sediment layer along the cross section 7 1 1 Single layer cohesive component When the single layer model is used only one sediment layer is displayed The sediment layer initial conditions are defined by the following parame ters Potency factor Initial amount of BOD attached to the sediment kg BOD kg sediment Advection Dispersion Editor 311 LAA Advection Dispersion Editor 7 2 No on cohesive ST Figure 7 2 The Non Cohesive property page This page contains input parameters for Non Cohesive components A non cohesive component is defined using the data section at the bottom of the page Model constants Model Type A pop down menu provides a choice from two types of sediment transport formulations the Engelund Freds e and the van Rijn model Fac 1 Calibration factor for bed load transport The calculated bed load is multi plied by the calibration factor Fac 2 Calibration factor for suspended load transport The calculated suspended load is multiplied by the calibration factor Beta Dynamic friction factor used in the Engelund Freds e model 312 MIKE 11 Ice model LEA Typical range 0 50 0 65 Kin visc The kinematic viscosity of water Porosity The porosity of the sediment Rel dens The relative density of the sediment Thetac Shield s critical parameter Typical range 0 04 0 06 Data Component Here a Non cohesive component is selected grai
212. f Oh relations a Calculate Qh relations Figure 2 13 Link channel property page The link channel dialog see Figure 2 13 is used for specifying all param eters appropriate for the link channel e g geometry head los coefficients etc Geometry The longitudinal geometry is defined from the following parameters Bed Level US Upstream bed level of the link channel Bed Level DS Downstream bed level of the link channel Additional Storage Link channels do not contain cross sections and do not contribute to the storage capacity at nodal points where the link connects to a main branch The Additional Storage parameter can be River Network Editor 43 River Network Editor used to avoid zero storage at nodal points to which only link channels and no regular channels are connected The combo box defines if additional storage is to be added at the upstream downstream or both ends of the link channel The actual storage is specified in the additional flooded area column of the proc essed data on a cross section page Bed resistance The bed resistance along the length of a link channel can be described using Manning s M or Manning s n Head Loss Coefficients All four factors are dimension less and must be within the range 0 00 1 00 Cross Section Geometry A depth width table defines the cross section geometry of a link channel Both the depth and the width must be increasing Q h relations
213. fa Create precipitation maps m Overview ae or a ee Interpt Time varyi 55 C DataiTSRai Thiesse Figure 5 22 DRiFt Rainfall page Spatial distribution Distributed Interpolation type Interpolation options for generation of time varying distributed precipita tion maps are Thiessen and Inverse squared distance Select the desired interpolation type from the Interpolation type combo box Precipitation timestep multiplier The precipitation time step is the temporal resolution of the new distrib uted maps minutes In order to exploit the whole available information it is recommended to set the precipitation time step on the same value of raingauges measurements resolution 5 8 Time Series The Time series page serves two purposes Input of time series and calcu lation of weighted time series see Figure 5 23 246 MIKE 11 Time Series 3 Skawa RR11 1 Modified Catchments NAM UHM SMAP Timeseries SKAWA_UPP m Hydrological Timeseries for Selected Catchment r Mean Area Weighting Weighted average Distribution in time l Stationno Filename tem 2 Combination O 3 Combination O m Catchment MAW Overview Data type Rainfall x Type Weighted average Combination 1 z Figure 5 23 Time series Page Input of time series The input time series for the ra
214. fining the variation of the gate level can result in very rapid changes in gate level This is probably not realistic further it can create instabilities in the computation Use initial value If an initial value is requested this check box must be checked Initial Value If the Use initial value checkbox is checked the initial value must be written in this field 84 MIKE 11 Tabular view Structures LAA Head loss factors The factors determining the energy loss occurring for flow through hydraulic structures Radial Gate Parameters The look of the control structure property page when a radial gate is cho sen is shown in Figure 2 47 hooo pa fo po por oo Man o0 MainGate Redial Gate 1 O Figure 2 47 The control structure property page when a radial gate has been selected In Mike11 radial gates are automatically divided into an underflow part and an overflow part When specifying gate levels for a radial gate the user should specify the level for the underflow part i e the level of the bottom of the gate The gate level for the overflow part is then calculated based on geometric considerations River Network Editor 85 River Network Editor Tune Factor Discharge calibration factor This factor is used only on the part of the dis charge that flows below the gate It corresponds to t in eqs 1 59 and 1 61 in the reference manual Height Height above sill of the ove
215. formula as an exam ple TH Pea 7 5 where p fluid density kg m g acceleration of gravity m s M the Manning number m s h flow depth m V flow velocity m s Substituting the bed shear stress into the deposition equation results in the following equation j rll 5 V lt V 1 6 where Vq critical deposition velocity Single Cohesive Layer Model Erosion The resistance against erosion of cohesive sediments is determined by the submerged weight of the individual particles and by the interparticle elec tro chemical bonds which must be overcome by the shear forces before erosion occurs y T n ie pS lt S 7 FE TST 7 7 where S source term in the advection dispersion equation 330 MIKE 11 Cohesive ST ae bed shear stress N m Tce critical shear stress for erosion N m M erodibility of the bed g m s erosion coefficient h flow depth m n erosion exponent Using the Manning formula as described in the deposition section above the following expression for the erosion rate can be derived S i OT VV 7 8 where Vee critical erosion velocity Multi Layer Cohesive Model Deposition Deposition occurs when the bed shear stress is smaller than a critical shear stress for deposition In the advanced cohesive model the rate of deposi tion S4 is given by Bawi te t lt Tteg 7 9 where Sq rate of deposition kg m2 s T critical shear stress for
216. g renaming copying processing and plotting can be applied on either all cross sections in the file or on selected cross sections only Cross sections which are selected are marked in the tree view with chainage in bold Individual cross section can be selected in four ways 1 Double click on the chainage in the tree view 2 lt Ctrl gt click on the chainage in the tree view 3 Press space bar while the chainage in the tree view is in focus 4 Choose Select Unselect in the pop up menu The pop up menu at River name or Topo ID level in the tree view contains items for selecting or unselecting all cross sections in a River name or Topo ID 3 6 Plotting Multiple Cross Sections In addition to printing the actual content of the graphical view of the raw dialog using File gt Print a feature for multiple cross sections plots is available To use this feature make sure that 1 One or more cross section is selected 2 Click in the graphical view such that in comes in focus Now one of following items in the File menu relating to multiple cross section plotting becomes available Print Multiple Cross Sections If the output device is selected as the printer in the settings dialog this will open the print dialog If a metafile is selected as output cross sections plots will generated in metafiles and no dialog will appear Print Multiple Cross Sections Preview This will open a preview dialog allowing the user to inspect the res
217. g digitized the catchment boundaries this option is used to cre ate catchment polygons alternatively press the Create Polygon Catch ments icon 1 Each catchment will be created in the Rainfall Runoff Editor including an automatic calculation of the area Copy Metafile to clipboard The Basin View is copied to a the clipboard Save View to Metafile The Basin View is saved as a Metafile emf Afterwards this Metafile can be used as background image in the River Network Editor 256 MIKE 11 Basin View 5 10 4 Preparing Catchments Defining Catchment Boundaries Defining and editing boundaries is mainly undertaken using the add catch ment boundary button from the Basin View toolbar The first catch ment boundaries are defined as a set of points connected by straight lines forming a polygon To define the boundaries press the add catchment boundary button and start digitising the first catchment boundary To close the first catchment boundary polygon double click on the mouse Digitis ing of additional boundaries is initiated when selecting the add catchment boundary clicking on the mouse with the cursor placed close to an exist ing boundary point The first boundary line for the second catchment is therefore from the closest existing boundary points to the cursor points This boundary is closed when double clicking on the mouse close to an existing boundary point Deleting Catchment boundaries Existing catchment b
218. g embankments and ver tical abutments with wingwalls after Matthai Geometry Cross section table Slope If the slope check box is marked the only the upstream bridge cross section must be defined The downstream cross section is generated be copying the upstream cross section and adding the slope defined in the slope edit box Upstream bridge cross section correspond to section 2 and downstream bridge cross section corre spond to section 3 See Figure 2 27 Datum The water level datum is added to the Z values in the Cross section table X Horizontal values for the cross section Note that the x values are evaluated with the up and downstream cross section As a result it is important that the four cross sections See Figure 2 27 are placed correct in respect to the x values Z Vertical level of the cross section point 68 MIKE 11 Tabular view Structures Ss Resistance Additional resistance in the cross section point is resistance corresponding to the manning number Marker Define the abutments See Figure 2 33 Marker 1 Marker 3 Marker 2 Marker 4 Marker 5 Figure 2 33 Definition of the bridge cross section markers Geometry Multiple waterway opening Geometry and loss factors are defined for each opening when working with multiple waterway openings see Figure 2 26 The position of each opening and the corresponding stagnation points are defined from the stagnatio
219. g the Simulation Editor p 17 NOTE Cross sections are edited using the River Cross Section Editor p 143 which is accessible from the River Network Editor Some of the features available in the Network Editor have been developed in cooperation with CTI Engineering CO Ltd Japan Amongst these are Tabulated structures Honma s weir formula bridges D Aubuisson and submerged bridge Routing along channels Outflow from Dams retarding basins and the Steady flow with vegetation 2 1 Graphical View The graphical view is the default view and will be activated automatically when a river network file is opened or created Additional graphical views can be opened using the New Window item under the Window Menu Editing of the river network i e the points and branches is undertaken using the Graphical Editing Toolbar Editing tools are also found using the Pop Up Menu right mouse button these include insert edit and delete functions Typically the Pop Up Menu is used for editing of cross section geometry parameters hydraulic structures and data held in other MIKE 11 editors Note that to access information from another editor other than the Network Editor an editor file name must be specified using the Simu lation File Editor River Network Editor 29 Ss River Network Editor 2 1 1 Example of insertion of a Catchment link using the Pop Up menu is shown in Figure 2 1 Cali nwk11 ioi x File Impor
220. g the advection dispersion equation are e The considered substance is completely mixed over the cross section implying that a source sink term is considered to mix instantaneously over the cross section e The substance is conservative or subject to a first order reaction linear decay e Fick s diffusion law applies i e the dispersive transport is proportional to the concentration gradient To operate the AD module a number of dialogs are available all of which are described in the following Advection Dispersion Editor 309 Ss Advection Dispersion Editor 7 1 Sediment layers Components Dispersion Init Cond Decay Boundary Cohesive ST Sediment Layers NonCohesiveST lceModel Additional output Location m Initial conditions cohesive sediment m Location compere Loyer Tabi Neon Donat Pat ae Sova ver Hare I 0 00000 1029 560 0 000000 f es 1029 560 ooon v 0 00000 1029 560 0 000000 I 0 00000 1029 560 Chain 000000 10 000000 3 000000 5 000000 5 000000 0 000000 Figure 7 1 The Sediment Layers property page Initial conditions for the sediment layers are defined on the Sediment Lay ers page Selection pop down menus are available for the component types Single cohesive Multi cohesive or Non cohesive Component Three types can be selected Single Layer C
221. ghted time series once the calculation can be disconnected when removing the tick mark for weighted time series Mean Area Weighting Weighted Average combinations Where complete time series for all stations are available for the entire period of interest only one weight combination is required Where data is missing from one or more stations during the period of interest different weight combinations can be specified for different combinations of miss ing data It is not necessary to specify weight combinations for all possible combi nations of missing stations For each calculation the Mean Area Weight ing algorithm will identify estimate weights which best represent the actual combination of missing data In most cases only one set of weights need to be specified The Mean Area Weighting algorithm will automati cally redistribute weights from missing stations equally to the stations with data Alternatively the user may specify the weight to be used for specific com bination of missing data For each such catchment a suitable weight should be specified for the reporting stations and a weight of 1 0 given for the non reporting station s including missing data Distribution in time If data is available from stations reporting at different frequencies e g both daily and hourly stations the Distribution in time of the average catchment rainfall may be determined using a weighted average of the high frequency stations Yo
222. h Froude numbers combined with small grid spacing the enhanced formulation can be applied see sec tion 1 35 1 Suppression of convective acceleration term p 163 in the Reference Manual Node Compatibility This switch should be set to water level since the energy compatibility has not yet been implemented 6 11 User Def Marks The User Defined Markers page offers a possibility for the user to define special markers points in the river network by defining the location and the top level of the item Items defined as user defined markers can be pre sented on a longitudinal profile in the result presentation programme MIKEView Markers could be the location of an important hydraulic structure a gauging station or other significant items in the modelling area Note To define the first Marker in an empty page click the Mark title bar in the upper half of the page Thereafter press the lt TAB gt button and a new line will be present in the grid in the upper part of the page as well as 286 MIKE 11 User Def Marks Ss a new column is introduced in the location grid in the lower half of the page Write the name of the marker in the empty line in the upper grid and this name will automatically be transferred as the name of the column Markers can be defined as single points only and as markers defined along a river stretch The Interpolate column must be checked in case a linear interpolation is requeste
223. h models to esti mate the runoff from single storm events The models divide the storm rainfall in excess rainfall or runoff and water loss or infiltration The UHM parameters are described below see Figure 5 14 5 RRPar3 Modified Catchments NAM UHM SMAP Timeseries UHM CAT Adjustment and Baseflow Area adjustment factor Baseflow Hydrograph SCS dimensionless Loss Model Constant loss z Initial Loss M Ranalenaraement Constant Loss m Lag Time Curve number method x LagTime Calculate IE Hydraulic Length f 0 Slope E Curve Number Overview Figure 5 14 UHM Parameters Areal adjustment and Baseflow An areal adjustment factor different from 1 0 may be applied if the catchment rainfall intensity is assumed to differ from the input rainfall data series 220 MIKE 11 UHM Ss A constant baseflow may be added to the runoff These parameters are used for all types of UHM models Hydrograph The distribution of the runoff in time can be described using different methods SCS triangular hydrograph The standard hydrograph in which the time to peak is assumed to be half the duration of the excess rainfall plus the lag time ty SCS dimensionless hydrograph Derived from a large number of natural unit hydrographs from catchments of varying size and location The flow values are expressed in Q Qp where Qp is the peak discharge and t
224. h the structure is located ID String identification of the structure It is used to identify the structure if there are multiple structures at the same location It is recommended always to give the structure an ID River Network Editor 83 Ss River Network Editor Attributes Gate Type Overflow This gate type corresponds to a variable crested weir Underflow This gate type corresponds to a vertical sluice gate Discharge This gate type corresponds to a pump Radial gate This gate type corresponds to a Tainter gate In con trast to the other gate types a radial gate does not need any informa tion about head loss factors Instead a number of radial gate parameters must be entered see Radial Gate Parameters p 85 Number of gates The number of identical gates is entered here This variable is used when a series of identical gates are simulated Underflow CC This is the contraction coefficient used for underflow gates only Default value is 0 63 Gate width The width of the gate Not applicable for gates of the Discharge type Sill level The level of the sill just upstream of the gate Not applicable for gates of the Discharge type Max Speed This variable defines the maximum allowable change in gate level per time If a discharge gate is chosen the variable defines the maximum allowable change in discharge per time This variable is introduced because the control strategy de
225. he automatic option is chosen MIKE SHE s set up program will automatically generate the potentially flooded areas flood grid code map depending on the location of the individual rivers and on the width and location of the river cross sections The specified coupling reach floodcode is used as grid code and the flood mapping procedure described above is applied Thus it is important to use unique coupling reach floodcode values to ensure correct mapping to the corresponding grid points e Manual Flood Area Option The manual option allows the user to delineate the potentially flooded areas using a T2 grid code file the floodcode file specified in MIKE SHE s user interface If the river system considered is a very complex system with looped networks meandering generating a complicated geometry it will typically give the best result to create a floodcode file manually by digitising the floodplain lake delineation and use this option 126 MIKE 11 Tabular view Runoff groundwater links a os K The flood mapping procedure above is applied The potentially flooded area of each coupling reach must be defined with a unique integer grid code value in the floodcode file and the same integer value specified as coupling reach floodcode Flood Code Specification needed when the automatic or manual flood area option is chosen As described above the coupling reach floodcode is used for mapping MIKE SHE grids to MIKE 11 h
226. he hot start file Any information in the hotstart file after the simulation start date will be lost This part of the file will be replaced by the new simula tion results Hotstart Date and Time The date and time at which the initial conditions are loaded from the hot start file If the Add to File has been selected the hotstart date and time will be taken as the simulation start 24 MIKE 11 Results Sex 1 4 Results it Untitled1 Modified Joj xj Mols Input Simulation Results start Results Filename Storing Frequency Unit Time step Figure 1 6 The Results tab For each of the modules selected on the Models Property Page the user should specify a filename for saving of the simulation results The filename can not be edited if the flag Add to File has been selected on the Simulation Property Page In this case the selected hotstart file will become the result file as well Storing Freq To limit the size of the result files the user can specify a save step interval The storing frequency may be specified either as the number of time step intervals between each saving of the results or as specific time the latter however demands that the the specified storring time frequency is a mul tiplum of the time step Simulation Editor 25 oa Simulation Editor 1 5 Start Hix Models Input Simuator Resuts Start m Validation status Run Parameters HD
227. he time in T Tp where Tp is the time from the start of the hydrograph rise to the peak User defined hydrographs Should be specified in their dimensionless form i e Q Qp as a function of T Tp as for the SCS dimensionless hydrograph above Six other methods for describing the hydrograph are available These are Storage Function Quasi Linear Storage Function Nakayasu Rational method Kinematic Wave rectangular basin Kinematic Wave Non uniform slope length For each of these a number of parameters are to be given These parame ters are described in more details in the reference manual Loss model Constant loss The infiltration is described as an initial loss at the beginning of the storm followed by a constant infiltration Proportional loss A runoff coefficient is specified as the ratio of runoff to the rainfall Rainfall Runoff Editor 221 Rainfall Runoff Editor 5 4 Lag time SMAP The SCS method The SCS Loss model uses a Curve number that characterises the catch ment in terms of soil type and land use characteristics The model further operates with three different levels of the antecedent moisture conditions AMC where the initial AMC is specified Three other loss models are available Theses are Nakayasu fl Rsa No loss Can be specified directly in hours or calculated by the standard SCS for mula SCS formular Three parameters are specif
228. he water level This method requires as input cross section information the computed discharge and a bed resistance value 2 5 Tabular view Runoff groundwater links This section gives details of how to implement possible links to a rainfall runoff model or linkage to DHI s groundwater model MIKE SHE River Network Editor 123 LAA River Network Editor 2 5 1 MIKE SHE links Use Grid Data Figure 2 69 MIKE SHE links dialog Include all branches If this button is pressed all branches included in the MIKE 11 set up are copied to the MIKE SHE coupling page Branches that should not be in the coupling can subsequently be deleted manually and remaining specifi cations completed Thus you may have a large and complex hydraulic model but only couple certain reaches of the main branches to MIKE SHE All branches will still be in the hydraulic MIKE 11 model but MIKE SHE will only exchange water with branch reaches that are listed in the MIKE SHE coupling definition page Observe that the Include all branches feature will overwrite existing spec ifications 124 MIKE 11 Tabular view Runoff groundwater links a or Location Leakage Inundation Branch name US and DS Chainage The name of the branch and the upstream and downstream chainage for the river reach where the MIKE SHE coupling should be used One branch can be sub divided into several reaches A reason for doing so could be to allow different
229. his is calculated from the catch Y ln ln 1 Eq 2 2 2 4 ment descriptors c dl d2 d3 e 1 TR and f Vol 2 Eq 2 1 Not Displayed The point rain fall is computed as a function of y and c dl d2 d3 e and f 234 MIKE 11 Flood Estimation Handbook FEH Ss Table 5 1 T Year event Step Input Computation Reference 9 Compute storm depth P for catch ARF 1 bD a Vol 2 Chap ment by scaling point rainfall Where aandb 13 4 depth with Areal Reduction Factor are functions of Vol 4 Chap ARF the Area 3 2 2 Not Displayed 10 Derive design storm profile There If URBEXT lt Vol 2 Chap are 2 standard profiles the winter 0 125 use win 4 and the summer profile ter profile Vol 4 Chap The actual design profile is based If URBEXT 3 2 3 on the standard one taking into gt 0 125 and account the catchment storm depth lt 0 50 use sum and duration mer profile Compute and write to output file The profiles are in dfsO format defined in Vol 2 Eq 4 2 and shown in Vol 4 Figure 3 5 11 Compute Catchment Wetness Vol 4 Chap Index CWI This is function of 3 2 4 SAAR Figure 3 7 12 Compute Standard Percentage Vol 4 Chap Runoff SPR SPR can be com 2 3 puted from Baseflow index Vol 4 Eq 2 16 SPRHOST Transfer from donor From observations 13 Calculate percentage runoff PR Vol 4 Eq 2 12 Vol 3 Chap appropriate to the design event 2 13 2 14
230. ich the routing component is located ID Name of the routing component Does not influence the simulation Type The user should select the actual type of flood control Initial water level If checked the water level specified will be applied otherwise the initial water level will be equal to the water level giving an outflow equal to the initial inflow Water level Storage volume A table of water levels and corresponding storage volumes 118 MIKE 11 Ss Tabular view Routing Water level Outflow A table of water levels and corresponding out flow NOTE The Flood Control H q H V method includes a number of default Advanced variables which are editable for the user through the MIKE11 Ini file These variables comprise Error and IBUN 7 2 4 4 Flood control by orifice The dialog for specifying the parameters for Flood control by orifice is shown in Figure 2 64 m Details Name Neo Emer w of splw BH eooo Chainage po S Regular h of splw DL Bt ID Undefined Emer d of splw DH pooo Number of spillways NANA pooo Reg Q coef splw open ch CIL hs o Max storage VMAX fscoooooop Emer Q coef splw open ch C1H i j Regular fndh of splw HB pzs 0 0 Reg Q coef splw orifice C2L pos St Emer fndh of splw HT pas Emer Q coef splw orifice C2H pos ts Regular w of splw BL Bo j 280 8885174 13316 05 18977 916 305 22318 923 310 26035 586 Over
231. idation Typical ranges layer 1 gt layer 2 2 35 3 11 g m s 328 MIKE 11 Cohesive ST layer 2 gt layer 3 0 10 0 20 g m2 s Sliding friction coefficient Coefficient used in the formulation for sliding of sediment Typical range 3 7 m s Overview At the bottom of the property page a overview table is shown Global If this box is checked the entered parameters are used globally River Name The name of the river for which the data applies Chainage The chainage of the river for which the entered data applies 7 9 3 Description Single Cohesive Layer Model Deposition Deposition of suspended material occurs when the mean flow velocity is sufficiently low for particles and sediment flocs to fall to the bed and remain there without becoming immediately resuspended Particles and flocs remain on the bed if the bed shear stress is less than the critical shear stress for deposition The rate of deposition can be expressed by ssai 2 tS Ty 7 4 h Te where S is the source term in the advection dispersion equation C is the concentration of the suspended sediment kg m w is the mean settling velocity of suspended particles m s h is the average depth through which the particles settle is the critical shear stress for deposition N m Advection Dispersion Editor 329 Advection Dispersion Editor Teq is the bed shear stress N m The bed shear stress can be given by the Manning
232. ied Hydraulic Length Slope and Curve Number Use the calculate button to calculate the actual lag time Introduction SMAP is simple rainfall runoff model of the lumped conceptual type It has been designed to work on the basis of monthly input data and there fore constitutes an economic alternative to the NAM model in scenarios where a daily resolution of the results is not required This is often the case in overall water resources planning or for analyses of longterm reser voir operations In such situations data preparation time may be saved if simulations are carried out with monthly time steps only The SMAP model has been tested by DHI on various dry tropical and sub tropical catchments and has shown almost the same degree of accuracy on the simulated monthly flow as the NAM model The model does not include a snow melt routine and is not recommended to be used in areas where snow melt has significant influence on the hydrographs Model Parameters The model accounts for the water storage in two linear reservoirs repre senting the root zone and the groundwater reservoirs respectively 222 MIKE 11 SMAP Ss SMAP has five calibration parameters see Figure 5 15 RRPar3 Modified Catchments NAM UHM SMAP Timeseries SMAP CAT m SMAP Parameters Max Storage Root Zone Surface Runoff OF P RSOL SAT e2 Evaporation Ea Ep RSOL SAT e1 Groundwater Recharge REC Crec ASOLYRSO
233. iessen Options The calculated Thiessen Weight Polygons are shown on Figure 5 30 which also shows the two sub catchments The weights which were automatically transferred to the Time series Page are shown on Figure 5 23 9 Calculation of Mean Precipitation The Weighted timeseries were calculated based on the weights prepared as described in the previous step 262 MIKE 11 A Step by step procedure for using the RR Editor LAA 10 Setup of other input time series Input Time series for Evaporation Temperature and Observed Discharge were included on the Time series Page Figure 5 23 11 Setup of NAM snow melt parameters The Skawa catchment is located in the mountains ranging from 200 1500 m above sea level and the runoff is therefore influenced from snow melt for part of the year The NAM setup was prepared with the extended snow melt com ponent including elevation zones see Figure 5 7 Areas of the eleva tion zones were prepared from a Digital Elevation Model included in an ArcView application Areas were afterwards copied to the Eleva tion zone dialog via the clipboard Temperature corrections were finally calculated using a fixed temperature lapse rate see Figure 5 8 12 Initial Conditions The simulation starts from the beginning of a year with relative high moisture content in the soil The Initial Conditions for the Upper and the Lower zone were therefore estimated to respec tively 100 and 90 of maximum capac
234. iew Grid Points sex 2 6 Tabular View Grid Points Generate Grid Points Simulation Output Control Save results from all grid points C Save only results from selected points E Setup E Nett nwk11 h 250 Q Structure h x Sec Figure 2 71 Grid points dialog Purpose The page has two specific purposes 1 The page presents summary information on the computational network or grid points prior to the simulation 2 The page can be used to limit the number of computational points saved in result files e g for large models it is desirable to save only those grid points required and to discard remaining results thus pre venting result files from becoming too large The page has no influence on the simulation results and is only for infor mation purposes i e the user is not required to the press the Generate Grid Points button prior to a simulation However if changes are made to the model setup e g the location of cross sections or the maximum delta x in a branch is altered then the Generate Grid Points button can be pressed to update the tabular information presented All generated grid point information is displayed in the Graphical View of the network To view the grid point information in the graphical view you River Network Editor 131 LEA River Network Editor must ensure the correct options are selected in the Network Settings Dia log Control of Output When reduced output is sel
235. iew Provides a list of all cross sections in the file The list is dis played using a tree structure with three levels The upper level contains river names the second contains the Topo IDs and the third contains cross section chainage e Tabular view Selecting a cross section with the left mouse button will display the section information in the tabular view e Graphical view An x z plot of the cross sectional data with markers and vegetation zones indicated the latter only for the quasi two dimen sional steady state solver with vegetation 3 1 1 Dialog boxes River Name Topo ID and Chainage Non editable information of the river name the topological identification tag and the chainage along the river These values may be changed by selecting the appropriate level in the tree view using the rename facility see Context sensitive pop up menus 144 MIKE 11 Raw data View Ss Cross section ID An identification tag may be entered here This tag is subsequently dis played in MIKEView and does not influence the calculations Section Type The type of section is set here Four possibilities are listed Open section The typical setting for river cross sections Closed irregular Closed sections with arbitrary shape Closed circular Circular shape where only the diameter need to be given Closed rectangular Width and height is required Radius Type The type of hydraulic radius formulation is
236. ified at each h point Hence if the reservoir storage has already been described in the reservoir h point the spillway h point should contain no additional surface areas In River Network Editor 103 River Network Editor this case both the width and the additional flooded areas should be set to zero The cross sectional area hydraulic radii etc can be given as for the reservoir branch It is not a requirement that a separate branch for the spillway structure is defined The dambreak and the spill way structure can be located in the same grid point i e as a composite structure The advantage of having two separate branches is that the discharge through the spillway and the dambreak structure is given as two separate time series in the result file Specifying the dambreak Figure 2 56 The Dambreak structure property page This Dambreak structure property page is used for inserting dambreak structures in a given network The property page see Figure 2 56 consists of a number of dialog boxes whose functionality is described below Location River Name Name of the river branch in which the dambreak is located 104 MIKE 11 Tabular view Structures Ss Chainage Chainage at which the dambreak is located ID String identification of the structure It is used to identify the structure if there are multiple structures at the same location It is recommended always to give the structure an ID Da
237. ight Time constant in Corrections at ToF are grad Found by calibra forecast period ually decreased in the fore ition cast period by a first order decay with this time con stant Adjust factor Increasing decreasing the 1 0 calculated updating dis charge Alpha An increase in Alpha will Found by calibra cause deviations to be inter tion preted more as amplitude errors Peak value Highest expected discharge From observed after applying the correc tion discharge discharge hydrographs 11 5 Rating curves Not implemented Flood Forecasting Editor 405 LEA Flood Forecasting Editor 406 MIKE 11 BATCH SIMULATION EDITOR 407 408 MIKE 11 Setting up a Batch Simulation oa 12 BATCH SIMULATION EDITOR The Batch Simulation Editor offers a possibility for setting up a batch sim ulation from the MIKEZero shell That is the Batch Simulation Editor is used to pre define a number of simulations where all items included in a simulation input files simulation parameters output files etc can be changed from simulation to simulation and multiple simulations will be performed automatically when starting the Batch simulation The Batch Simulation Editor has been developed in cooperation with CTI Engineering CO Ltd Japan 12 1 Setting up a Batch Simulation The following steps are necessary to setup the Batch Simulation e Pre define base simulation file e Define par
238. ile and at the same time marked as OUTPUT can be saved in the lt AD filename gt WQAdd resI11 file Also for the processes the author of the ECO Lab file has decided which of the processes that you can store as additional output Simply tick the processes you want to save WQ EcO Lab Editor 339 LAA WQ ECO Lab Editor ECOLab1 Modified 5 x Model definition State variables Constants Forcings Auxiliary variables Processes Derived output oT a Production phytoplankton carbon 2 Respiration of sediment nitrogen a Respiration of sediment phosphorous 14 Production of benthic vegetation Figure 8 6 The Processes tab 8 7 Derived Output Derived output defined in the ECO Lab file could be the sum of various state variables e g Total N Organic N and Inorganic N that are useful to save in the lt AD filename gt WQAdd resI11 file without doing any man ual post processing of the main model results The author of the ECO Lab file may have chosen other types of processed model results from which you can select the derived output Simply tick the derived output you want to save ECOLab1 Modified E 10 x Model definition State variables Constants Auriliary variables Processes Derived output O omo sea T Figure 8 7 The Derived Output tab 340 MIKE 11 WQ BOD DO EDITOR 341 342 MIKE 11 Level for Water Quality Modelling oa 9 WQ BOD D
239. ill be ignored in the subsequent simulation Hydrodynamic Editor Hydrodynamic Editor K 1 Fixed position The position of the encroachment stations are user specified 2 Fixed width The position of the encroachment stations are found through a user defined width 3 Conveyance reduction The encroachment stations are found through user specified conveyance reductions 4 Target water level The position of the encroachment stations are deter mined by ensuring that the conveyance of the encroached cross section at the user defined target water level is equal to the conveyance of the undisturbed cross section at the reference water level 5 Iteration The encroachment positions are found through an iterative procedure where steady state simulations are evaluated The objective of the evaluations are to reach a user defined target water level or energy level Sides It is possible for the encroachment to take place on both sides of the main channel or only on one of the sides For this purpose the sides combo box may be used Note If the method chosen for encroachment is Fixed width then the sides switch is automatically set to both sides Since a fixed width encroachment only makes sense if both sides are to be encroached 6 12 4 Encroachment positions Left and right offset The user may specify a left and a right offset for the encroachment posi tions These specify the minimum distance between the position of
240. ime series loaded In this manner it is possible to view and edit the boundary estimate time series 11 3 3 Boundary data manipulation To minimize the time spent entering and editing data related to the Esti mated boundaries several alternative boundary estimation methods have been implemented in the FF module The different boundary estimation methods are summarised in Table 11 1 and their effect illustrated in Figure 11 10 through Figure 11 14 Omit a boundary condition A boundary condition time series i e rainfall evaporation or discharge water level time series is simply omitted in the Setup list Table 11 1 Case Estimation method Illustration Omit a boundary condition If data from the hindcast Figure 11 10 in the Setup list time series cover the fore cast period these are applied Otherwise the hindcast value at ToF is applied The time series covers at No manipulation is Figure 11 11 least the whole forecast required period 398 MIKE 11 Boundary estimates Ss Table 11 1 Case Estimation method Illustration Estimated time series starts Time series is extrapolated Figure 11 12 at ToF but does not cover __ applying the last found the whole forecast period _ value Estimated time series starts after ToF Time series is interpolated using hindcast data at ToF and the first entered esti mated value Figure 11 13 The time seri
241. ime step and or by increasing the resolution of the cross sections NOTE Some cross sections can cause mass balance problems due to A large contractions These problematic cross sections can be detected by selecting the mass error item calculated for each grid point Lateral Inflows Lateral inflows due to boundary conditions catchment runoff Flood fore casting updating or coupling to MIKE SHE Water level slope Water level slope at discharge points Energy level slope Energy level slope at discharge points Energy level Energy level at water level points Bed shear stress The bed shear stress at water level points given as dE TH PERT 6 2 where is the energy level and x is the longitudinal coordinate along the river 6 3 1 Additional output for QSS with vegetation Note that when utilising the quasi two dimensional steady state with vege tation module additional output is based on the processed data which does not take the effect of dead water zones or vegetation zones into account 274 MIKE 11 Flood Plain Resistance oa Additional data for these calculations can be obtained by setting the fol lowing switch in the mike11 ini file CREATE QSSVEG_ VELOCITY _FILE ON With this setting 8 txt files are generated and saved in the working direc tory i e where the simulation file is stored The files are titled e QSSVEG velocities Velocity and area of the individual panels e QSSVEG velo
242. in MIKE11 In Figure 4 10 only the Include HD calculation box is checked It thus represents a standard lateral inflow used in a HD simulation Only the dis charge need be specified as either a constant value or a time series RM bnd4 11 bnd11 j 10 x _ Boundary Description Boundary Type bound 1 Point Source Inflow j2 Distributed Source Inflow 7 V lnclude HD calculation Include 4D boundaries OAD RR Mike 12 exe oes aoe E Figure 4 10 Specification of a point source lateral inflow for a HD simulation If the Include AD calculation box is also checked then the third split window becomes editable and boundaries for the different AD compo nents can be entered see Figure 4 11 The discharge specified in the sec ond split window is used both in the water balance and in the AD calculation In the AD calculation it is multiplied with the concentrations in order to calculate the mass inflow for the different components Note that if only an AD simulation was to be computed based on a previous HD simulation the Include HD Boundaries would be turned off How ever the discharge would still need to be specified in order to compute the mass inflow of the components to the AD model If the Boundary Description was changed to Distributed Source and a sec ond chainage were specified in the first split window this boundary would also be valid for a distributed inflow Boundary Editor 1
243. in the table click the Velocity bar in the upper half of the page Thereafter press the lt TAB gt button and a new line will be present in the grid in the upper part of the page All features equations and table can be defined both globally and locally If a Triple Zone Approach is applied it can be specified for which zones the bed resistance should be based on the toolbox definitions and which zones the bed resistance number should be taken from the Bed Resistance page Activate the Apply to Sub sections check boxes to specify that for a specific zone the bed resistance values must be determined from the toolbox definitions If one of the equations has been applied the user must define values for the coefficient a and exponent b Additionally a minimum and a maxi mum value must be specified to control that bed resistance values calcu lated from the equations are inside the interval considered reasonable by the user for the specific setup Note that when using a Chezy or Manning description the maximum bed resistance requires the smallest Manning s M or Chezy s C Similar for the minimum bed resistance requiring the highest resistance number Further due to the special description in the friction term in the higher order fully dynamic wave description The bed resistance toolbox is only available for fully dynamic and diffusive wave descriptions 282 MIKE 11 Wave Approx 6 9 Wave Approx Mix Co
244. ind Factor 0 7 m Local Factors 0 000000 5000 000000 Figure 6 6 Wind tab 6 7 Bed Resistance Two approaches may be applied for the bed resistance Either a uniform or a triple zone approach can be specified 6 7 1 Uniform approach The bed resistance is defined by a type and a corresponding global value Local values are entered in tabular form at the bottom of the editor There are three resistance type options 1 Manning s M unit m 3 s typical range 10 100 2 Manning s n reciprocal of Manning s M typical range 0 010 0 100 3 Chezy number The resistance number is specified in the parameter Resistance Number This number is multiplied by the water level depending Resistance fac tor which is specified for the cross sections in the cross section editor xns11 files to give a resulting bed resistance 278 MIKE 11 Bed Resistance LAA Example Figure 6 7 A global resistance Manning s M type of 30 is specified In the branch RIVER 1 local resistance numbers are specified between chainages 0 and 21000 m The resistance number at intermediate chainage values is calculated linearly TAL E Modified Tre Era RIVER 1 Z RIVER 1 3 RIVER 1 4 RIVER 1 Figure 6 7 Uniform approach for implementation of the bed resistance 6 7 2 Triple zone approach The Triple Zone Approach offers a possibility for the user to divide the
245. infall runoff simulations are specified on this page The time series are used as boundary data to a MIKE 11 simula tion Following data types are used Rainfall A time series representing the average catchment rainfall The time inter val between values may vary through the input series The rainfall speci fied at a given time should be the rainfall volume accumulated since the previous value Evaporation The potential evaporation is typically given as monthly values Like rain fall the time for each potential evaporation value should be the accumu lated volume at the end of the period it represents The monthly potential evaporation in June should be dated 30 June or 1 July Rainfall Runoff Editor 247 Rainfall Runoff Editor Temperature A time series of temperature usually mean daily values is required only if snow melt calculations are included in the simulations Irrigation An input time series is required to provide information on the amount of irrigation water applied if the irrigation module is included in a NAM simulation Abstraction Groundwater abstraction can be included in NAM simulations for areas where this is expected to influence e g the baseflow The data should be given in mm Radiation A time series of incoming solar radiation can be used as input to the extended snow melt routine Degree day coefficient A time series of seasonal variation of the degree day coefficient can be
246. ing applicable glo bally and locally If grain diameters and standard deviations are specified for a local application these values are used instead of any globally speci fied values Figure 10 1 shows an example where the sediment grain diameter is glo bally set to 1 mm This value will be used in the entire river network except for the reaches RIVER1 between 1000 m and 2500 m where the local grain diameter varies linearly between 1 2 and 1 5 mm and between 2500 m and 4400 m where the grain diameter varies linearly between 1 5 and 1 1 mm At the same chainages the standard deviation varies linearly between 1 2 1 2 and 1 0 Sediment Transport Editor 375 LEA Sediment Transport Editor ST River1 ST11 ix Data for Graded ST l Preset Distribution of Sediment in Nodes Passive Branches Sediment Grain Diameter Transport Model Calibration Factors Global Grain Diameter fod St Deviation fi St deviation a RIVER1 1000 00000 1 200000 1 200000 2 RIVER1 2500 00000 1 500000 1 200000 3 RIVERI 4400 00000 1 100000 1 000000 Figure 10 1 Example of implementation of local grain diameter 10 2 Transport model Selection of sediment transport model as well as editing the model spe cific parameters are essential for the calculation of the sediment transport This page should therefore always be checked by the user to set the model type Total load or bed load suspended load model select the appropriate
247. ining Selecting File gt Import gt Import and overwrite Processed Data it is pos sible to import processed data into MIKE 11 s cross section data base and overwrite the existing processed data This facility is often used if for example additional storage areas have been added to the processed data and these data are copied into another data base 3 3 3 Import Coordinates of Levee Marks Selecting File gt Import gt Import Coordinates of Levee Marks it is possi ble to import X and Y coordinates for right and left levees into MIKE 11 s cross section database The format of the ASCII text file containing Levee marks coordinates is River Name Topo ID Chainage Left X Right X Left Y Right Y items can be divided by 2 or more spaces or or more tabs One line for each series of coordinates 3 4 Exporting cross sections using File Export Via File gt Export it is possible to write cross section data raw or proc essed from the MIKE 11 data base to a text file There are three possibilities 1 Export All Both raw and Processed data is exported to a text file 2 Export Raw Only the raw data is exported to a text file 3 Export Processed Only processed data is exported to a text file Cross Section Editor 163 LA Cross Section Editor 3 5 Selecting Cross Sections The tree view in the raw data dialog provides a feature for selecting cross sections Most features such as deletin
248. ining the rate of the soil infiltration capacity recovery after a rainfall i e in a drying period Manning s number Describes roughness of the catchment surface used in hydraulic routing of the runoff Manning s formula 5 5 4 Additional Time series Additional runoff Additional runoff Evaporation check box controls if the evapo transpira tion process will be included in the runoff computations can be specified as a constant flow or specified as load based on inhabitants PE An additional time series for load qload is specified on the time series when the flow is based on load based on inhabitants PE gt 0 The flow is calcu lated as Flow PE qload t 5 1 Evaporation Evaporation check box controls if the evapo transpiration shall be calcu lated based on a time series when checked the time series is specified on the Time series page or based on a constant loss equal to 0 05 mm hour Snow melt Snow melt check box controls if snow melt is included in the calculation The content of the snow storage melts at a rate defined by the degree day coefficient CSnow multiplied with the temperature deficit above 0 Degree Celsius Typical values for Csnow is 2 4 mm day When snow melt is checked a time series for temperature is specified on the Time series Page 230 MIKE 11 Flood Estimation Handbook FEH oa 5 6 Flood Estimation Handbook FEH 5 6 1 Background The Flood Estimation Handbook FEH was i
249. ion coefficient will be calculated based on the conveyance distribution in the cross section Friction slope evaluation This option allows the user to select the method for calculation of the fric tion slope Five options are available which are documented in the refer ence manual 6 1 3 Contraction and expansion loss coefficients If the user has selected to model contraction and expansion losses the coefficients must be specified The user may choose to only give global values which are given in the top two fields above the table If the user would like to specify either values throughout or at selected locations the lower table should be used Note that by the use of the button on the right Load branch and chainages the table can be populated with all h point locations in the set up the user then simply edits the parameters to be used at the different locations 6 2 Reach Lengths The Reach lengths page is ONLY for use with the steady state energy equation switch found under the Quasi Steady State page The reach 270 MIKE 11 Reach Lengths Ss lengths are used in evaluation of the friction loss from one cross section to the next For unsteady simulations the reach lengths are ignored In MIKE 11 cross sections are viewed looking downstream Downstream is per definition the direction of increasing chainage This definition of downstream is independent of the flow direction and is used throughout by the Graphical User I
250. ion and erosion above e Method no 3 Deposition and erosion proportional with depth below water surface No deposition and erosion above e Method no 4 Deposition and erosion uniformly distributed over the whole cross sec tion i e below the bank level e Method no 5 Deposition and erosion proportional with depth below bank level If the file Bedlevel txt does not exist the default method no 4 is applied If the file exists the user is prompted to confirm whether the set tings in the file should be used before the simulation starts Sediment Transport Editor 381 Ss Sediment Transport Editor A more detailed description on the calculation of bottom levels is given in the NST Reference Manual 10 3 Calibration factors The factors Factor 1 and Factor 2 can be applied to the calculated transport rates as correction factors If the sediment transport is calculated as total load e g Engelund Hansen Ackers White and Smart Jaeggi models Factor 1 is used as the correc tion factor whereas for other models distinguishing between bed load and suspended load Factor 1 is used as a multiplication factor for Bed load transport and Factor 2 as a multiplication factor for suspended load transport Calibration factors can be specified globally and locally as shown in Figure 10 4 where Factor 1 and Factor 2 are globally defined as 1 0 but varies linearly with values differen
251. is play of the raw data view The Topo ID of the river branch must be selected before activating the pop up menu A dialog requests a river branch name and Topo ID before copying the cross sections 150 MIKE 11 Raw data View ae Rename Branch The Rename Branch dialog is activated from the pop up menu in the tree display of the raw data view A river branch must be selected before acti vating the pop up menu A new river branch name must then be entered Combine Branch The combine dialog is used to combine two river branches of the same name but with differing Topo ID The combination is saved as a new river branch of the same name and a specified Topo ID The facility is designed for combining cross sections at chainage locations where two sources of cross section data exist A typical example occurs when combining survey SUR cross sections with digital elevation model DEM sections A DEM is used to extract sections from broad flood plains while survey is used to obtain river sec tions The combine feature will produce a composite section which can be saved under a new Topo ID e Topo ID of DEM profiles Topo ID of the DEM or first sections e Topo ID of SUR profiles Topo ID of the SUR or second sections e Topo ID of combined profiles Topo ID of the combined sections Section will only be created at loca tions with corresponding chainage e Maximal difference The Maximal difference is the tolerance limi
252. is effectively the same as setting the parameter in field No 2 to zero The global values will be used by the WQ module throughout the river system Local values can be given for specific locations 9 8 Nitrogen Contents Model Levels 3 and 4 This property page offers possibility to add and edit nitrogen contents related data WQ BOD DO Editor 347 LAA WQ BOD DO Editor The title Nitrogen contents covers the nitrogen release from BOD decay and the uptake of ammonia by bacteria and plants The parameters for these processes are necessary in order to describe the nitrogen transport and transformation in the river The menus for the immediate oxygen demand levels 3 and 4 and the level including both immediate and delayed oxygen demand 6 are different due to the differences in the description of the BOD e g modelling three BOD fractions when delayed oxygen demand is included Three parameters for nitrogen contents are required in the case of model ling only immediate oxygen demand In the first field a value for the release of ammonia nitrogen is given for the degradation of organic matter in the unit g NH4 N g BOD In the second field the uptake by the plants of ammonia nitrogen relative to the net photosynthesis photosynthesis respiration at the maximum rate of photosynthesis is specified The unit is g NH4 N uptaken g O released In the last field the uptake of ammonia nitrogen by bacteria must be spec
253. is is selected on this dialog and the file name for the merged file is specified 5 10 Basin View 5 10 1 Activating The Basin View provides an graphical interface for some useful rainfall runoff modelling tools providing facilities to e Digitise catchment boundaries and the location of rainfall stations e Calculate catchment areas e Calculate weights used for mean area rainfall calculation The Basin View is as default not activated when a Rainfall Runoff file is opened or created It is often not required to activate the Basin View for preparation of the RR file the Basin View To activate the Basin View within MIKE 11 select View and Basin View from the top menu bar When opening a new Basin View the extent of the basin area is defined in the Define Basin Area dialog X Origin pY Origin i P TES z Cancel Width Om 00 fo Figure 5 24 Define Basin Area Dialog Rainfall Runoff Editor 251 LEA Rainfall Runoff Editor When opening a new Basin View at least one catchment usually the default must exist in the Rainfall Runoff Tabular View which must be open same time as the Basin View This initializes the Rainfall Runoff Editor The default catchment can afterwards be deleted from the catch ment page in the Tabular View such as the catchments in the Basin View and on the Tabular View are the same 5 10 2 Importing Layers The layer management tool is used to import a graphical image used
254. is not necessary to enter any logical operands for the if state A ment with the lowest priority The control strategy belonging to this if statement is the default strategy and will always be executed when all other if statements with higher priority are evaluated to FALSE As an example think of a gate where the gate level is a known function of time In this case only one control strategy is needed The control type will be Time and the target type will be Gate Level Calculation mode is cho sen as Direct Gate Operation It is not necessary to enter any logical operands because when only one control strategy is specified this strategy will have the lowest priority LO Type This field holds the type of Logical Operand h Water level in a point dh Difference between water levels in two points Q Discharge in a point dQ Difference between discharges in two points 98 MIKE 11 Tabular view Structures Ss abs Q Absolute value of the discharge in a point Q_ Structure The discharge through a structure Sum_Q The sum of flows in points and structures If this is chosen data must be entered in a special dialog This dialog opens when pressing the Sum of Q button to the right of the table How to enter data in this case is described in Sum of Discharges p 101 V Velocity in a point Gate level The level of a gate Acc Vol Accumulated volume running through a
255. is only available when the regulation is specified as a h O function The locations J1 and the J2 are specified in terms of branch name and chainage In addition the user must specify J1 and J2 as being an A or a Q point Regulation Function This section is only available when the regulation is specified as a h O function The function f J2 is specified in the Regulation Function table as a Series of factors for corresponding values of J2 Note that a regulating structure may be used for implementing an internal Q h relation This is done by choosing the J2 point as the A point upstream of the structure and letting the function f J2 describe the required O h relation Finally a dummy branch must be included in the set up This dummy branch should be constructed so that a unit discharge flows through it The J1 point is then simply chosen as a Q point in the dummy branch 82 MIKE 11 Tabular view Structures LAA 2 3 6 Control Str Location Control structures may be used whenever the flow through a structure is to be regulated by the operation of a movable gate which forms part of the structure They can also be used to control the flow directly without taking the moveable gate into consideration In this case it simulates a pump Main 1000 MainGate Overflow 1 Figure 2 46 The control structure property page Branch name Name of the river branch in which the structure is located Chainage The chainage in whic
256. itor 157 LEA Cross Section Editor when a fewer number of levels is sufficient to describe the variation of cross sectional parameters A minimum of two levels is required There is no upper limit to the number of levels Table of Levels This section of the dialog is only applicable if the level selection method is user defined The required levels are entered into the table manually Lev els can be added by pressing the Tab key while positioned at the bottom of the table Levels can be deleted by selecting the row number and pressing the Delete key 3 3 Importing cross sections using File Import Via File gt Import it is possible to read cross section data raw or proc essed from a text file into MIKE 11 The read facilities can be used to read cross sectional data stored in an external data base format The cross sections are then read in via a tempo rary text file created as a medium between the external data base and the MIKE 11 data base From the text file MIKE 11 can load the data and change them to MIKE 11 s internal data base format The text file formats must correspond to one of two types depending on whether raw or processed data is to be read 3 3 1 Import Raw Data Selecting File gt Import gt Import Raw Data it is possible to import raw data into MIKE 11 s cross section data base The File format must con form to the following format 158 MIKE 11 Importing cross sections using File
257. ity see 13 Setup of Autocalibration for the upper catchment Estimation of parameters in the upper catchment were based on the NAM auto cali bration routine The auto calibration was based on minimising the Overall Water Balance error and the Overall Root Mean Square error with a maximum of 2000 iterations see Figure 5 12 14 Start of simulation editor After having saved the Rainfall Runoff Parameters a MIKE11 simulation editor was opened The Input page includes the RR Parameter file and the default boundary file see Figure 5 1 The Simulation period was prepared from the Apply default button and a time step on 12 hours were found appropriate for the simulation see Figure 5 2 15 Estimation of RR parameters for the lower catchment The param eters for the lower catchment were estimated based on results from the auto calibration of the upper catchment and the knowledge on a lower response and higher storage capacity for a catchment close to the flood plains compared to the more hilly upper catchment Parameters in the Surface Rootzone and Ground water are shown on Figure 5 5 and Figure 5 6 The values for the 3 most important parameters are in bracket values for the upper catchment Maximum water content of rootzone 200 mm 100 mm Runoff coefficient 0 7 0 83 and Time Constant Overland flow 13 6 hours 20 hours 16 Presentation of Results Results from the simulation were finally compared in tables and on plots Figure 5 3
258. k with the following exceptions 1 A small lateral inflow is added at the first h point in the river down stream of the dam This will ensure some depth of water in the river from which a steady state can be reached 2 The inflow into the reservoir can be non zero if desired 106 MIKE 11 Tabular view Structures Ss 3 The dambreak structure should be specified not to fail i e to ensure that the maximum calculated reservoir level is greater than the speci fied failure reservoir level i e failure will not occur during the genera tion of the steady state hot start file Initial conditions A and Q for this hot start simulation must be specified in the supplementary data including the reservoir level This setup should be run until a steady state condition is reached Q constant lateral inflow at the downstream boundary If this file res11 is very large a further simulation can be carried out by using this as a hot start and run it for a few time steps using the same boundary conditions as previously This smaller file can then be used for all future hot starts and the larger file can be discarded With the hot start file ready the dambreak simulation can now be carried out It is suggested that a DELTA value of slightly more than the default of 0 5 be used to damp out short waves which may lead to numerical instabil ities A time step of the order 1 10 minutes is suggested
259. l breach shape e Roughness Pipe roughness used to calculate the Darcy friction factor e Collapse Ratio D y gt 0 When the ratio between the diameter of the pipe D and the distance from the top of the dam to the top of the pipe is larger than the collapse ratio the pipe collapses e Volume Loss Ratio 0 1 When the dam collapses some of the material may be carried out without depositing on the bed of the breach The volume loss ratio is the fraction of the material to be washed out imme diately after collapse e Calibration Coef gt 0 Calibration multiplication factor used to adjust the calculated change in pipe radius River Network Editor 109 Ss River Network Editor 2 3 9 User Defined Structure Network cl Structures Weirs Culverts Bridges Regulating Control Str Dambreak Str Tabulated Structures Energy Loss Hydraulic Control MIKE 12 H Routing H Runoff groundwater links E Grid points r Details Name Chainage fo ID Aray 1 Integers Doubles Pointers E o a SS ERA __ River _Chainage Type a joi nj a 0 Grid Misc m Overview Branch Chainage mD a lo Figure 2 58 The User Defined Structure property dialog The user defined structure is available to create customised structures in MIKE11 However the potential application goes beyond this allowing for the customisation of almost any specialist applicati
260. la 54 Wind 282 429 430 MIKE 11
261. lant material 9 25 Wetland Phosphorus This page offers the possibility to specify parameters for wetland phos phorous processes all applied globally Half saturation concentration adsorption of PO4 P Kn in the Michaelis Menten expression P adsorption rate The irreversible P adsorption rate per area to the sediment peat Mineralisation rate labile pool Ist order decay of fast degradable labile organic matter in sediment peat at 20 C Mineralisation rate stabile pool Ist order decay of slow degradable stabile organic matter in sedi ment peat at 20 C The yearly P Plant production The aggregated yearly uptake of P in plants mass per area The seasonal distribution follows a latitude dependant sun radiation formula WQ BOD DO Editor 367 WQ BOD DO Editor Ratio of dead plant material to labile The ratio of fast degradable labile organic phosphorous in plant material Sedimentation rate max 1st order rate max sedimentation for particulate P The maximum rate is applied when the plant biomass reaches its optimum Sedimentation rate min 1st order rate min sedimentation for particulate P The minimum rate is applied when the plant biomass reaches its lowest value Resuspension rate Rate of resuspension Particulate P mass per area per time Critical flow velocity Value for the critical flow for resuspension sedimentation of Particulate P i e velocity above this value implies that resuspensio
262. lar to the Edit facility found in the Pop Up Menu The tool is a fast convenient way of accessing the various editors required for objects on the river network To con trol the number of editor windows activated use the Select and Edit Set tings Property Page of the Network Settings property sheet 2 7 2 Tool Bar for Alignment Lines The tool bar for graphical editing of the river network is shown in In the following the functionality of each of the icons in the tool bar is explained Sass gt E a A OAE E EN Figure 2 74 Tool bar for editing alignment lines 136 MIKE 11 Tool bars LAA New alignment line Add a new alignment line by pointing and clicking at successive locations along a desired path Points can also be added by pressing the left mouse button and holding it down while moving Double click on the last point to end the line Once added the line should be given the correct type and be connected to a branch Move alignment line points This tool moves points on an align ment line Select the point using the left mouse button and then drag to the desired location 5 Delete alignment line points This tool deletes points on an align 2 ment line Move the cursor over the point the cursor will change style to indicate that a point has been detected and press the left mouse button to delete Multiple points can be deleted by holding the left mouse button down while moving the cursor over the points
263. lationship n K Q m n l _ mzm n 1 Otm T a en gt Qt I gt K Q upstream branches 10 1 downstream branches Where Qt sediment transport rate in branch m The coefficients and exponents are given for each branch specified by its upstream and downstream chainage linked to the node The property page also enables the addition and editing of a preset distribution of sediment in nodes related data 10 6 Passive branches Branches in which sediment transport should not be calculated are speci fied by river name and upstream and downstream chainage as shown in Figure 10 6 Sediment can be transported into a passive branch but no sediment can be transported out of the branch 384 MIKE 11 Initial dune dimensions Sex ST River1 ST11 Torx Sediment Grain Diameter Transport Model Calibration Factors DataforGradedST Preset Distribution of Sediment in Nodes Passive Branches UpStr DownStr Chainage Chainage 2000 500 000000 3000 000000 IV Save result in passive branches Figure 10 6 Passive branches property page 10 7 Initial dune dimensions When selecting the Engelund Fredsge transport model the dune height and length are computed when calculation of bottom shear stress is included The dune dimensions can be specified as applicable globally and locally If dune dimensions are specified for local application these values will be used instead of any globally specified values Figu
264. lengths indicate the distance on the flow banks from the current cross section X to the next cross section Hydrodynamic Editor 271 oa Hydrodynamic Editor increasing chainage Lop Length Left Overflow Bank Lrog Length Right Overflow Bank 6 3 Add Output A number of simulated parameters can be selected for storage in an addi tional output result file with the file name extension RES11 The param eters are saved for each save step at each h Q point of the river system Time series and longitudinal profiles of the parameters can be viewed in the same way as normal MIKE11 result files Mix Coef W L Incr Curves W L Incr Sand Bars Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values Quasi Steady Add Output Flood Plain Resist User Def Marks H points H andQ points Total Structures Velocity B E Discharge Cross Section Area Flow Width Radius Resistance Conveyance Froude Number Volume Flood Area m m ee ee ee eT Mass Error oe Acculated Mass Error Figure 6 3 The additional output property page Structures Structure flow area and velocity In case of control structures the gate level is also stored Velocity Velocities are calculated as the discharge divided by the cross sectional area Discharge The discharge calculated at h points is a weighting of up and downstream discharges calculated at Q points 272 MIKE 11 Add Outpu
265. ll runoff editor The runoff type must be selected between Total Runoff Surface Runoff Root Zone Runoff Groundwater Runoff or Rain fall Note that Interflow is only available for the NAM model The AD RR facility is not available with MIKE12 branches Also note that the Rainfall Runoff model must run in parallel with the HD and AD models for the AD RR facility to operate Boundary Editor 183 Boundary Editor MM bnd4 15 bnd11 JE __ Poundary Daeription _ Boundary Type Point Source Inflow Distributed Source Inflow o 7 AD RR VAD RR Catchment Area fo FR flow type Total Runoff x Total Runoff Surface Runoff Root Zone Runoff Groundwater Runoff Rainfall Concentra Concentra FSF File Figure 4 14 Specification of rainfall or runoff for input to an AD simulation The second split window now contains information on catchment name catchment area and runoff type The Water Level Boundary The Water level boundary is valid in connection with an Open boundary Note the Include HD Calculation box is not visible as this is not an option see figure 4 15 The boundary is specified as either a time series or a constant in the lower window io TBoundary Deseripton _ Boundary Type saeni aa ean ar Open Water Level Main 50000 Include AD boundaries Mike 12 peene ea oe a Water Lev TS Fil Examples dfs0 Figure 4 15 Spe
266. located Structure ID String identification of the structure This has no influ ence on the simulation It is only used to identify multiple structures at a single location within a result file River Network Editor 111 River Network Editor Calculation Mode Q f h U S h D S The discharge is given as a function of the up and downstream water level The upstream water level h U S must be tabulated in the first column and the downstream water level h D S must be tabulated in the first row in the table Then the corre sponding discharges must be tabulated The upstream water level must increase in the right direction and the downstream water level must increase in the downward direc tion The discharge can not increase in the right direction and it can not decrease in the downward direction H U S f h D S Q The upstream water level is given as a func tion of the discharge and downstream water level The downstream water level h D S must be tabulated in first column and the dis charge must be tabulated in the first row in the table Then the cor responding upstream water levels must be tabulated The discharge must increase in the right direction and the down stream water level must increase in the downward direction The upstream water level must increase in the right and the downward direction H D S f h U S Q The downstream water level is given as a function of the discharge and upstream water lev
267. locity Typical range 0 0025 0 01 m s Advection Dispersion Editor 327 a os Advection Dispersion Editor swi Sediment volume index used in the settling velocity expression Deposition Critical shear stress velocity for deposition Deposition occurs for shear stresses or velocities lower than the critical value The user can select which one to use The typical range is 0 03 1 00 N m Time centring This centring factor used in the deposition formula Typical range is 0 5 1 0 Erosion Instantaneous erosion of layer 1 Instantaneous re suspension of layer 1 occurs when the computed bed shear stress is greater than the critical shear stress for erosion of layer 1 Critical shear stress velocity for erosion Erosion occurs for shear stresses or velocities larger than the critical value Typical ranges are 0 05 0 10 N m for layerl and 0 20 0 50 N m for layer 2 and 3 Erosion coefficient The erosion coefficient is applied linearly in the erosion expression Typi cal range 0 20 0 50 g m s Erosion exponent The erosion exponent describes the degree of non linearity in the rate of erosion In case that Instantaneous erosion of layer is selected the ero sion exponent is not applicable for layer one Typical range 1 4 Consolidation Transition rates The consolidation of the sediment layers is described by transition rates between the layers The transition rates include hindered settling and con sol
268. ls and corresponding flow widths Values in the levels column must be increasing 52 MIKE 11 Tabular view Structures LAA Weir formula Parameters only weir formula 1 o a Weir Formula 1 River Chain w tyme _ ee m VERT 0 OO weoma oeo o N Figure 2 20 The weir property page formula 1 Width Width of the flow Height Weir height See Figure 2 22 Weir Coeff Multiplication coefficient in the weir formula Weir Exp Exponential coefficient in the weir formula Invert Level Bottom datum level See Figure 2 22 River Network Editor 53 LAA River Network Editor Weir formula 2 Parameters only weir formula 2 Honma JRVERT Chane 250 ES River Chain w te _ Yawe m Rve o ___ WerFormula2 Honma None os N Figure 2 21 The weir property page formula 2 Weir coefficient C1 Multiplication coefficient in the Honma weir formula Weir width Width of the flow Weir crest level Weir level See Figure 2 22 54 MIKE 11 Tabular view Structures Sex Upstream water level Downstream i Hus water level dig Hos Crest level Hw Invert level Figure 2 22 Definition sketch for Weir formula Free Overflow Q h relations only broad crested weir and special weir Broad crested weir The Q A relations are calculated using the Calculate button after all relevant information has been entered The result of the calc
269. lt NAM is prepared with 9 parameters representing the Surface zone Root zone and the Ground water storages In addition NAM contains provision for Extended description of the ground water component Two different degree day approaches for snow melt Irrigation schemes Automatic calibration of the 9 most important default NAM parameters Parameters for all options are described below 5 2 1 Surface rootzone Parameters used in the surface and the root zone are described below see Figure 5 5 3 Skawa RR11 Modified 0 0289 Da e e e I z 0 as 238 1e 003 Figure 5 5 NAM Surface Rootzone 206 MIKE 11 The NAM Rainfall runoff model LAA Maximum water content in surface storage Umax Represents the cumulative total water content of the interception storage on vegetation surface depression storage and storage in the uppermost layers a few cm of the soil Typically values are between 10 20 mm Maximum water content in root zone storage Lmax Represents the maximum soil moisture content in the root zone which is available for transpiration by vegetation Typically values are between 50 300 mm Overland flow runoff coefficient CQOF Determines the division of excess rainfall between overland flow and infiltration Values range between 0 0 and 1 0 Time constant for interflow CKIF Determines the amount of interflow which decreases with larger time cons
270. lue will be used as a local value River name The name of the river with the local initial value Chainage The chainage in the river with the local value 322 MIKE 11 Decay LAA 7 8 Decay This page contains information for non conservative components These components are assumed to decay according to a first order expression dC _ o KC 7 3 Where K is a decay constant C is the concentration Both global and local values of the decay constant K can be specified NOTE If the components selected are used for a water quality simulation WQ then decay con stants should not be specified Sediment Layers Non Cohesive ST Ice Model Additional output Components Dispersion Init Cond Decay Boundary Cohesive ST m Deckay constants RIVER1 10000 0000 RIVER1 20000 0000 Figure 7 8 The Decay property page Component Here the component in question is selected It is possible to choose between the components defined in the Components property page see Components p 3 6 Decay const Here the value of the decay constant are entered Global This box must be checked if the value entered in the Decay const field should be used as a global value If it is left unchecked the value will be used as a local value Advection Dispersion Editor 323 Advection Dispersion Editor 7 9 Example River name The name of the river with the local initial value Chainage The
271. lute value of the discharge in a point Q Structure The discharge through a structure Sum_Q The sum of flows in points and structures V Velocity in a point Gate level The level of a gate Ace Vol Accumulated volume running through a point Time The target point will be given as a time series Min of hour Integer expressing the minutes at the time of calcula tion Hour of day Integer expressing the hour at the time of calculation Day of week Integer expressing the day of the week at the time of calculation Monday corresponds to one tuesday to two and so on Day of month Integer expressing the day of the month at the time of calculation Month of year Integer expressing the month of the year January corresponds to one February to two and so on Year The year given as an integer value Time after start This control type is used in control strategies with a gate operation that can not be interrupted An example could be a gate that closes from fully open to fully closed during half an hour when the water level downstream reaches a certain level Because it is not known when the closing procedure is initiated it is not possi ble to describe it using a time series Instead the gate level is described as a function of time measured relative to the time at which the procedure was initiated i e the first value of the Control Type Time after start MUST always equ
272. m Geometry Crest Level The crest level of the dam before failure Crest Length The crest length perpendicular to the flow of the before failure Limit for Breach Development Apply limiting cross section No The development of the breach will be unlimited Yes The development of the breach is limited e g solid rock below the dam The shape of the limitation should be specified in the Cross Section Editor p 143 Topo ID Topo ID applied when using a limiting section in the cross section file River Name River Name applied when using a limiting section in the cross section file Chainage Chainage applied when using a limiting section in the cross section file X coor at centre breach The x coordinate of the breach centerline specified in the coordinate system applied for the raw data of the limiting section Head Loss Factors The factors determining the energy loss occurring for flow over through the hydraulic structure Failure Moment and Mode The moment at which the dam failure commences can be defined in three ways 1 Hours after Start The failure is specified to take place a specified number of hours after the start of the simulation 2 Date and Time The failure time is specified as a date and time River Network Editor 105 Ss River Network Editor 3 Reservoir water level The failure is specified to take place when the water level in the reservoir assumed to be the grid point imme
273. me and the target point is the upstream water level The way to get from the requested water level to a gate level is done by choosing the calculation mode Iterative Solution In this case Mikel 1 will iterate on the gate level until the upstream water level equals the requested value or acceptable close to this value Five main parameters must be defined Priority Calculation Mode Con trol Type Target Type and Type of Scaling Further some more details must be defined We start with a description of the main parameters As seen in Figure 2 46 or Figure 2 47 the control definitions section consists of a table Each line in this table represents the main parameters of an if statement Priority As mentioned under Control definitions p 87 it is possible to make Mike11 choose between an arbitrary number of control strategies These control strategies are organised using a list of if statements The control strategy belonging to the first of these statements that are evaluated to TRUE will be executed It is thus of importance for the user to define which if statement that are evaluated first second third and so on This is enabled by the priority field In this the user defines the priority of the if statement by writing an integer number By default the first line in the table will have priority equal to one the second line will have priority equal to two and so on Note that the if statement with the lowe
274. ment Lines aaa aaa 20000004 44 22A SJUNCHONS oa saua a a ed a a a 49 2 3 Tabular view Structures aaa a a 50 234 WES sae a a e a But ke dee hid gh Raat ae Bees Ss L 51 2 3 2 Culverts 22 28h 4G wha ee ed ee eh bee bh 56 2 3 3 Pumps 0 00000 ee ee 59 234 Bridges 2 2 ak ae ee 6 oe eee ee Bee ga 61 2 3 5 Regulating c22e225 ce eee RE MRR EERE SR wad GS 81 236 Control Sth ssi ee ee daneko em hee be ee bee 83 2 3 7 Dambr ak Str lt cc4 624 4 eA eee bbw ee a AS BRS 102 2 3 8 Dambreak Erosion 2 002 002 107 2 3 9 User Defined Structure 20 2 200200200000002 110 2 3 10 Tabulated Structure 2 2 2020000000000 000002 111 2 001 Energy LOSS se tees 38 Gerd a Yok ge ye is oe oe ek 113 2 4 Tabular view Routing 000002 eee 114 Ss 2 4 1 Channel routing 00002 eee es 115 2 4 2 Flood control Q and Q rate 0 117 2 4 3 Flood control H Q H Vcurve 0 118 2 4 4 Flood control by orifice 2 119 2 4 5 Diversions 2 00000 2 eee ee 120 2 4 6 Kinematic Routing Method 121 2 5 Tabular view Runoff groundwater links 123 2 5 1 MIKE SHE links 2 4 iavaced eon eG dae ee PHAM eS HS 124 2 5 2 Rainfall runoff links 2 44 5 ene eee ede y Seed eed 130 2 6 Tabular View Grid Points 2 0000005 131 ZA lOO DarS aere ace Bb we ha BE Soko B
275. module WQ 0 307 7 0 3 Cohesive Sediment Transport module CST 307 7 0 4 Advanced Cohesive Sediment Transport module A CST 308 7 0 5 The Advection Dispersion Equation 308 7 1 Sediment layers Oe as eae he eee ea LA ee OO 310 7 1 1 Single layer cohesive component 311 7 2 Non cohesive ST 0000 cee eee eee eee 312 7 3 Icemodel 0 0 20 0000 A 313 7 4 Additionaloutput 2 2 2 0 00000000002 314 7 5 Components 0 00000 cee ee 316 7 6 Dispersion 0 000 ee ee 318 Tel WM CONG Aas te tt ec eases be ee ee hs Pa ee E 320 TO WBC Oy es oe eo 8 oe et Gen So E ok re ee a Se a 323 7 9 Cohesive ST aaa ee 324 Ss 7 9 1 Single Layer Cohesive Model 325 7 9 2 Multi Layer Cohesive Model 327 7 9 3 Description 2 200 2 2 2 0004 329 WQEcO Lab Editor 4 24424648506 640684 HSOR HERE ERE Ee 333 8 WO ECO LAS EDITOR 4 44 3644 ooee oe bee doe Se Oe eed Bee as 335 8 1 Model Definition 2 0202 ee ee 335 8 2 Slate Variables 2644 i 60 24444444440 0424444044 baa 336 8 3 Gonstants eo dea ae ok ee Be ee eye ee ee ee aa 337 Of FOrGINgS os ceses pu ee Peek ees ee Re RRS ES de SE Ee ESS 338 8 5 Auxiliary Variables 3 4 u48 4 one Boeck owe es Eee Se ee 339 8 6 Processes oie ee hing tone amp Geos Bee amp amp GS ot we ee et Mr 339 8
276. mperature The temperature is included by an Arrhenius temperature function In this menu an expression for the reaeration constant K at 20 C is chosen This dialog offers possibility to modify the user s own expressions for reaeration and to view parameters applied in the three built in expres sions All expressions have the same mathematical formulation only the param eters differ ae ha 9 7 K _ reaeration constant at 20 C g O m day u flow velocity m s h water depth m I river slope The user can choose between six options for the expression for the reaera tion constant see below and in the Oxygen processes p 355 property page All six expressions are based on empirical relationships between the reaer ation constant and flow velocity water depth and river slope The three WQ BOD DO Editor 359 WQ BOD DO Editor first expressions are standard expressions whereas the fourth fifth and sixth can be specified by the user 1 Thyssen expression K 27185 u ar 9 8 The Thyssen expression is recommended for calculations in small streams 2 O Connor Dubbins expression K 3 9 u3 h 9 9 9 The O Connor Dubbins expression is recommended for ordinary riv ers 3 Churchill expression K 5 233 u h 9 10 The Churchill expression is recommended for rivers with high flow velocities Custom expressions 4 Eep hor 9 11 5 bem o 9 12 6 Reis os 9 13 360 M
277. n For single branches without bifurcation the value should be 1 In more complex sys tems the value should be less than 1 268 MIKE 11 Quasi Steady Ss Target_Branch Computed water levels discharges are shown on the screen at each itera tion for branch number equal to Target Branch No computations are shown if Target Branch is negative Beta_Limit Factor used to avoid underflow in horizontal branches Fac_0 Factor used to control the stop criteria for the discharge convergence test Qconv_factor Q convergence factor used in the stop criterion for the backwater compu tation iterations Hconv_factor H convergence factor used in the stop criterion for the backwater compu tation iterations Min_Hconv_In_Branch Minimum stop criterion to avoid underflow Q_struc_factor Q structure factor Used to determine the discharge at structures where a slot description is introduced due to zero flow conditions H_stop Stop criteria in the water level convergence test Used also by the quasi two dimensional steady state solver with vegetation as the convergence criteria in the outer loop 6 1 2 Steady state options The steady state options are accessed by setting the switch Use energy equation This also indicates that the options are only available for steady state flow situations using the energy equation as the governing equation Allow upstream slope This switch allows solutions whe
278. n Zones Minor irrigation schemes within a catchment will normally have negligi ble influence on the catchment hydrology unless transfer of water over the catchment boundary is involved Large schemes however may signifi cantly affect the runoff and ground water recharge through local increases in evaporation and infiltration If the effect of an irrigation area within a catchment is to be simulated separate NAM catchments are defined for the irrigated area and the remaining area and a combined catchment defined to accumulate the runoff A time series of applied irrigation must be specified as a rainfall series on the timeseries page The Irrigation parameters are described below see Figure 5 9 214 MIKE 11 The NAM Rainfall runoff model 5 RRParl Modified Catchments NAM UHM SMAP Timeseries Surface Rootzone Ground Water Snow Melt Irrigation Initial Conditions Autocalibration IRR m Infiltration Parameter Infiltration rate at field capacity KO inf fi Irrigation Sources Local ground water PC_LGW 50 Local river PC_LR 50 External river PC_EXR 0 00 River name Chainage fi r Crop Coefficients and Losses I Specify crop coefficients and operational losses m Overview Figure 5 9 NAM Irrigation Include irrigation Ticked for a sub catchments with irrigation included Infiltration Parameters Infiltration rate at field capacity k0 inf
279. n of the Boundary Type and associated Data Types are described This additional information is given in the second and third split windows The content of the second split window depends on the combination of Boundary Description and Boundary Type given in the highlighted row in the Boundary Table in the upper split window The basic purpose of the second split window is to specify the necessary boundary conditions and in some cases select whether information should be specified for addi tional modules e g AD boundaries AD RR links etc The content of the third split window will again depend on the specifica tions given in the second split window The third split window deals pri marily with boundaries for the AD and ST modules Boundary conditions can be specified as either a time series TS Type or constant values If AD components are required the user can choose between additional data types as Concentration Bacteria Concentration Salinity Temperature and Undefined If a constant boundary is specified under TS Type in the second split win dow the user can select the type of data from a drop down list in the Data Type column If a time series is specified the corresponding Data Type field cannot be edited but will be updated based on the data type of the actual time series selected When the Boundary Description is Closed or the Boundary Type is Sedi ment Supply no additional data is required 176 MIKE 11 Overview
280. n point value if not default and from the horizontal values in the bridge cross sections See Figure 2 34 Use default left stagnation points When the checkbox is marked the stagnation point is set by MIKE 11 When the checkbox is unmarked the user must define the left up and down stream stagna tion points in the edit boxes Left stagnation point upstream Horizontal value X value for the left stagnation point in the upstream river cross section defined in the cross section editor Section 1 in Figure 2 27 The stagnation point to the right is found from the neighbouring opening The left stagnation point refers to a lower value of X than the right stagna tion point River Network Editor 69 River Network Editor Left stagnation point downstream Horizontal value X value for the left stagnation point in the downstream river cross section defined in the cross section editor Section 4 in Figure 2 27 The stagnation point to the right is found from the neighbouring open ing The left stagnation point refers to a lower value of X than the right stagnation point Upstream Downstream cross section cross section Left stagnation point for bridge opening Bridge opening Right stagnation point for neighbour opening Figure 2 34 Multiple openings and stagnation points Loss factor 70 MIKE 11 Tabular view Structures Edit Bridge E Geometry Loss factors
281. n size The Dsg value st dev Standard deviation in the grain size distribution Global If this box is checked the entered parameters are used globally River Name The name of the river for which the data applies Chainage The chainage of the river for which the entered data applies 7 3 Ice model This property page contains parameter information for the MIKE 11 ice module The following parameters must be specified e Active ice model e Constant cross section area Advection Dispersion Editor 313 Advection Dispersion Editor 7 4 Latitude Latent heat Specific heat of water Density of water Heat flux Ice density Air temperature Wind speed Cloudiness Visibility Cloud density Precipitation Ice thickness Ice cover Ice quality The latter three parameters can also be given local values in the grid con trol Additional output The additional output page contains check boxes which can be used to store internal model parameters in result files with the extension RES11 Mass The mass in the system Given in the units specified on the Components property page Total and total accumulated as well as grid and grid accu mulated values can be selected 314 MIKE 11 Additional output Ss Components Dispersion Init Cond Decay Boundary Cohesive ST Sediment Layers Non Cohesive ST Ice Model Additional output Total Grid Total Accumulated Grid Accumulated Mass L
282. n takes place For velocities below the critical value Particulate P will undergo sedimenta tion 9 26 Wetland Components This page offers the possibility to specify initial conditions global values only for the eight stationary variables Organic N in peat e g kg m The concentration of total N labile and stabile in uppermost part of the sediment peat i e part of the sediment core which affects the quality of the surface water Ratio of stable organic N The initial ratio of slow degradable stable organic nitrogen Organic P in peat e g kg m The concentration of total P labile and stabile in uppermost part of the sediment peat i e part of the sediment core which affects the quality of the surface water Ratio of stable organic P The initial ratio of slow degradable stable organic phosphorus Adsorbed N in peat e g kg m Initial adsorbed NH N in the sediment peat 368 MIKE 11 Wetland Components Plant N e g g N m Initial plant N biomass Plant P e g g P m Initial plant P biomass Immobile N in peat e g kg m Initial immobilised N in the sediment peat WQ BOD DO Editor 369 WQ BOD DO Editor 370 MIKE 11 SEDIMENT TRANSPORT EDITOR 371 372 MIKE 11 Ss 10 SEDIMENT TRANSPORT EDITOR The MIKE 11 non cohesive sediment transport module NST permits the computation of non cohesive sediment transport capacity morphological changes an
283. n the simulation but is displayed for the purposes of checking that the conveyance relationship is monotonously increasing with increasing water level Note that this may not be the case for closed sections or in some instances of sudden width increase in the section geometry when using the hydraulic radius option Processed Data Levels The levels dialog controls the number and method of processed data levels selection Level Selection Method There are three methods by which the levels can be selected 1 Automatic The levels are selected automatically If the resistance radius is applied the levels are selected according to variations in sec tion flow width If hydraulic radius is applied the levels are selected according to variation in the section conveyance 2 Equidistant The levels are selected with equidistant level difference 3 User defined The levels can be fully or partially selected The selected levels are entered to the levels table on the dialog If the number of defined levels is less than required by the Number of Levels specification the remaining levels will be selected automatically Minimum Level The minimum calculation level The default is the lowest point in the sec tion Maximum Level The maximum calculation level Number of Levels The desired number of calculation levels The automatic level selection method may not use the full number of level specified This will occur Cross Section Ed
284. natural very dense weed conditions and addition ally for situation where flow channels of different widths were cut in the weed Widths of 0 5 m 1 m and 2 5 m equals weed free conditions were investigated The vegetation type was Bur Reed latin Sparganium sp danish Pindsvineknop with few occurrences of Water Thyme latin Hel odea sp danish Vandpest The obtained Q h relations are presented in Fig A 1 1 Flow Resistance and Vegetation A 415 Flow Resistance and Vegetation Q h curves 0 000 0 050 0 100 0 150 0 200 0 2350 0 30 0 350 0 400 0 450 0 500 Discharge Q Natural dense weed conditions E 05 m flow channel t 1m flaw channel Weedfree conditions baseline Fig A 1 1 Q h curves determined for varying flow channel width Calculated Manning numbers Manning s M are presented in Fig A 1 2 as a function of Discharge Q From this figure it can be seen that the flow resistance in a weed filled stream can be up to 4 times larger compared to weed free conditions in the same stream Manning s M Manning s M 0 000 0 050 0 100 0 14150 0 200 0 250 0 300 0 350 0400 046 Discharge Q Natural dense weed conditions E 0 5 m flow channel 1 m flow channel Weedfree conditions baseline Fig A 1 2 Manning s M calculated as a function of Discharge Q 416 MIKE 11 Laboratory measurements using Bur Reed LA A 1 2 Laboratory measurements u
285. nd 25 m 3 s are identical to the variations observed in Kim merslev M lleb k Flow Resistance and Vegetation A 419 Ss Flow Resistance and Vegetation A 1 5 References 1 2 3 4 Bakry M F T K Gates A F Khattab Field Measured Hydraulic Resistance Characteristics in Vegetation Infested Canals Journal of Irrigation and Drainage Engineering Vol 118 No 2 1992 Hoybye J Alex Andersen Eksperimentel Unders gelse af Friktionsformler for bne Vandl b Hedeselskabet Afd for Hydrometri og Vandressourcer 1996 Experimental investigations of friction formulae for open chan nels Hedeselskabet dep for Hydrometry and Water Resources 1996 In Danish Jensen K R Unders gelse af Vandlebsvegetationens Hydrauliske Indflydelse Afgangsprojekt AUC 1992 Investigation of the influence of stream vegetation on hydraulic conditions B Sc Thesis from University of Aalborg Denmark In Danish Jensen S A B Niels Olsen Jan Pedersen Stromrender i Gredefyldte Vandl b Afgangsprojekt AUC 1990 Flow channels in weed filled streams B Sc thesis from Univer sity of Aalborg 1990 420 MIKE 11 ADDITIONAL TOOLS B 421 422 MIKE 11 Merging pfs files LEA B 1 ADDITIONAL TOOLS Apart from the catalogue of features which are accessible from the MIKE Zero interface some additional application tools also come with
286. nd Bars Initial Wind BedResist Bed Resist Toolbox Wave Approx Default Values Quasi Steady m Computational parameters Relax fs Heonv_Factor po Beta_Limit feos Min_Hconv_In_Branch feos Fac_0 25 Q_struc_Factor foo Qcony_Factor foo Hstop foo r Steady State Options J Model contraction and expansion losses I Velocity distribution coefficient based on conveyance I No suppression of convective terms Friction slope evaluation Default x m Contraction expansion coefficients Contraction fo 1 Expansion 0 3 Load branch and chainages iver ame Chainage Contraction Expansion C 0 1 03 Figure 6 1 The Quasi Steady property page 6 1 1 Computational parameters In order to optimize the convergence parameters with respect to accuracy and computational time it is recommended that the parameters be adjusted to obtain a satisfactory solution for low flow conditions This will lead to accurate results for higher flow conditions as well The optimization is carried out by running the hydrodynamic model for constant low flow conditions until steady conditions are obtained These results can then be compared with those obtained using the quasi steady model It is emphasized that the parameters are model specific i e each model setup and associated flow condition requires individual parameter optimization Relax Weighting parameter used in the quasi steady solutio
287. nd transport rate of each fraction can be stored in the result file by setting a check mark in the Save fraction val ues and Save sed transport each fraction check boxes If the result file is to be used as a hot start file the values must be saved Global and local values can be specified An example of defining 4 fractions global defined fractions only is shown in Figure 10 5 ST Riverl ST11 Bika Sediment Grain Diameter Transport Model Calibration Factors Data for Graded ST Preset Distribution of Sediment in Nodes Passive Branches Global Data Min depth of active layer fo 1 Init depth of passive layer fi Tl Shielding of particles IV Save sed transport each fraction Save fraction values V Active layer IV Pasive layer Frac Fraction Value Diameter Active Chainage Layer 1 000000 25 000000 10 000000 ffy 1 500000 30 000000 25 000000 ffy 2 300000 25 000000 30 000000 fiv 4 3 000000 20 000000 35 000000 fiv Figure 10 5 Example of specifying Graded ST data 4 fractions Sediment Transport Editor 383 a os Sediment Transport Editor 10 5 Preset distribution of sediment in nodes The default distribution at a node is carried out according to the ratio of flow discharges An alternative distribution can be specified on this prop erty page by providing the coefficients and the exponents K and n values in the following re
288. nd with b B 1 and all intermediate values of b B must be monotonically increasing If the table does not meet this criteria a warning is issued and the default settings are used Note To define the first line in the table click the b B bar in the upper half of the page Thereafter press the lt TAB gt button and a new line will be present in the grid in the upper part of the page Independent Veg Zones f The mixing coefficients at a water water boundary at an independent veg etation panel and a normal panel Expansion Contraction f The mixing coefficients at a water water boundary at a dead water inter face The river name and location chainage is displayed here 6 13 3 Water amp Vegetation The mixing coefficients at water vegetation boundaries are set here Independent Vegetation Zones Mixing coefficient at independent vegetation zones Vegetation Zones adjacent to levee Mixing coefficient at vegetation zones adjacent to levee 294 MIKE 11 W L Incr Curve Ss 6 14 W L Incr Curve a 6 14 1 General Used only in conjunction with the Quasi Two Dimensional Steady State vegetation module This menu is used for setting the parameters which are used for determining the increment of the water level due to the presence of river curvature The tab is illustrated in Figure 6 15 with all the different features all of which are described below 7 HDParl HD11 Bek Quasi Steady WaterL
289. nd zone classifications according to the alignment line informa tion in the network editor Corresponds to the button called Update Zone Classification in the raw data dialog e Include existing interpolated cross sections in interpolation This box should not be ticked in case the linear interpolations are to be based on the original data only 152 MIKE 11 Raw data View Ss 3 1 3 The Cross section pull down menu Info When the cross section editor is active the cross section pull down menu may be activated This menu has two items This simply gives an overview of data in the cross section data base e Number of Rivers e Number of Topo IDs e Number of cross sections in actual Topo ID e Number of X Z in actual profile Apply to all sections This option activates a dialog with a number of options To change any of the below please tick the respective change tick box Raw data Radius Type The user can choose to change the radius type of all cross sections in the set up Raw data Datum The global datum can be changed here Raw data Section Divide A global level of division can be set here Raw data Resistance Type The global resistance type may be changed using this facility Processed data Level selection method The global settings for the selection of the water levels used for calculat ing the processed data may be set here Processed data Number of levels The global numb
290. ned factor This factor can be both positive and negative The sum of Q can be expressed as i n sum of Q fac Q 2 3 i l n is the number of discharges to sum fac the factor to be multiplied with the ith discharge Q Factor This corresponds to fac in eqn 2 3 Type This holds the type of discharge to add Discharge in grid point A discharge in a grid point is selected Structure discharge The discharge in a structure is selected Note that this is not the same since you can have several structures in the same grid point Branch The name of the branch with the grid point structure from which the discharge should be taken River Network Editor 101 LEA River Network Editor Chainage The chainage of the grid point structure Struc Name In case Structure Discharge has been chosen as the type the structure ID must be given here 2 3 7 Dambreak Str General Most dambreak setups consist of a single or several channels a reservoir the dam structure and perhaps auxiliary dam structures such as spillways bottom outlets etc Further downstream the river may be crossed by bridges culverts etc It is important to describe the river setup accurately in order to obtain reasonable results There is no limit to the number of dam structures in a MIKE 11 model River channel setup Setting up the river channel description in the cross section data base is the same for dambreak models as it
291. needed and also requires information about the type of sediment transport included in the computations single or multiple graded sediment frac tions In figure 4 25 data for only one sediment fraction is needed and the relevant time series is assigned in the second split window 190 MIKE 11 Overview of the Boundary File ia 2nd oeeononon _ Boundary Type rene Nome chen Cama one Bode r Open Sediment Transport eee aua Source Sediment Transport Data Type Sediment Transport Total C Sediment Transport Fractional eme e e e Figure 4 25 Specification of a sediment inflow boundary for a single sediment fraction total transport Figure 4 26 shows the layout of the boundary file for a graded sediment model boundary The third split window now prompts the user for fraction numbers The fraction numbers refer to the different fractions defined in the Sediment Transport Editor Sediment inflow boundaries either total or graded sediment can also be specified as point source inflows EM bnd4 9 bnd11 Er ol x m Boundary Description Boundary Type Sediment Transport S Point Source Sediment Transport Data Type Sediment Transport Total Sediment Transport Fractional Type Fraction Data Fraction Ho Data Type TS Type File ove eme Info 1 Seditment Transport Fractional Sediment tran TS File 2___ Seditment Tra
292. nel2 and Channel3 User defined width of the respective channels Angle 1 and Angle 2 The direction angle of channel and 2 with respect to channel 3 Distance along channel 3 D The distance along channel 3 at which the local water depth should be used for the determination of the water level in the downstream points of channel and 2 Tabular view Structures A number of structures such as weirs culverts bridges etc may be imple mented in a simulation Structures except pumps with external outlet are situated at O points The flow over most of the structures is modelled using the energy equation so that local head losses can be incorporated The effect of the bed friction is not taken into account thus it is recom mended that the points up and downstream are situated close to the structure 50 MIKE 11 Tabular view Structures LAA 2 3 1 Weirs Broad Crested Weir None Chain mw te Yawe m Rivera 250 Broad Crested weir None SO Figure 2 19 The weir property page Location River Name Name ofthe river branch in which the weir is located Chainage Chainage at which the weir is located ID String identification of the weir It is used to identify the weir if there are multiple structures at the same location It is recom mended always to give the weir an ID Attributes Type Broad Crested Weir The calculation of Q A relations assumes critical flow at the cre
293. ner ated snow melt is retained in the snow storage as liquid water until the total amount of liquid water exceeds this water retention capacity When the air temperature is below the base temperature TO the liquid water of the snow re freezes with rate Csnow Rainfall Runoff Editor 213 Rainfall Runoff Editor 5 2 4 Irrigation Dry temperature correction wet temperature correction and correction of precipitation in the zone can be specified manually or calculated automat ically as defined above SwA P Number of elevation zones 10 Reference level for temperature station fo ooo M Diy temperature lapse rate Calculate foc 12 SKAWA_LO M Wet temperature lapse rate Calculate fos Reference level for precipitation station ft T Correction of precipitation Elevation 450 550 jeso 750 eso 950 1 05e 1 15e Area 15 96 69 32 146 92 102 05 56 46 36 01 186 11 92 829 93 Min storage for full coverage 100 fioo foo fioo foo foo foo fioo fioo fioo Max storage in zone 1e 004 1e 004 1e 004 1e 004 1e 004 1e 004 1e 004 1e 004 1e 004 1e 004 Max water retained in snow fo o o bpb o p o o o o Dry temperature correction joos 054 114 174 234 294 354 414 474 5 94 Wet temperature correction 004 036 076 116 156 1 96 236 276_ 316 3 96 Cotrection of precipitation o o o b o o o 0 0 Figure 5 8 NAM Snow Melt Elevatio
294. nsport Fractional 2 Sediment tran TS File Figure 4 26 Specification of a sediment inflow boundary for graded sediment transport The Bottom level Boundary Bottom level river bed level boundaries can be specified in conjunction with the sediment transport model at Open boundaries only Figure 4 27 shows the layout for a Bottom Level Boundary In the second split win Boundary Editor 191 a os Boundary Editor dow the user specifies whether the boundary data are the absolute bottom level or the change in bottom level The time series for both types are specified in the second split window If the data is selected as change in bottom level the absolute bottom level is calculated during the simulation based its initial value If the Bottom Level Boundary Type is used in combination with a graded sediment model it is necessary to specify the relative amount of the differ ent sediment fractions This is done in the third split window As indicated in figure 4 10 it is possible to select between Fraction Value or Change in Fraction Value This is done in the Type Fraction data column If the Change in Fraction Value is set to zero the initial distribution of the sediment fractions will apply throughout the entire simulation EM bnd4 10 bnd11 FEE nua esi Boone Tyee Open Bottom Level Data Type Bottom Level Change in bottom esses renee merve vem a Bottom level c
295. nt This is the case for all tidal flow situations and in river systems where the water surface slope the bed slope and the bed resistance forces are small The high order fully dynamic flow description contains specific high order and upstream centred friction terms in the momentum equation This Hydrodynamic Editor 283 oa Hydrodynamic Editor modification allows simulations to be performed at longer time steps than the fully dynamic description 6 9 2 Diffusive Wave The diffusive wave description is a simplification of the full dynamic solution and assumes that there are no inertial forces i e the inertial terms are dropped from the momentum equation It is suitable for backwater analysis slow propagating flood waves and for cases where the bed resist ance forces dominates It is not suitable for tidal flows 6 9 3 Kinematic Wave The kinematic wave approach assumes a balance between the friction and gravity forces on the flow The description is suitable for relatively steep rivers without backwater effects 6 10 Default values Mix Coef W L Incr Curves W L Incr Sand Bars Quasi Steady Add Output Flood Plain Resist User Def Marks Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values m Computation Scheme Delta fo Zeta Min 0 1 Delhs joo Struc Fac 0 Delh fo 1 Inter Max 10 Alpha fi Nolter fi Theta fi MazlterSteady 1100 Eps fo 00
296. nt Two degree day approaches can be applied a simple lumped calculation or a more advanced distributed approach allowing the user to specify a number of elevation zones within a catchment with sepa rate snow melt parameters temperature and precipitation input for each zone The simple degree day approach uses only the two overall parameters a constant degree day coefficient and a base temperature The Snow melt module uses a temperature input time series usually mean daily temperature which is specified on the Timeseries page The Snow Melt parameters are described below see Figure 5 7 210 MIKE 11 The NAM Rainfall runoff model Skawa RR11 Modified Catchments NAM UHM SMAP Timeseries Surface Roatzone Ground Water Snow Melt Irrigation Initial Conditions Autocalibration SKAWA_UPP r Overall Parameters Constant Degree day coefficient Csnow E Base temperature snow rain To fo Elevation Zones DM Delineation of catchment into elevation zones Edit Zones r Extended Component I Seasonal variation of Csnow M Spec jn timesenes EqtSeasorel T Radiation coefficient Radiation file on timeseries page 7 3 I Rainfall degree day coefficient 0 Overview Figure 5 7 NAM Snow Melt Include Snow melt Ticked for a sub catchments with snow melt included Overall Parameters Constant Degree day coefficient Csnow The content of the snow st
297. nterface On the Reach lengths page the user specifies the reach lengths of the left and the right overflow banks in the downstream direction increasing chainage Note that the reach lengths are to be specified at all cross sec tion locations except for the cross section with the highest chainage in a branch the area downstream of such sections is either a node junction or beyond the model area The reach lengths are defined as the distances to the next downstream cross section next chainage Please refer to fig 1 below As an aid to the user the Load branch and chainages button will populate the table with all rivers and h point locations Please note that the functionality of this button is only available if the simulation file is open and the data from the cross section and network editors are accessible Since the use of reach lengths is based on raw data the method requires that there exist cross sections at all h points in the grid If this is not the case please insert cross sections or increase max dx in the network editor to avoid the code generating interpolated h points at run time The grid generating function in the network editor can be used to check whether cross sections are present at all h points River thalweg with direction of increasing chainage indicated Xari Xa Figure 6 2 Reach length definition The reach lengths to be specified at cross section with chainage X is shown in Figure 6 2 The reach
298. ntroduced in 1999 to replace the previous Flood Studies Report FSR methods for flood estimation in the UK The FEH comes in 5 volume with 2 associated software products The FEH set comprises 1 Overview 2 Rainfall Frequency Estimation 3 Statistical Procedures for Flood Frequency estimation 4 Restatement and application of the Flood Studies Report rainfall runoff method 5 Catchment Descriptors The implementation of MIKE FEH is mainly concerned with Vol 4 5 6 2 Methods for hydrograph Generation The following methods for computing a hydrograph have been incorpo rated into MIKE FEH i Generation of a T year event Chapter 3 of the FEH handbook ii Generation of a Probable Maximum Flood PMF Chapter 4 of the FEH handbook iii Generation of an observed Flood Event Chapter 5 of the FEH hand book 5 6 3 T Year Event The steps described below are used to compute a T Year hydrograph Rainfall Runoff Editor 231 LA Rainfall Runoff Editor 232 MIKE 11 Flood Estimation Handbook FEH oa Table 5 1 T Year event Step Input Computation Reference 1 The catchment in question is iden Vol 5 Chap tified from the FEH CD ROM and 7 the catchment descriptors exported to CSV formatThe main descrip tors are AREA catchment area km2 DPLBAR mean drainage path length km DPSBAR mean drainage path slope m km PROPWET proportion of time when Soil Moisture Deficit SMD
299. nts from another danish stream Simested Flow Resistance and Vegetation A 417 Flow Resistance and Vegetation A was unsuccessful Application of eq A 1 1 is however supported by Bakry 1 where statistics have been made on 12 cross sections with drowned weed that is weed which primarily gets its nourishment from the water and therefore is not limited to the area near the stream banks In this series of investigations it was found that in case the weed is limited to the banks only it is suitable to use the following expression n aD A 1 2 where a and b are coefficients as described for equation A 1 1 and D is the hydraulic depth calculated from _A D A 1 3 where A is the flow area and B is the width of the section at water surface It should be noted that eq A 1 1 depends significantly on the flow velocity compared to eq A 1 2 This reflects the fact that weed along banks non drowned is less liable to lie down due to high flow velocities than fully drowned weed A 1 3 Experiments in Kimmeslev M lleb k H ybye et al 2 describes how Q h curves have been determined in a danish stream named Kimmerslev M lleb k for both a winter and a summer situation These situations are practically identical to periods with no weed in the stream and periods with very dense vegetation present in the stream In the summer situation the weed is primarily bank vegetation and to a smaller ext
300. o not need AD specifications as they not are transported in the water phase stationary variables Initial condi tions however must be specified see 9 24 The stationary variables are 364 MIKE 11 Wetland General Ss PLANT N The plant biomass per area expressed in nitrogen The concentration of fast degradable labile LABILE ORG N organic matter per volume sediment peat expressed in nitrogen The concentration of slow degradable stabile STABILE ORG N organic matter per volume sediment peat expressed in nitrogen The concentration of adsorbed ammonia in peat eee per volume sediment peat IMMOBILE N The concentration of microbial immobile nitro gen in peat per volume sediment peat PLANTP The plant biomass per area expressed in phospho rous The concentration of fast degradable labile LABILE ORG P organic matter per volume sediment peat expressed in phosphorous The concentration of slow degradable stabile STABILE ORG P organic matter per volume sediment peat expressed in phosphorous In the lt file gt WQ4Add res11 additional output file you will find the simu lated value of these eight stationary variables together with miscellaneous aggregated values 9 23 Wetland General This page offers the possibility to include wetland processes for selected branches and to define some general parameters Sediment thickness An empirical parameter for the relative influence of sediment peat proc esses ads
301. o standard profiles summer or winter Observed Antecedent Catchment Wetness Index CWI The CWI calculation is based on the observed rainfall record in the 5 days prior to the start of the event and the observed soil moisture deficit SMD The procedure is described in detail in Vol 4 Appendix A section A 4 2 SMD is defined by the user Subsequently CWI is computed by MIKE FEH 5 6 6 Results The user may set the origin of the time axis of all the result files computed in MIKE FEH This may be desirable if a hydraulic analysis using MIKE 11 HD is to be done afterwards The results include 1 The design storm profile as interpreted by MIKE FEH 2 The unit hydrograph profile used to compute the hydrograph 238 MIKE 11 DRiFt Ss 5 6 7 5 6 8 5 7 5 7 1 Validation Log Files DRiFt 3 The computed hydrograph If for a T Year event multiple return periods have been specified the result files contain multiple columns one column for each event Once the user presses the Compute button on the Results page MIKE FEH starts the validation of the provided input If the input is accepted the model proceeds otherwise the validation error messages are shown in the interface An excerpt of the input and the intermediate results are found in a text with the extension log The file is located in the directory of the RR11 file In the interface the user may indicate for each catchment whether or not a
302. oad Following transport models are available e Engelund Hansen Total load e Ackers White Total load e Smart Jaeggi Total load e Engelund Fredsge Bed load and Suspended load e Van Rijn Bed load and Suspended load e Meyer Peter and Muller Bed load e Sato Kikkawa and Ashida Bed load e Ashida and Michiue Model Bed load and Suspended load e Lane Kalinske Suspended load All of the transport models can be used for both explicit and morphologi cal mode computations 374 MIKE 11 Sediment grain diameter oa No general guidelines can be given for the preference of one model over another as the applicability of each depends on a number of factors Fur ther details can be found by consulting the NST Reference Manual Sediment transport is a highly non linear function of the flow velocity Depending on the model used the transport is proportional to the velocity raised to the 3rd or 4th power Instabilities may occur in certain cases even when the hydrodynamic computation is stable Special care must be taken in the determination of initial conditions and time step selection to avoid instability problems Features and usage of the ST Parameter Editor pages are described below 10 1 Sediment grain diameter Sediment grain diameter s and standard deviation s of grain size to be used in the sediment computations are specified in this page The grain diameter and standard deviation may be specified as be
303. obtained economically in terms of computer time using this mode The explicit sediment transport mode is active if the check box Calcula tion of Bottom Level is un checked in the Transport model page Sediment Transport Editor 373 a os Sediment Transport Editor The morphological mode Sediment transport computations made in the morphological mode are made in parallel with the hydrodynamic computations The morphological mode is activated through the Transport model tab page by activating the check box Calculation of Bottom Level The sediment transport is cal culated in time and space as an explicit function of the corresponding val ues of the hydrodynamic parameters calculated in tandem The sediment transport module solves the sediment continuity equation and determines the updating of bed resistance transport rates bed level changes and dune dimensions depending on the transport relationship adopted so that changes in flow resistance and hydraulic geometry due to the sediment transport can be included in the hydrodynamic computations The morphological simulation mode requires considerably more computa tion time than the explicit mode but is more representative of the dynamic alluvial processes 10 0 2 The transport models A variety of transport models are available Some of the transport models determines the total sediment transport and others distinguish between bed load and suspended l
304. odified of x Graphical Symbols not rotated 20000 40000 20000 40000 Figure 2 9 _ Illustration of Rotate Symbols feature in MIKE 11 Network Editor Cross section chainage correction This switch may be used if chainage corrections should be drawn 38 MIKE 11 Tabular view Network oe Select and edit Network Settings M M M M M M Figure 2 10 The Select and Edit property page Here the user specifies which editors are to be included when using the Select amp Edit tool Font Here it is possible to select the font used in the graphical view 2 2 Tabular view Network The tabular view gives an overview of branches structures rainfall catch ments etc 2 2 1 Points The position of the points in the network may edited here The dialog is shown in Figure 2 11 River Network Editor 39 River Network Editor Definitions Attributes m Definitions _ p Attributes Coordinate Y Coordinate Branch RIVER 1 Chainage fo 25400 20810 Chainage Type User Defined Type Defaut f M Overview User Defined 28100 34050 RIVER 1 System Defined 82 481232 Default 30810 37290 RIVER 1 System Defined 165 0878 Default 33510 41080 IRIVER 1 System Defined 256 09307 Default 36210 45400 RIVER 1 System Defined 355 72194 Default 38910 48640 RIVER 1 System Defined 438 20317 Default 41620 51350 RIVER 1
305. ohesive Multi Layer Cohesive and Non Cohesive Layers Only available when Component is chosen as a Multi Layer Cohesive component The user can select between Upper Middle and Lower repre senting the three layers in the Multi Layer Cohesive model Parameters must be specified for each of the layers Table Only applicable for Multi Layer model components Instead of giving the initial conditions in Height p 311 a more detailed initial condition can be specified using a width Height table see Parameters p 311 310 MIKE 11 Sediment layers Ss Height Although the header says Height the initial data should be entered as vol ume of sediment per length of river In order to convert this initial data into an amount MIKE 11 uses the porosity and the relative density speci fied in the Non cohesive ST p 3 2 property page Density The density of the layer Pot fac Initial amount of BOD attached to the sediment Only applicable for a Sin gle Layer component Global If this box is checked the entered parameters are used globally River Name The name of the river for which the data applies Chainage The chainage of the river for which the entered data applies Parameters For multi layer components a volume width relation can be entered The width in this relation is the width of the cross section the volume is the volume of sediment per length of the river It is hereby possible to vary the thickn
306. olumn Used to distribute the incoming solar radiation over the different layers Hydrodynamic Editor 299 oa Hydrodynamic Editor Constant in Beer s law The incoming solar radiation is distributed over the layers by use of the following formula I E ac 4 B exp a D z 6 3 tot where J is the solar radiation B is constant in Beer s law D z is dis tance from surface and a is light absorption Radiation Parameter A Daily radiation under cloudy skies is determined by HA _ n T TARA 6 4 where n is sunshine hours and N is the day length Radiation Parameter B See above Vaporization Parameter 4 Vaporative heat loss is determined by qe LCA BWy Qy Q 6 5 where L is latent heat of vaporization C is the moisture coefficient W gt is the wind speed 2 m above surface Q is the vapor density close to the sur face and Q is the vapor density close to the surface Vaporization Parameter B See above 6 17 Stratification The property page used for setting up stratified flow simulations is illus trated in Figure 6 18 300 MIKE 11 Stratification LEA M Figure 6 18 The stratification property page Note that if stratified flow is to be simulated then the specific branch must be defined as being stratified The information needed for the stratified branches are No of layers Number of layers in the stratified branches The same number of layers is
307. on of MIKE 12 boundaries The user must define if it is valid for the top layer or the bottom layer Copying Point Source Boundaries In order to assist the user in the creation of a boundary file containing many point sources a tool Copy Paste Boundary Condition has been implemented under Tools in the top menu bar Note that the boundary to be copied must be highlighted This facility works only for Point Sources when both the Mike 12 and the AD RR boxes are unchecked 194 MIKE 11 Tools Ss 4 3 4 When this option is selected a dialog appears see figure 4 32 This dialog reflects a HD point source with a location branch name and chainage a boundary ID and a discharge boundary In this dialog each row represents a new boundary The user specifies the branch name and chainage for the new boundary in the first two columns and optionally the boundary ID The last two columns with the common header Discharge are used to specify the discharge If they are left empty the same discharge boundary will be used for the new boundaries If the new boundaries should use other discharges the necessary information is entered here If constant val ues are requested only the File Value edit field should be filled out The dialog can also be filled by copying data from an Excel spreadsheet When the dialog is closed the user is asked if the new boundaries should be pasted into the boundary editor EM bnd4 22 bnd1 1 2 Modifi
308. on of dissolved organic matter suspended organic matter and sedimented organic matter respectively All three values have the unit g NH4 N gBOD In the fourth field the uptake by the plants of ammonia nitrogen relative to the net photosynthesis photosynthesis respiration at the maximum rate of photosynthesis is specified The unit is g NH4 N uptaken g O3 released In the last field the uptake of ammonia nitrogen by bacteria must be spec ified relative to their uptake of oxygen The unit is g NH4 N uptaken g O3 used In summary First field Global value for the release of ammonia at BOD dissolved decay g NH4 N g O32 Second field Global value for the release of ammonia at BOD suspended decay g NH4 N g O2 Third field Global value for the release of ammonia at BOD bed decay g NH4 N g O2 Fourth field Global value for the uptake of ammonia in plants proportional to the net photosynthesis g NH4 N g O2 WQ BOD DO Editor 349 WQ BOD DO Editor Fifth field Global value for the ammonia uptake in bacteria proportional to their deg radation of BOD g NH4 N g O3 The global values will be used by the WQ module throughout the river system Local values can be given for specific locations 9 10 Nitrification This property page offers possibility to add and edit nitrification related data There are four parameters related to nitrification Select either n 1 for an ordinary 1st order reaction or n
309. on or modification to MIKE11 When activated the user defined structure will access a DLL Dynamic Link Library written by the user The Network Editor interface contains a number of variables that can be used in the DLL In addition the DLL can access any variable in MIKE11 through several records MIKE11 is written in PASCAL using Borland DELPHI Any code written must be compatible with the compiled unit files DCU provided The eas iest way to ensure this is to have Delphi and write your programs in PAS CAL For more information see the Reference Manual 110 MIKE 11 Tabular view Structures 2 3 10 Tabulated Structure m Details River name Number of columns fa Chainage Number of rows fa Structure ID Water level datum fo Calculation Mode Q ffhU S hD S Discharge factor fi m Overview Discharge Ai ee ESS eee pcm 1 Q f h US h O Figure 2 59 The Tabulated Structure property dialog The Tabulated Structure property page is used for defining a structure reg ulated by a user defined relation between the discharge through the struc ture and the up and downstream water level The relation is defined in a table The property page consists of a number of dialog boxes see Figure 2 59 whose functionality is described below Details River Name Name of the river branch in which the structure is located Chainage Chainage at which the structure is
310. onents in the total water balance for a catchment Figure 5 31 shows an example on the content of summarised output SIMULATED PERIOD From 1991 1 1 12 68 To 1997 16 31 6 66 TIMESTEP 12 66 HOURS Accumulated values in mm Catchment SKAWA_UPP Area 474 89 km2 a E E a aae a ee ee Period Q obs Q sim diff Rainfall PotEvap ActEvap SESS rt rere gece E E Se a E Se 1991 1 1 1992 1 1 418 2 482 6 15 4 1689 1 551 6 529 1 19927 1 1 19937 1 1 408 7 391 3 4 3 825 6 671 5 488 1 19937 1 1 19947 1 1 331 3 316 8 4 4 771 8 660 1 562 9 1994 17 1 19957 1 1 458 4 412 6 10 0 985 1 656 3 540 8 1995 1 1 1996 1 1 470 3 421 9 10 3 944 8 539 5 496 0 1996 1 1 1997 1 1 653 8 685 3 4 8 1127 7 467 5 454 7 19977 1 7 1 1997710731 536 5 550 4 2 1631 5 519 3 491 3 BA e EEE gossa dhonn AA erer A A o gea ENE Eo rara EA Ai sora BR A i 19917 17 1 1997 16 31 3277 3 3260 9 6 5 6775 6 4665 9 3502 1 SSS ISS So A Sg OTE Figure 5 31 Example of contents of summarised output from a NAM catchment with observed discharge included Calibration Plot A calibration plot will automatically be prepared for catchments where the time series for observed discharge have been specified on the Time series Page and the selection of calibration plot has been ticked off on the catchment page The calibration can be loaded from the Plot composed 260 MIKE 11 Result Presentation Ss and is s
311. ons for the DRiFt model comprises the SCS Antecedent Moisture Content The SCS AMC value is specified in the DRiFt Initial Conditions page see Figure 5 20 DRiFt 1 RR11 Catchments Wal UHM SMAP Urban FEH DRIFt Timeseries Surface flow Initial Conditions Rainfall DRIFT CAT r Surface and Rootzone SCS Antecedent Moisture Content TYPE ll x leaf m Overview Figure 5 20 DRiFt Initial Conditions page SCS Antecedent Moisture content The antecedent moisture content can be defined as either a constant value all over the catchment or a distributed value defined in a dfs2 file Only 242 MIKE 11 DRiFt LEA theree values are allowed Type I dry condition Type II normal condi tion and Type II wet condition Default option is to use a constant value If however a distributed AMC value is required then activate the Distributed SCS Antecedent Moisture Content tick mark and select an AMC dfs2 file by use of the browse but ton AMC dfs2 file must be constructed assigning to each cell numeric values 1 2 or 3 corresponding to Type I II or HI 5 7 3 Rainfall The input for the rainfall runoff simulation is supplied as rainfall or pre cipitation data Rainfall data can be specified either as a constant value as a timeseries or as a time varying distributed rainfall pattern The rainfall input is defined in the DRiFt Rainfall page see Figur
312. ontains the chainage of the target point Name Target Point 1 This field is used only when Target Type equals Gate Level or Q Structure Then this field holds the structure ID of the relevant structure Comp No Target Point 1 This field is used only when Target Type equals Concentration Then this field holds the number of the relevant component Branch Target Point 2 This field is only used if the Target Type equals dH H H2 or dQ Q Q2 Then this field holds the name of the branch in which the H or Q should be found Chainage Target Point 2 This field is only used if the Target Type equals dH H H2 or dQ Q Q2 Then this field holds the name of the chainage of the H or Q point Sum of Q for Target Point button This button is only activated if Tar get Type is chosen as Sum_Q How to enter the necessary data in this case is described in Sum of Discharges p 101 Time Series File This field holds information about the relevant time series file in case that the Control Type is chosen as Time If the button to the right of this field is pressed it is possible to browse for the file At the same time the relevant item in the time series file can be selected Time Series Item This fields hold the name of the item chosen in the time series file that are selected in the Time Series File field Iteration PID PID Section Here the necessary data i
313. onvective accelera tion term of the momentum equation Eps The water surface slope used in the diffusive wave approximation If the water surface slope becomes greater than EPS the computational scheme will become fully forwarded upstream The parameter can be used to con trol the stability of the computation Dh node Not used Zeta min The minimum head loss coefficient allowed in the computation of flow over structures Struc Fac Not used Hydrodynamic Editor 285 Hydrodynamic Editor 6 10 2 Switches Max Iter Inter1Max The maximum number of iterations permitted at each time step to obtain a solution at a structure Number of Iter Nolter The number of iterations at each time step generally 0 1 or 2 Max Iter Steady The maximum number of iterations used to obtain a steady state water level profile at the start of a simulation Only used when the initial condi tions for the simulation are either steady or steady parameter If the simulation type is Quasi steady then the parameter is used at each time step Froude Max and Froude Exp Froude Max is the parameter a in the enhanced formulation of the sup pression term applied to the convective acceleration term in the momen tum equation Similarly Froude Exp is the parameter b in the enhanced formulation By default the values are 1 indicating that the traditional formulation is used For situations with hig
314. oordinates from the profile Closed section Text line Closed section If this text line does not occur the section will be taken as open Radius formulation Text line Radius type Numerical line 0 0 Resistance radius 1 Hydraulic radius using effective area 2 Hydraulic radius using total area The default is 0 Resistance radius except for closed sections where the default is 2 x z coordinates Text line Profile Numerical lines At least three lines containing corresponding values of x and z and optionally the relative resistance and or markers If the relative resistance is omitted 1 0 will be used The x values must always be increasing except for a closed section e End ofa cross section Cross Section Editor 161 Cross Section Editor Text line 875 8 2 28 3 ak ak ak ak ak ak ak ak ak ak ak ak ak ak ae ak ake ak fe ie ae Small or capital letters can be used It is optional to specify the above information except the x z coordinates profile There are no limits on the number of cross sections allowed in the text file Numbers can be entered in a free format i e with any number of decimal places If there is an error in the text file the loading will be terminated and infor mation will be given regarding the erroneous line If data for a particular cross section already exists in the data base the data in the text file will be ignored Selecting File gt Import gt Import Raw
315. orage melts at a rate defined by the degree day coefficient multiplied with the temperature deficit above the Base Temper ature Typical values for Csnow is 2 4 mm day C Base Temperature snow rain TO The precipitation is retained in the snow storage only if the temperature is below the Base Temperature whereas it is by passed to the surface storage U in situations with higher temperatures The Base Temperature is usu ally at or near zero degree C Rainfall Runoff Editor 211 Ss Rainfall Runoff Editor Extended Snow Melt Component Seasonal variation of Csnow May be introduced when the degree day factor is assumed to vary over the year Variation of Csnow may be specified in a time series input file or given as monthly values in mm day C by clicking Edit Seasonal Radiation coefficient May be introduced when time series data for incoming radiation is availa ble The timeseries input file is specified separately on the time series page The total snow melt is calculated as a contribution from the tradi tional snow melt approach based on Csnow representing the convective term plus a term based on the radiation Rainfall degree day coefficient May be introduced when the melting effect from the advective heat trans ferred to the snow pack by rainfall is significant This effect is represented in the snow module as a linear function of the precipitation multiplied by the rainfall degree coefficient and the temper
316. orption and immobilisation of NH4 N on the water quality The sediment peat processes calculated per volume sediment peat will be cor rected for the specified sediment thickness The parameter can be inter preted as the mean depth for the horizontal surface water flow through the peat Depth when completely flooded A parameter for the highest point of the wetland area relative to the sur face water level If the value is zero then the surface water always covers the wetland area 100 regardless of the actual water level whereas a WQ BOD DO Editor 365 WQ BOD DO Editor value greater than zero means that the coverage will be less than 100 if the actual water level is greater than the value of the parameter The actual coverage will be calculated during the simulation The coverage deter mines the impact of the biological processes on N and P concentration e g 50 coverage imply 50 impact etc In the model hilly wetland areas will thus have a low influence on the water quality compared to a more flat area if the same amount of water is flowing through the wet land Temperature coefficient The value of teta in the Arrhenius temperature function see 9 3 The same function is used for all temperature dependant processes in the model Activating WETLAND processes see Integration with WQ 9 24 Wetland Nitrogen This page offers the possibility to specify parameters for wetland nitrogen processes all applied glob
317. oss Add Output Flood Plain Resist Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values User Def Marks Mix Coef W L Incr Curves W L Inct SandBars r General Load Branch amp Chainage m System Definition T Average Range T Curvature Radius T Water Surface width IV Velocity 9 000000 0 0 000000 0 000000 o 0 000000 2320706 00 0 000000 1000 000000 0 0 000000 2287874 26 0 000000 Figure 6 15 Water level increment due to curves Enabling water level increment due to curves If the effect of the river curvature on the water level is to be included in the calculations this box should ticked Load Branch and Chainage button This button activates a window with three choices e Load the Branch and Chainage from Cross Section editor Hydrodynamic Editor 295 Hydrodynamic Editor w e Load the Branch Chainage and Radius from Cross Section editor and Network Editor e Load the Branch Chainage Radius and Channel Width from Cross Section editor and Network Editor Tick the appropriate choice and click OK Important To successfully activate the second or third choice Radius Radius and Width it is required that the network file is open If the NWK11 file is not open then go to the Simulation Editor Input page and press the Edit button to open the network file Thereafter it is possible to extract the Ra
318. oss contraction loss and expansion loss Overview table Contains information on all kinds of energy losses applied at each Energy Loss point within the river network Tabular view Routing Routing is a simplified hydraulic calculation Normally simulation of how a flood wave or a hydrograph propagates along a branch is based on solv ing the St Venant equations This requires cross section information how ever if such is not available routing may be an alternative There are no water levels calculated in routing branches and what routing does is trans forming a hydrograph i e Using the inflow hydrograph at the upstream end of a branch provided either as a boundary condition or coming from the upstream node of the branch as input routing calculates the outflow 114 MIKE 11 Tabular view Routing Ss hydrograph Typically a routing element represents a reach of a river or a flood control device such as a reservoir or a hydraulic control structure To allow for the insertion of routing components into a branch the branch type must be set to Routing See section 2 2 2 Branches p 41 Any number and combination of routing components are allowed If no routing components are inserted in a routing branch the outflow will equal the inflow The order of the routing components are determined by the chainage of the components However additional inflow can also be added as the runoff from a catchment A routing com
319. oundaries can be deleted as follows 1 Press the Delete Boundary icon 2 Click on the actual boundary to be deleted 3 Press the delete button Testing catchment After having prepared the catchment boundaries the Test fill catchment icon can be used to test the validity of the digitized catchment poly gons Create Polygons Catchments are created within the Rainfall Runoff Editor using the Cre ate Polygon Catchments icon after having digitized the catchment boundaries Each catchment will be created in the Rainfall Runoff Editor including automatic calculation of the area Catchment names can be mod ified in the Rainfall Runoff Editor 5 10 5 Inserting Rainfall Stations Defining Stations New rainfall stations are created with the Create New Stations icon Click in the Basin View on the Station Location and use the Edit Station dialog to select the time series and select the name for the Rain fall station see Figure 5 29 Rainfall Runoff Editor 257 Ss Rainfall Runoff Editor r File Selection File name CAMikeZero Skawalp dis0 ancel Item number fi By Item name 5569 Location coordinates X 1393550 Y 5527000 Station Name 36563 Number F Precipitation Figure 5 29 Edit Station Dialog Deleting Stations Rainfall stations are deleted from the Basin View as follows 1 Press the default mode i
320. ource Inflow Include HD calculation Include AD boundaries DAD RR OMike 12 oss oes bo re vane Tis component ete tore Eepe ren ove f msie feesie retor Concentra TS File Concentra TS File Concentra TS File Figure 4 34 AD point source where the second component is reduce with 20 percent An additional tool is available to quickly change scale factors The Change Scale Factors tool is found under Tools in the top menu bar when the first split window is active Note that this tool works for point sources of the inflow type only The dialog is shown in figure 4 30 The user specifies the branch name and chainage interval to which the change in scale factor s applies Leaving the branch name blank corre sponds to selecting all branches but the chainage interval must still be specified A new scale factor for the discharge boundary can be entered in the appropriate field If this is left blank no changes will take place For AD boundaries the scale factor of individual components can be changed If the component number is left blank the new scale factor will be applied to all components The new scale factor for the AD components must be entered if left blank the scale factor will not be changed 196 MIKE 11 Tools LAA x xl Boundary Description Point Source Boundary Type Inflow Branch Name gt za a From Chainage pooo To Chainage pooo New Discharge Scale Facto
321. parameters m Validation messages Figure 1 7 The Start tab If all specified input files exist the Start button can be pressed and the simulation will commence The simulation will take place as a separate process MIKE11 EXE and the progress of the simulation will be reported in a separate window Any error or warning message from the simulation will be saved in a file with the same name as the simulation file and a log extension If any errors or warnings are encountered during simulation the user is given the choice of viewing these at the end of the simulation Upon completion the simulation results can be viewed using MIKE View 26 MIKE 11 RIVER NETWORK EDITOR 27 28 MIKE 11 Graphical View Ss 2 RIVER NETWORK EDITOR The River Network Editor gives an overview of the current setup and pro vides a common link to the various MIKE 11 editors The network editor has two main functions 1 River network input and editing This includes Digitising river networks and branch connections Definition of hydraulic structures weirs culverts etc Definition of catchment inflow points for rainfall run off model 2 Overview of all model information in the current simulation The editor provides an overview display in a graphical window Settings for the graphical view are found in the Settings menu The current simulation setup is defined usin
322. parameters to be specified on this page describing the con tent of phosphorus in organic matter BOD originating from pollution sources and in plants In the first three fields the phosphorus content must be specified as g P g O for dissolved suspended and bottom BOD respectively In the last field uptake of phosphorus by plants per g O produced net production production respiration is specified The global values will be used by the WQ module throughout the river system Local values can be given for specific locations 9 15 Phosphorus Processes in the Water Phase This property page offers the ability to add and edit data related to phos phorus modelling There are four parameters to specify on this page dealing with the degra dation and formation of particulate phosphorus suspended in the water phase In the first field a first order decay rate is specified at the reference tem perature 20 C In the second field the corresponding Arrhenius temperature coefficient is specified In the third a first order rate for the formation of particulate phosphorus from orthophosphate is specified first order with respect to orthophos phate This rate is also given at the reference temperature 20 C In the last field the corresponding Arrhenius temperature coefficient is specified WQ BOD DO Editor 353 LAA WQ BOD DO Editor The global values will be used by the WQ module throughout the river
323. pes 2 20 N Network editor 31 Graphical view 31 Non cohesive sediment transport 316 P Point numbering 36 Pumps 61 Q Quasi steady state model 21 Quasi steady state solver 275 R Radial gates 88 Rainfall runoff links 133 Regulating structures 84 Resize network area 35 River curvature 300 Routing o 28 ecs wot e a a a 117 Flood control 120 121 122 Runoff links 126 S Sand bars 302 Sediment Single layer cohesive component 315 Sediment layers 314 Setting up a Batch Simulation 419 Simulation editor 19 MOd we a Ture bee a na 21 Splines 140 Start of the simulation 28 Steady state simulations 21 Storing frequency 27 T Tabulated structures 113 114 Calculation mode 115 The advection dispersion equation 312 Time step Multiplier 2 25 Toolbars 136 U Unsteady simulations 21 Urban Rainfall Runoff Module 239 User defined markers 291 Ww Water quality components 321 Water quality module 311 Wave approximation 288 Weirs 2 002 53 61 Formula 54 Geometry 54 Head loss factors 54 Honma formu
324. point Min of hour Integer expressing the minutes at the time of calcula tion Hour of day Integer expressing the hour at the time of calculation Day of week Integer expressing the day of the week at the time of calculation Monday corresponds to one tuesday to two and so on Day of month Integer expressing the day of the month at the time of calculation Month of year Integer expressing the month of the year January corresponds to one February to two and so on Year The year given as an integer value Concentration A concentration of any compound TS Scalar The logical operand is here a number given in a time series Loop number This is a special type To illustrate the use an exam ple is appropriate Imagine a situation where a certain water level downstream of the structure is required but only under the condi tion that a minimum discharge through the gate is maintained This requires two iteration loops In the inner loop the first one an iter ation will be performed in which the required water level down stream is achieved In the outer loop second loop it is checked if the discharge is larger than or equal to the minimum discharge allowed This check is performed AFTER the inner loop has con verged If the discharge is too low a new iteration takes place in which it is ensured that the discharge is not smaller than the mini mum required In order to be able to formulate such a problem in Mikel1 the Logi
325. points and for the automatic option also for generating the flood grid codes of the actual coupling reach It is important to use unique floodcodes to ensure correct flood mapping Bed Topography Specification needed when the automatic or manual flood area option is chosen The MIKE SHE ground surface elevation can be re defined in flood area grid points depending on the bed topography option It should be empha sised that the flood mapping and dynamic flooding during the simulation requires a good consistency between the MIKE 11 cross sections and the ground surface elevations of the corresponding MIKE SHE flood grid points e Use Cross section When this option is specified the ground surface elevations of the actual flood grid points are substituted with values directly interpolated from the MIKE 11 cross sections of the actual coupling reach The set up program performs an inverse distance weighted interpolation using points elevations on the MIKE 11 cross sections as discrete input points When the distance between individual MIKE 11 cross sections is higher than 4 Dx grid size extra discrete points are generated by linear interpolation between the MIKE 11 cross sections before the grid interpolation is made This is done to ensure that an approximate river cross sectional topography is incorporated in all MIKE SHE grids along the river and not only where a MIKE 11 cross section is located Please note that the interpolated grid
326. ponent is any of the data types described in the following sections The order of the routing components are determined by the chain age of the components Routing can be combined with normal hydrodynamic simulation such that in some branches routing is applied while in others hydrodynamic simula tion is done The only requirement is that at the upstream end of a routing branch there should either be no other branch connected or only branches which are routing branches as well A hydraulic simulation always requires for instance a cross section and a HD parameter file I e if routing is applied in all branches empty cross section xns11 and HD parameter file HD11 data files should created and reference made to these in the simulation editor If the upstream end of a routing branch has no connection to other branches a discharge boundary condition is required at this location This also applies if inflow is only to be supplied as catchment runoff In such case a dummy discharge boundary condition with Q 0 must be specified 2 4 1 Channel routing The dialog for specifying the parameters for channel routing is shown in Figure 2 61 River Network Editor 115 River Network Editor m Details Name NSF Chainage 5000 ID Undefined Constant K1 fo t Constant P1 05 Discharge beginning at flow 01 pooo Constant K2 after overflow Booo o y y y Constant P2 after overflow or Time of delay TI 0 2 Time to
327. proach 287 6 12 Encroachment aoaaa aaa ee ee 288 10 MIKE 11 6 12 1 Iteration ooa aa 289 6 12 2 Location oaoa aa 000000048 289 6 12 3 Encroachment method 289 6 12 4 Encroachment positions 290 6 12 5 Reduction parameters only encroachment methods 3 to 5 291 6 12 6 Target Values aaa aaa oaeeiegaaaes 291 6 12 7 Encroachment simulation overview 292 6 12 8 Encroachment station overview 292 6 12 9 General guide lines for carrying out encroachment simulations 293 6 13 Mixing Coefficients aaa aa eee eee 293 6 13 1 Water amp Water aaa aaa 294 6 13 2 Lo ation aw so cae saara saors baag E ee ee 294 6 13 3 Water amp Vegetation aoaaa aa 2 002 eee 294 6 14 W L Incr Curve naaa aaa ee 295 6 14 1 General e 2 26 2 8 wee R R a Ao a polae a ala 295 6 14 2 System Definition aoaaa 296 6 14 3 Tabular view naaa aaa 296 6 15 W L Incr Sand Bars aoaaa aa 0 00000 000 297 6 15 1 General anaa aa 0000000048 297 6 15 2 System Definition aoaaa 298 6 15 3 Tabular view naaa aaa 298 6 16 Heat Balance oona 0 000 2 ee ee 298 6 17 Stratification oisi ens 4 a be ark e e hee bea pN ew a 300 Advection Dispersion Editor 2 00 4 305 7 ADVECTION DISPERSION EDITOR 307 7 0 1 Advection Dispersion module AD 307 7 0 2 Water Quality
328. r Component Number New Component Scale Factor Cancel Figure 4 35 Change Scale factor dialog Boundary Editor 197 Boundary Editor 198 MIKE 11 RAINFALL RUNOFF EDITOR 199 200 MIKE 11 Ss 5 RAINFALL RUNOFF EDITOR Simulation Results The Rainfall Runoff Editor RR editor provides the following facilities e Input and editing of rainfall runoff and computational parameters required for rainfall runoff modelling e Specification of timeseries Time series are specified on the Time series page within the Rainfall Runoff Editor In other MIKE 11 modules the time series input are specified in the boundary file e Calculation of weighted rainfall through a weighting of different rainfall stations to obtain catchment rainfall e Digitising of catchment boundaries and rainfall stations in a graphical display Basin View including automatic calculation of catchment areas and mean area rainfall weights e Presentation of Results Specification of discharge stations used for calibration and presentation of results Some of the features in the Rainfall Runoff package have been developed in cooperation with CTI Engineering CO Ltd Japan Amongst these are additional methods for Calculation of Runoff from catchments and Calcu lation of Mean Precipitation of basins method of Thiessen polygons and Isohyetal Mapping The Rainfall Runoff Editor builds a file containing all th
329. r Loss factor for FHWA WSPRO opening type I When use default a default loss factor table will be generated Base Coefficient Loss factor for FHWA WSPRO opening type I II HI and IV and USBPR When use default a default loss factor table will be generated For the USBPR method an opening type is chosen Abutment Loss factor for FHWA WSPRO opening type III When use default a default loss factor table will be generated Average Depth Loss factor for FHWA WSPRO opening type I When use default a default loss factor table will be generated Velocity distribution coefficient Loss factor for the USBPR method When use default a default loss factor table will be gener ated Piers Piles Loss factor when piers piles is marked in options When use default a default loss factor table will be generated Choose Type piers or piles and enter the proportion of waterway blocked by piers piles For the USBPR method the user must choose a piers type for generating a default loss factor table Eccentricity Loss factor when eccentricity is marked in options When use default a default loss factor table will be generated Skewness When skewness is marked in options an angle for skew ness is entered in the edit box Skewness angle Resistance Choose Manning M or n as the unit for resistance Resistance value The value for resistance on the bridge structure between markers 1 an
330. r day 114 Pelagic paramenters Detritus C mineralisation rate per day 12 Pelagic paramenters Detritus C settling rate lt 2m per day 13 Pelagic paramenters Detritus C settling rate 2m meteriday 14 Pelagic paramenters Light extinction constant phytop m2 q Chi a 15 Pelagic paramenters Light extinction background coni 116 Pelagic paramenters Light extinction detritus C Pelagic paramenters Light extinction constant macro Pelagic paramenters Light extinction constant suspe 19 Macroalgea parameters Sloughing rate at 20 degree per day 20__ Macroalgea parameters Production rate at 20 degree per day 21 __ Macroalgea parameters Respiration rate at 20 degre per day 22 Simple sediment description Proportional factor for s dimensionles 23 Simple sediment description Proportional factor for N dimensionles Figure 8 3 Menu for Constants Forcings The Forcings are defined as any input parameter physical property rate etc in the ECO Lab model which is varying in time Examples of a Forc ing are Temperature salinity solar radiation and water depth The Forc ings are essentially divided into two groups e Built in Forcings and e User specified Forcings ECOLab1 Modified iojxi Constant Constant Constant 5 Water depth water column Constant 6 _ Water depth actual layer Constant Figure 8 4
331. rain Diameter Representative grain diameter of the dam core mate rial e Specific Gravity 2 5 2 7 Relative density of the dam core material e Porosity 0 3 0 5 Porosity of the dam core material e Crit Shear Stress 0 03 0 06 Critical shear stress of dam core material used for sediment transport estimation Shields criteria e Side Erosion Index Multiplication factor used to calculate breach width erosion rates from breach depth predictions Limit of Breach Geometry The breach will continue developing until it has reached the breach geom etry limit which is defined by e Final bottom level The minimum level to which the breach is allowed to develop e Final bottom width The maximum width to which the breach is allowed to develop e Breach slope Slope horizontal vertical on either side of the breach Initial Failure The failure of the dam can initially take place in two ways asa breach starting at the top of the dam 108 MIKE 11 Tabular view Structures LAA or as a piping failure through the dam Breach Failure e Initial Level The level of the breach develops in one time step as an initial breach shape e Initial Width The width of the breach develops in one time step as an initial breach shape Piping Failure e Starting Level The level at which piping failure begins to occur e Initial Diameter The diameter of the piping breach which develops in one time step as an initia
332. re 10 7 shows an example where the global dune height has been set to 0 25 m and the global dune length has been set to 12 50 m These val ues will be used in the entire river network except in the reach RIVER1 between chainage 5 000 km and 10 000 km where the dune height varies linearly between 0 25 m and 0 40 m Sediment Transport Editor 385 Sediment Transport Editor ST Riverl ST11 BES Sediment Grain Diameter Transport Model Calibration Factors Data for Graded ST l Preset Distribution of Sediment in Nodes Passive Branches Initial Dune Dimensions Global Values Height jo 25 Length fi2s River Name Chainage Heian Length j4 RIVERI 5000 0000 0 250000 desna 2 RIVERI 10000 000 0 400000 12 500000 Figure 10 7 Example of an implementation of local initial dune dimensions If no dune dimensions are given or the dune height and length equals zero then the dune height will be calculated as the water depth divided by 6 with a dune length of 15 times the water depth 10 8 Non Scouring Bed Level The Non Scouring Bed Level page offers the possibility of defining two parameters thickness of active layer and a non scouring bed level The Thickness of active layer is used in the Graded sediment transport cal culations Default formulations in MIKE 11 defined the thickness of active layer as half the dune height but now the value can be user defined The value must be given as
333. re the water surface is sloping in the opposite direction of the flow If this switch is off the solver will project the downstream water level to the upstream location and add mm in situ ations where the water level is sloping in the opposite direction of the flow Only turn off in situations where the calculated water level does not seem to be within an acceptable range Hydrodynamic Editor 269 oa Hydrodynamic Editor No suppression of convective term In some cases where the flow is in or close to the super critical range the solution algorithm may have trouble converging This is handled by MIKE 11 through the introduction of a suppression term which varies with the Froude number So that for full super critical flow the convective terms in the governing equation are fully suppressed If this suppression is not desired please set this switch to on Model contraction and expansion losses This switch will allow the inclusion of expansion and contraction losses in the energy equation When this is activated the lower part of the page should be used to input the contraction and expansion loss coefficients Note that the contraction expansion loss criteria is based on the difference in the velocity head upstream versus downstream Velocity distribution coefficient based on conveyance By default the velocity distribution coefficient used by MIKE 11 is 1 user defined under default values Using this switch the velocity distribut
334. resented in the Selected Parameters grid and network files can now be specified in this column either manually or by pressing the button to browse for the required file If e g the net work file in one simulation should be the same as in the base simulation file but other parameters are changed the base network file must be defined in the network field as it is not allowed to have any blank cells in the Selected Parameters grid Additionally e g the AD model should be deactivated in some simula tions open the Models item in the tree view and double click the AD square In the Selected Parameters grid you will now have the possibility in the AD column to set the value to False model deactivated or True Model activated in simulation After all files and parameters for the batch simulation have been specified it is required to save the data to a Batch Simulation file BS11 The Verify button can be used to make a test of all batch setups in the Batch Simulation file The verification procedure includes a test of all input files simulation parameters etc and therefore if problems exist in some of the input files or other simulation parameters the user will be informed about this through the verification procedure After the verification of the setup has been performed press the Run but ton to start the batch simulations Figure 12 2 shows an example of a Batch Simulation
335. rflow crest of the gate when the gate is closed see Figure 2 48 Radius Radius of gate see Figure 2 48 Trunnion Height above sill of centre of gate circle see Figure 2 48 Weir Coeff Coefficient used when calculating the flow above the gate Corresponds to a in eqs 1 63 and 1 64 in the reference manual Weir Exp Coefficient used when calculating the flow above the gate Corresponds to B in eqs 1 63 and 1 64 in the reference manual Tran Bottom Parameter used to define the transition zone between free flow and sub merged flow Corresponds to V7 an Bottom defined in Hydraulic Aspects Radial Gates p 60 in the reference manual Tran Depth Parameter used to define the transition zone between free flow and sub merged flow Corresponds to V7 an pepin defined in Hydraulic Aspects Radial Gates p 60 in the reference manual MIKE 11 Tabular view Structures Height Trunnion Figure 2 48 Definition of a radial gate Control definitions The way the gate level is calculated is determined by a control strategy A control strategy describes how the gate level depends on the value of a control point For a specific gate it is possible to choose between an arbi trary number of control strategies by using a list of if statements For each of these statements it is possible to define an arbitrary number of conditions that all must be evaluated to TRUE if the if statement is
336. ried out 6 12 8 Encroachment station overview Each row in this overview represents a location along a river reach For each location all of the above parameters may be set individually except max no of iterations 292 MIKE 11 Mixing Coefficients LAA 6 12 9 General guide lines for carrying out encroachment simulations Since MIKE 11 uses preprocessed data for the simulation it is important to have a fine resolution in the cross sectional processed data Further the encroachment module only allows equidistant level selection for the cross sections used for encroachment If the latter is not the case an error mes sage will be displayed and the simulation stopped For encroachment simulations only the initial start time in the simulation editor is used This start time is used for determining the boundary values in the river set up Note that constant boundary conditions in MIKE 11 are specified by the use of non varying boundary conditions in the boundary editor The choice of encroachment method depends on the application Please note that methods 1 to 4 all analyse the individual cross section without considering the rest of the network For instance method 4 seeks a water level change with the same conveyance as the reference level and thus only considers the individual cross section from a point of view of flow taking place at the natural depth The actual steady state simulation carried out may not give rise to the required
337. river sections in three zones with different bed resistance values These zones represent the vegetation free zone in the bottom of the profile a vegetation zone on banks etc and a zone for description of flow over banks and flood plains etc as indicated in Figure 6 8 Hydrodynamic Editor 279 LEA Hydrodynamic Editor ZONE2 3 Figure 6 8 Triple Zone division of cross section Zone separator lines must be defined in the User Defined Markers page see description in Activation of Bed resistance Triple Zone Approach p 287 Global and local values of bed resistance for each zone can be specified as described for the Uniform approach Due to the special description in the friction term in the higher order fully ae dynamic wave description the triple zone approach is only available for fully dynamic and diffusive wave descriptions 6 7 3 Vegetation and bed resistance Only few detailed investigations have been made to establish relationships between flow resistance and vegetation growth A quantitative evaluation of the influence of vegetation on the flow resistance has been performed in a few Danish gauging programmes These are referred to in A 1 Flow Resistance and Vegetation p 4 5 280 MIKE 11 Bed Resistance Toolbox 6 8 Bed Resistance Toolbox Mix Coef W L Incr Curves W L Incr Sand Bars Quasi Steady Add Output Flood Plain Resist User Def Marks Initial Wind Bed Resist
338. ro The pump discharge is changed linearly in time Pump Data Outlet Internal Water is pumped internally in the river branch External Water is pumped out of the river branch Specification Type Fixed Discharge Pump rate independent of the local water head expect for the start stop control Tabulated Characteristic Pump rate controlled by specified charac teristic Q dH curve and the water level difference between upstream water level and outlet level downstream water level Discharge Pump rate when applying Fixed Discharge Outlet Level Level of pump outlet The outlet may be submerged or free Relevant only in case of Tabulated Characteristic Q dH curve Q dH characteristic of the pump The discharge is determined through interpolated look up in the table specified The dH used for the look up is given as the difference between up and down stream water level in case of submerged outlet and as the dif ference between upstream level and outlet level in case of free out let The shift between the two is fully dynamic allowing an outlet to change from being free to submerged and vice versa 60 MIKE 11 Tabular view Structures K A Q AH curve pumping with chainage Q AH curve pumping against chainage Limit points O Figure 2 25 Q dH curves for pumps Note that MIKE11 does not allow extrapolation It is therefore recom mended to add limit points to the Q dH curve See figure Not
339. rom a file 1 478 2 98 0 2 488 5 110 1 3 462 5 113 2 4 425 0 151 9 Line 1 4 Station number x y coordinates The lines are repeated until the last station Export Catchment Polygons Export of Catchment boundaries to a file Thiessen Options Preparation of Thiessen Weights takes place from the Thiessen Option dialog Select number 1 for the first combination and press OK see Figure 5 26 Thiessen weights have now been prepared on the Time series page see Figure 5 23 Time series page in the Rainfall Runoff Edi tor Rainfall Runoff Editor 253 Rainfall Runoff Editor Thiessen Options E x Calculation of Thiessen polygons weights a OK lg ka EE Cancel Figure 5 26 The Thiessen Option dialog Apply the weight 1 00 for stations with missing data on the timeseries page before calculating of other combinations Showing Thiessen polygons for a catchment on the Basin View 1 Press the Thiessen icon on the Basin View toolbar 2 Right click on the basin view 3 Select combination number and left click on the catchment Isohyetal Options The Isohyetal Option is used as a post processing tool to calculate average catchment rainfall for a fixed period based on isohyetal lines The tool has no link to data on the Timeseries page in the Rainfall Runoff Editor It should therefore be noticed that the Isohyetal Option can not be used to prepare weights and time seri
340. ry conditions 396 MIKE 11 Boundary estimates oa Estimated boundaries can to some extent be defined by the FF module using boundary conditions from the hindcast period Details about these options can be found in Section 11 3 3 Figure 11 9 shows the Boundary Estimates menu rA Ss FF FF11 FileName LastChecked __ Pred Tide dfs0 11 05 00 12 29 42 Balt 7 11 05 00 14 10 38 lowland dfs0 11 05 00 14 11 22 Rainfall mountains df Rainfall lowland dfs0 Rainfall lowland dfs0 Figure 11 9 Boundary Estimates 11 3 1 Setup Specify catchment name RR or River name and Chainage HD to locate the actual boundary Type Specify the appropriate data type RR Rainfall Evaporation Temperature Irrigation and Abstraction HD Water level discharge or gate level Flood Forecasting Editor 397 Ss Flood Forecasting Editor Filename Filetype 11 3 2 Editing Press the button to select the appropriate time series file The Axis type for the dfs0 files applied in the forecast period can be either Calendar axis or Relative axis If a dfs0 file is based on a Relative time axis the start time of that particular time series will be interpreted as ToF All files included in the setup menu will be listed in the Editing menu as seen in Figure 11 9 above Pressing the Edit button will start the MIKE Zero time series editor with the actual t
341. s and the oxygen consumption from the nitrification process No denitrification is assumed Model level 4 BOD with bed sediment exchange DO Nitrification and Denitrification Includes all processes from model levels 2 and 3 resuspension and sedimentation are included in the calculation of the BOD balance and the ammonia nitrate balances plus the oxygen consumption from the WQ BOD DO Editor 343 WQ BOD DO Editor 9 3 sediment oxygen demand and the nitrification process are included Moreover denitrification is included Model level 5 BOD and DO including delayed oxygen demand BOD at this model level is split into three different fractions dissolved in the water phase suspended in the water phase and settled at the river bed Degradation of the settled BOD fraction at the river bed gives rise to the delayed oxygen demand This level does not include the nitrogen components ammonia and nitrate Model level 6 All processes Dissolved BOD suspended BOD BOD at the river bed oxygen ammonia and nitrate BOD is described as for level 5 and nitrogen components are described as for level 4 Coliforms see 9 12 and phosphorus see 9 13 9 16 are optional at all model levels Wetlands processes can be included at level Nos 3 4 and 6 see 9 22 Each data entry menu has been divided into two parts into which values can be typed 1 Fields with global values 2 Fields with local values Global values appl
342. s dialog works in a similar manner to the dialog used to set up graded sediment boundaries If constant boundary values are requested the user must select the Data Type and enter the number of components and the boundary value If time varying bounda ries are requested the user must select the appropriate file All legal ie concentration time series items in the time series file will then be used as boundaries The first legal time series is used for component number one the second legal time series for component number 2 etc Make List of Components xj Hb of Components Lees TSType File Value TS Info ee itis mu gma oncentration mu Git im Bacteria concentration milion 00 mi Salinity PSU Temperature degree Celsius Undefined Figure 4 30 Dialog for quick specification of AD boundaries If the boundary is open and used for a MIKE 12 simulation the tool oper ates slightly differently If time varying boundaries are requested then the two first legal time series are used for component number 1 The first is used for the top layer and the second for the bottom layer If constant boundaries are requested the user will have to specify whether the values are for the top or the bottom layer see figure 4 31 Make List of Components m x pemaen Hb of Components Data Type TSType File Value TS Info Ta Concentration mu gin 3 Constant 0 Figure 4 31 Dialog for quick specificati
343. s entered if the calculation mode is chosen as PID operation River Network Editor 95 Ss River Network Editor Control Definitions x m PID Integration time Ti sco Weighting factor a for timestep 1 al 1 Derivation time Td 0 8 Proportionality factor K fi Weighting factor for Weighting factor a for timestep 2 a2 07 for timestep 3 a3 L r Iteration Use absolute or relative value Value fi 1 Max change of gate level ab olute z lt Target Value lt Value JO 04 Figure 2 51 The Iteration PID property page when calculation mode is chosen as P D Operation Integration Time Ti Corresponds to 7 in eqn 2 1 Derivation Time Td Corresponds to 7 in eqn 2 1 Proportionality Factor K Corresponds to K in eqn 2 1 Weighting factor for time step 1 a1 Corresponds to a in eqn 2 1 Weighting factor for time step 2 a2 Corresponds to a in eqn 2 1 Weighting factor for time step 3 a3 Corresponds to a3 in eqn 2 1 Iteration Section Here the necessary data is entered if calculation mode is chosen as Iterative solution When making an iterative solution it is nec essary to define some criteria for when the solution is acceptable Mike11 use a criteria that can be expressed like TPRequirea LiMitrow S TP gg TP Limit pign 2 2 Required where TPRequired 18 the required value of the target point TP 4er is the actual value of the target
344. setup where two dif ferent network files are combined with two different HD Parameter files A setup like this could be used to investigate the impact of variations in bed resistance values Manning numbers at locations where a hydraulic structure weir has been planned The two different network files will then be identical except from the one file will contain description on the new proposed weir and the two HD Parameter files will only differ in the local variation of the Manning numbers Output from the four different batch simulations has also been defined such that results from each simulation are saved in different result files Batch Simulation Editor 411 LA Batch Simulation Editor Y SNAKE Batch BS11 Modified C M11_DATA Snake Snake sim11 E Models HD A CAM11_DATASnaketSnake nwk11 CiM11_DATA Snake Snake Constn HD11 SNAKERes1 RES11 AD 2 C M11_DATA SnakelSnake nwk11 C M11_DATA Snake Snake Varn HD11_ SNAKERes2 RES11 ST a C M11_DATA Snake Snake Modified nwk11 C M11_DATA SnakelSnake Constn HD11 SNAKERes3 RES11 wa 4 C M11_DATA Snake Snake Modified nwk11 C M11_DATA SnakelSnake Varn HD11_ SNAKERes4 RES11 RR o FF Simulation mode Input files vf Network o Cross section Boundary D RR parameters x HD parameters D AD parameters o WO parameters 0 ST parameters o FF parameters nm HD results A Figure 12 2 Example of Batch Simulation setup 412 MIKE 11 FLOW RESISTANCE AND
345. shift wave from Tlz fo ti iti sS Overview Undefined Non linear storage function Figure 2 61 Dialog for channel routing In the dialog the user should specify the following parameters Name Name of the branch where the routing component is located Chainage Chainage at which the routing component is located ID Name of the routing component Does not influence the simulation Type Currently only non linear storage is implemented K1 P1 Q1 K2 P2 Tl Tz Parameters for the calculation See technical reference for more details Alpha P ALR SR and ANR Parameters for kinematic wave See tech nical reference for more details NOTE The Non Linear Storage Function method includes a number of default Advanced variables which are editable for the user through the MIKE11 Ini file These variables comprise Error1 Error2 IR1 and TR2 116 MIKE 11 Tabular view Routing os 2 4 2 Flood control Q and Q rate The dialog for specifying the parameters for Flood control Q and Q rate is shown in Figure 2 62 r Details Name Dams Chainage 5000 D Undeined Type Bucket discharging method Discharge constant Q Discharge constant Q2 Discharge constant Q3 Factor FACA Factor FACB Maximum storage VMAX Overview Undefined Constant discharging method type A 5000 Undefined _ Constant discharging method type B 100 5000 Undefined Cons
346. sing Bur Reed Jensen 3 describes a laboratory experiment using a 15 m long and 0 3 m wide flow channel A weed bank of 2 meters in length was prepared using leaves of Bur Reed latin Sparganium emersum Rehman danish enkeltb ladet pindsvineknop The experiment included a series of measurements with varying weed density Fig A 1 3 shows the results from the measure ments Manning s n is plotted against the product Velocity V times the hydraulic radius R for two different densities of weed defined by mass of dry material per area and a complete weed free situation From the results it can be seen that the flow resistance varies with a factor of 4 to 6 from a weed free channel to a situation with very dense vegetation 325 g dry material m u D 5 g N 0 0 0 000 0 005 0 010 0 015 0 020 0 025 0 030 0 035 YR 30 g dry material m2 125 g dry materialim2 W eed free conditions Fig A 1 3 Manning s n vs VR VR Velocity times Hydraulic Radius Jensen 3 discusses the possible correlation of flow resistance and hydraulic parameters and presents arguments stating that the variation in flow resistance can be correlated to the product VR for a specific weed density by the following equation n aln VR b A 1 1 where n is Manning s n V is the average flow velocity R hydraulic radius and a and b are coefficients determined by regression A verification trial of eq A 1 1 using measureme
347. sing the button Insert catchment A new catchment can be prepared as a copy with parameters from an existing catchment or with default parameters see Figure 5 4 The copy also includes time series from the existing catchment Rainfall Runoff Editor 203 Ss Rainfall Runoff Editor Insert Catchment x Catchment name Create as a copy of Skawa UP Rainfall runoff model NAM hi SKAWA_UPP SKAWA_LOW Catchment area 474 887 Cancel Figure 5 4 Insert Catchment Dialog Catchments Definitions A catchment is defined by Catchment Name Simulations can be carried out for several catchments at the same time The catchment name could reflect e g the location of the outflow point Rainfall Runoff Model type The parameters required for each Rainfall Runoff model type are speci fied in separate pages in the editor see Figure 5 3 Following models can be selected 1 NAM A lumped conceptual rainfall runoff model simulating the overland inter flow and base flow components of catchment runoffs as a function of the moisture contents in four storages NAM includes a number of optional extensions including an advanced snow melt rou tine and a separate description of the hydrology within irrigated areas Auto calibration is available for 9 important parameters 2 UHM The Unit Hydrograph Module includes different loss models constant proportional and the SCS method for estimating storm run off
348. specified Energy Loss point a discharge grid point is inserted at run time At each time level of the computation the discharge at Energy Loss points is computed by use of the energy equation an 22 2 4 2gA River Network Editor 113 River Network Editor 2 4 in which AH is the energy loss g is the acceleration of gravity Q is the discharge and A is the cross sectional wetted area The quantity C denotes the energy loss coefficient as specified in the Energy Loss prop erty page dialog Details River name Name of the river in which the Energy Loss point is located Chainage Chainage at which the Energy Loss point is located ID String identification of the Energy Loss point The specified ID has no influence on the simulation Apply energy loss Determines whether or not the associated energy loss type is applied in the simulation Alignment change Denotes the angular change in river alignment at the Energy Loss point in question Roughness coefficient The roughness coefficient is of the order of 0 2 for rough pipes and of the order of 0 1 for smooth pipes Positive flow Denotes the energy loss coefficient in the case of posi tive flow across the Energy Loss point in question Applies to user defined loss contraction loss and expansion loss Negative flow Denotes the energy loss coefficient in the case of nega tive flow across the Energy Loss point in question Applies to user defined l
349. ss section data set However selecting this option it is possible to have another data set from the same location river name and chainage drawn in each plot The Topo ID for the second cross section to be drawn is specified by the user The second cross section will be drawn using the graphical settings for passive cross sections and a legend for both cross section lines can optionally be drawn Output The plots can either be routed to the printer or saved as meta graphics in a number of metafiles Each metafile can only contain one page I e the number of selected cross sections requires more than one page several metafiles will be written The file names are generated automatically by adding 01 02 03 and so on to the file name specified by the user 166 MIKE 11 BOUNDARY EDITOR 167 168 MIKE 11 Users Upgrading from MIKE 11 Version 2002 or Previous Versions LAA 4 BOUNDARY EDITOR The boundary editor is used to specify boundary conditions to a MIKE11 Model It is used not only to specify common boundary conditions such as water levels and inflow hydrographs but also for the specification of lat eral flows along river reaches solute concentrations of the inflow hydrographs various meteorological data and certain boundary conditions used in connection with structures applied in a MIKE 11 model 4 1 Users Upgrading from MIKE 11 Version 2002 or Previous Versions In version 2003 the layout of the
350. ssion including this either a standard equation or a user defined Also the production and respiration can very well change along the river However the outlined estimation method can be a great help as the first attempt to estimate respi ration and production They will however very often have to be tuned during the calibration The unit for respiration production can be specified per m benthic production or per m pelagic production The reaeration coefficient can be calculated either according to some standard expressions applicable for different types of rivers or streams or from user defined expressions The major factors affecting the reaeration constant are the current velocity the river slope the water depth and the temperature The temperature is included by an Arrhenius temperature function as mentioned above For more information about reaeration see Reaeration p 359 Defining the local values must follow a number of specific rules First of all there is no interpolation between the selected expressions at different chainages This means that if you want an expression to be valid at a stretch of the river you have to specify the chainage and the requested expression number at the beginning and end of the stretch An example of this is shown below The global value is applied everywhere else The expressions through 4 can be used for river stretches Secondly if you only specify an expression to be used at one point
351. st Special Weir The Q h relationship table must be specified Weir Formula 1 A standard weir expression is applied See the Reference Manual Weir Formula 1 p 178 River Network Editor 51 LEA River Network Editor Weir Formula 2 Honma The Honma weir expression is applied See the Reference Manual Weir Formula 2 Honma p 178 Valve None No valve regulation applies Only Positive Flow Only positive flow is allowed i e whenever the water level downstream is higher than upstream the flow through the structure will be zero Only Negative Flow Only negative flow is allowed i e whenever the water level upstream is higher than downstream the flow through the structure will be zero Head Loss Factors The factors determining the energy loss occurring for flow through hydraulic structures only broad crested weir and special weir Geometry Only broad crested weir and special weir Type Level Width The weir geometry is specified as a level width table relative to the datum Cross Section DB The weir geometry is specified in the cross sec tion editor A cross section with a matching branch name Topo ID and chainage must exist in the applied cross section file The Topo ID is assumed to be the same as that specified in the Branches Prop erty page see Topo ID p 41 Datum Offset which is added to the level column in the level width table Level Width Weir shape defined as leve
352. st prior ity always will be evaluated to TRUE This is because this statement is connected to the default control strategy that will be executed when all other if statements are evaluated to FALSE Calculation Mode Direct Gate Operation This is the default calculation mode which determines the value of the gate level directly gate discharge in case of a discharge gate MIKE 11 Tabular view Structures Ss 07 PID operation This calculation mode corresponds to a PID oper ated gate With this calculation mode the gate level is determined indirectly using the following equation T4 T n n TTE 3 2 1 T n 1 n 1 T n 2 n 2 n 1 xfi alo y 03K 7 Vref u T S where u is the gate level or discharge in case of a discharge struc ture at the nth time step K a factor of proportionality T the inte gration time T4 the derivation time 7 the sampling period i e the simulation time step Yref is the required value of the target point at the nth time step y the actual value of the target point at the nth time step a7 a2 amp 3are weighing factors In this way y ef y rep resents a deviation from the desired situation This deviation is min imized by the PID algorithm in 2 1 The variables K T T Qj Q2 and a are entered by the user see Iteration PID p 95 The rest is calculated by Mike11 Momentum equation If Momentum equation is chosen the flow through the s
353. sted a time series file should be selected When the OK but ton is pressed all legal time series items time series with the requested data type in the time series file will be inserted as boundaries in the third split window The first legal time series will be applied for fraction number 1 the second for fraction number 2 etc x B Type Fraction Data Hb of Fractions Data Type TS Type File Seal TS Info 1_ Seditment Transport Fractio Sediment transport m 3 s TS File Figure 4 28 Dialog for quick specification of graded sediment inflow boundaries If the Make List of Fractions Tool is used for Boundary Types equal to Bottom Level the dialog is slightly changed see figure 4 29 Now the user must specify if the boundaries should be Fraction Value or Change in Fraction Value xi xi Type Fraction Data Nb of Fractions Data Type TS Type File Value wate Info ji Fraction vaue Sediment fraction _ percent TS Fie Fraction Value Change in Fraction Value Figure 4 29 Dialog for quick specification of graded sediment bottom level boundaries Quick set up of AD Boundaries AD boundaries can be specified in a similar way to that described for graded sediments above Make sure the lower split window is active then Boundary Editor 193 Boundary Editor 4 3 3 select from the top menu bar Make List of Components The dialog that appears is shown in figure 4 30 Thi
354. stream ID Name of the routing component Does not influence the simulation Main River D S Name of the first downstream branch Tributary D S Name of the second downstream branch 120 MIKE 11 Tabular view Routing Ss 2 4 6 Kinematic Inflow Main channel Q Tributary Q For a range of inflow discharges the amount continuing along the main branch and along the tributary branch should be specified Whether the main river downstream carries the majority of the flow does not matter This facility does not allow a routing branch to split be into more than two branches If this is required an artificial routing branch with no routing elements has to be applied Figure 2 66 shows how this is done when a branch splits into three branches res Artificial branch ree ae Teet GEISER Io Saas SA BS Splitting into three Se ose Adding an artificial a SE S is not allowed for routing branches allows for splitting into three branches Figure 2 66 Splitting routing branch into three branches Routing Method Kinematic Routing can be used to model the hydraulics of upstream tribu taries and secondary river branches where the main concern is to route water to the main river system The Kinematic Routing method does not facilitate the use of structures at Kinematic Routing branches Moreover the method does not account for backwater effects Since the Kinematic Routing method is unconditionally stable it facili tates th
355. t Slope The free water surface slope Cross section area The area of flow in the cross section At computational H points where no cross section is present the area is linearly interpolated from upstream and downstream areas Top width The channel width at the free surface level Radius The resistance radius Resistance The cross sectional resistance resistance number multiplied by the resist ance factor Conveyance The conveyance Froude number Defined as F oa 6 1 4 ed Where F is the Froude number Q the discharge A the cross sectional area g the acceleration due to gravity and b the channel width at surface Volume The volume calculated around the H grid point Total The total water volume for the river system Flooded Area H points The flooded area of the water surface between two neighbouring Q points Total The total surface water area for the river system Hydrodynamic Editor 273 oa Hydrodynamic Editor Mass Error The mass error is defined as the difference between the volume calculated in the model and the true volume At nodal points with more than two con nections the mass error is distributed uniformly between each connection Total The total mass error for the river system Accumulated Mass Error The sum of the Mass error in time and space Generally the mass error can be reduced by increasing the number of iterations per time step reduc ing the t
356. t 40000 35000 30000 25000 20000 15000 10000 6000 Untitled Point Properties i E ooi Edit Boundary gt Delete HD Parameters gt ae i ER ESS 175 ADParameters gt avons Zoom In ST Peremeten Regulating Structures Zoom Qut Control Structures 5 Se Previous Zoom Dambreak Structures Refresh User Defined Tabulated Structures v Grid Catchments Catchment Link Catchment Definition Catchment Definition amp Link Fi i i i 1 i i SE eee 10000 20000 Figure 2 1 Illustration of right mouse pop up menu from where all data editors can be accessed Point and Branch Data from Cross Section ASCII File If a cross section file has been exported to a text file this text file can be imported to the network editor In this way point and branch information is passed from the cross section file to the network file Please note that this option only is relevant when the cross section file holds information about the coordinates Point and Branch Data from Point Branch ASCII File Point and branch information can be read into the network file using a text file with the following format x coordinate y coordinate Branch Name Chainage 30 MIKE 11 Graphical View LEA Alignment Points and Lines from PFS Files This feature is only appropriate if the Quasi Two Dimensional steady state with vegetation module is used It provides a way of importing alignment line data into a set
357. t from the global in the river reach RIVER chainage 1000 to 4000 m ST River1 ST11 O x Data for Graded ST Preset Distribution of Sediment in Nodes Passive Branches l Sediment Grain Diameter Transport Model Calibration Factors Global Data l Factor 1 fi Factor 2 fi 1000 0000 1 500000 0 750000 4000 0000 1 200000 0 800000 Figure 10 4 Calibration factors dialog 10 4 Data for graded ST The required input data for the simulation of graded sediment transport and sediment sorting are specified on this property page 382 MIKE 11 Data for graded ST oa The bed material is represented by two layers an active layer overlying an inactive passive layer Each layer is divided into an equal number of frac tions or classes specified by the user A mean grain size mm for each fraction and the percentage distribution for both the active and the passive layers must be specified The fraction mean grain sizes are global but the initial percentage size distributions may be specified globally or locally The sum of the initial percentage distributions for both the active and the passive layers must equal 100 It is possible to specify a lower limit for the active layer depth Min depth active layer and an initial depth for the passive layer The effects of shielding can also be included by setting a check mark in the Shielding of particles checkbox The percentage contribution a
358. t module A brief description of each of these modules is provided below 7 0 1 Advection Dispersion module AD The advection dispersion AD module is based on the one dimensional equation of conservation of mass of a dissolved or suspended material i e the advection dispersion equation The module requires output from the hydrodynamic module in time and space in terms of discharge and water level cross sectional area and hydraulic radius The Advection Dispersion Equation p 308 is solved numerically using an implicit finite difference scheme which in principle is unconditionally stable and has negligible numerical dispersion A correction term has been introduced in order to reduce the third order truncation error This correc tion term makes it possible to simulate advection dispersion of concentra tion profiles with very steep fronts 7 0 2 Water Quality module WQ The water quality WQ module deals with the basic aspects of river water quality in areas influenced by human activities e g oxygen depletion and ammonia levels as a result of organic nutrient loadings The WQ module is coupled to the AD module which means that the WQ module deals with the chemical biological transforming processes of compounds in the river and the AD module is used to simulate the simultaneous transport process The WQ module solves a system of coupled differential equa tions describing the physical chemical and biological interactions in th
359. t within which sections are considered to correspond e Synchronize to Specifies the method for combining sections Currently only one option is available Cross Section Editor 151 Cross Section Editor 0 0 100 0 200 0 300 0 400 0 500 0 Figure 3 6 Centre mark 2 The plot shows a DEM section indicated by the blue dark dots and a SUR section indicated by the grey dots The combined section will include the DEM section from x 0 to the left marker the diamond of the SUR profile then the SUR profile to the right marker third diamond from the left of the SUR profile and finally the DEM profile for the remaining part of the section Insert Interpolated This feature is only available when selecting a cross section The cross section editor gives the user the possibility of inserting interpolated cross sections in a given set up When selecting this feature a dialog appears The user can either choose to interpolate a single cross section at a given chainage or multiple cross sections In the latter case a maximum distance between the cross sections and also the range of the interpolation need to be specified Finally three tick boxes gives the user additional options e Calculate processed data The processed data is calculated as the cross sections are created e Extract cross section informations from river editor Checking this the interpolated cross section will be updated with respect to marker posi tions a
360. ta View p 143 activates the processed data view Note that when utilizing the quasi two dimensional steady state with vege tation module the processed data does not reflect the values used in the calculation In the calculation kernel of this module the X Z coordinates of the individual cross sections are used for determining the hydrody namic parameters of the individual panels The processed data view is similar to the raw data display A tree view exists on the left where the required cross sections can be selected A tab ular view provides all processed data and a graphical view on the right hand side displays the processed data graphically see Figure 3 7 Cross Section Editor 155 LA Cross Section Editor XSec1_xns11 2 Modified o x metel RIVER 1 manual 0 River name RIVER 1 Topo ID manua Chanae P kees Data status I Protect data e Updated Notupdated Edited by user RIVER 1 manual 0 00 1000 00 PATE 0 000 0 000 0 000 0 000 0 000 1 000 0 000 0 031 0 001 0 020 0 063 0 000 1 000 0 000 0 063 0 004 0 040 0 125 0 000 1 000 0 000 Water level 0 125 0 016 0 080 0 250 0 000 1 000 0 003 0 156 0 024 0 100 0 313 0 000 1 000 0 005 0 188 0 035 0 120 0 375 0 000 1 000 0 009 0 250 0 063 0 160 0 500 0 000 1 000 0 018 0 313 0 098 0 200 0 625 0 000 1 000 0 033 0 375 0 141 0 240 0 750 0 000
361. tant ratio discharging method type A Too 5000 Undefined Constant ratio discharging method type B 300 Undefined Bucket discharging method 100 Figure 2 62 Dialog for flood control Q and Q rate In the dialog the user should specify the following parameters Name Name of the branch where the routing component is located Chainage Chainage at which the routing component is located ID Name of the routing component Does not influence the simulation Type The user should select the actual type of flood control Q Q2 Q3 FACA FACB VMAX Parameters for the calculation Depending on the selected type of flood control fewer or more or the parameters are required See technical reference for more details River Network Editor 117 Ss River Network Editor 2 4 3 Flood control H Q H V curve The dialog for specifying the parameters for Flood control H Q H V curve is shown in Figure 2 63 m Details Name NGD1 Chainage 5000 D Undefined IV Initial water level pzs Storage MCTRE 215 lo 8885174 13316 05 j18977916 22318 3923 26035586 30169501 zi Overview Mame Chainage _ Initiaih iM NGD1 5000 Undefined 322 8 Figure 2 63 Dialog for flood control H Q H V curve In the dialog the user should specify the following parameters Name Name ofthe branch where the routing component is located Chainage Chainage at wh
362. tants Values in the range of 500 1000 hours are common Time constants for routing overland flow CK1 2 Determines the shape of hydrograph peaks The routing takes place through two linear reservoirs serial connected with the same time con stant CK1 CK2 High sharp peaks are simulated with small time con stants whereas low peaks at a later time are simulated with large values of these parameters Values in the range of 3 48 hours are common Root zone threshold value for overland flow TOF Determines the relative value of the moisture content in the root zone L Lmax above which overland flow is generated The main impact of TOF is seen at the beginning of a wet season where an increase of the parameter value will delay the start of runoff as overland flow Threshold value range between 0 and 70 of Lmax and the maximum values allowed is 0 99 Root zone threshold value for inter flow TIF Determines the relative value of the moisture content in the root zone L Lmax above which interflow is generated 5 2 2 Ground Water For most NAM applications only the Time constant for routing baseflow CKBEF and possibly the Rootzone threshold value for ground water recharge TG need to be specified and calibrated However to cover also a range of special cases such as ground water storages influenced by river level variations a number of additional parameters can be modified Rainfall Runoff Editor 207 LA Rainfall
363. tated in hours A first estimate of the oxygen parameters production respiration and reaeration constants can be carried out from measured diurnal variations of the oxygen concentrations This can be done with measurements from only one station but this approach requires a number of vague assump tions concerning the conditions of the river uniform topography and uni form oxygen fluctuations for the entire river Measurements from two stations however do not involve assumptions concerning the physical conditions of the river and is therefore recommended The method is based on a simplified oxygen balance which implies that the river reach must be unaffected by pollution sources e g BOD decay ammonia oxida tion and sediment oxygen demand The measurement stations thus have to be positioned in a non polluted part of the river The simple balance reads oe K C C R P 9 5 where C oxygen concentration mg l Cm oxygen concentration at saturation mg l R respiration g O m3 day or g O m2 day P t photosynthetic production g O m3 day or g O m2 day K _ reaeration constant day 356 MIKE 11 Oxygen processes Ss t time day The oxygen production at night is nil which means the respiration and reaeration can be estimated from the night measurements The reaeration constant is usually not constant hence it varies with the physical condi tions of the river and is calculated in the model by an expre
364. ter phase This property page offers possibility to add and edit water phase degrada tion related data There are five parameters specifying the degradation of BOD in the water In the first and the third field a global value for the first order decay rate K for dissolved and suspended BOD respectively at 20 C is shown The physical unit is 1 day In the second and fourth field a global value of the Arrhenius temperature coefficient for the decay rate for dissolved and suspended BOD respectively is shown It is dimensionless In the last field the half saturation oxygen concentration in the Michaelis Menten expression describing the influence of oxygen in the BOD decay Ks is shown in the unit of g O m3 The BOD decay decreases at low O3 concentrations due to the depression of bacterial BOD degradation under anaerobic conditions 358 MIKE 11 Reaeration The decay of BOD is calculated as 2 BOD T 20 DO Degradation K 9 6 K DO where DO is the concentration of dissolved oxygen This equation applies for dissolved as well as suspended BOD Different values for K are however used 9 20 Reaeration The reaeration coefficient can be calculated either according to some standard expressions applicable for different types of rivers or streams or from user defined expressions The major factors affecting the reaeration constant are the current velocity the river slope the water depth and the te
365. the difference in elevations between the reference station and the actual zone Reference level for precipitation station Defines the altitude at the reference precipitation station The file with precipitation data is specified on the timeseries page Correction of precipitation Specifies the lapse rate for adjustment of precipitation Precipitation in the actual elevation zone is calculated based on a linear transformation of the precipitation at the reference station to the actual zone defined as precipi tation lapse rate C 100m multiplied by the difference in elevation between the reference station and the actual zone Elevation of each zone is specified in the table as the average elevation of the zone The elevation must increase from zone i to zone i 1 Area of each zone is specified in the table The total area of the elevation zones must equal the area of the catchment Min storage for full coverage Defines the required amount of snow to ensure that the zone area is fully covered with snow When the water equivalent of the snow pack falls under this value the area coverage and the snow melt will be reduced linearly with the snow storage in the zone Maximum storage in the zone Defines the upper limit for snow storage in a zone Snow above this values will be automatically redistributed to the neighbouring lower zone Max water retained in snow Defines the maximum water content in the snow pack of the zone Ge
366. the ground water level is used for NAM calibration cf Sy above Seasonal variation of maximum depth In low lying catchments the annual variation of the maximum ground water depth may be of importance This variation relative to the difference between the maximum and minimum ground water depth can be entered by clicking Edit Seasonal Depth for unit capillary flux GWLBF1 Defined as the depth of the ground water table generating an upward cap illary flux of 1 mm day when the upper soil layers are dry corresponding to wilting point The effect of capillary flux is negligible for most NAM applications Keep the default value of 0 0 to disregard capillary flux Abstraction Ground water abstraction or pumping may be specified in a time series input file in millimetres or given as monthly values in mm by clicking Edit Abstraction Rainfall Runoff Editor 209 Rainfall Runoff Editor 5 2 3 Lower base flow Recharge to lower reservoir Cqlow The ground water recession is sometimes best described using two linear reservoirs with the lower usually having a larger time constant In such cases the recharge to the lower ground water reservoir is specified here as a percentage of the total recharge Time constant for routing lower baseflow Cklow Is specified for CQlow gt 0 as a baseflow time constant which is usually larger than the CKBF The snow module simulates the accumulation and melting of snow in a NAM catchme
367. the merged line equals the proper ties of the first line Click once at the downstream end of the first line then click once at the upstream end of the second line and the lines are merged Connect alignment line Connects a new alignment line to a branch Click once at the alignment line to be connected then click once at the branch the alignment line should belong to Dead water line in vegetation Adds a dead water zone behind a amp vegetation zone see Figure 2 16 The vegetation zone must be connected to a branch before this tool is applied Using this tool the should select by clicking once the two points along the vegetation zone at which the two dead water lines should start Once the user has selected the two points the tool automatically finds the direction of the flow by finding the point on the branch which is closest This defines the guide lines and once the angle between the guide line and the dead water line is specified by the user the dead water lines are created lt Dead water line along bank Adds a dead water zone adjacent to an expansion see Figure 2 15 This tool is only available for left right levee bank alignment lines that has been connected to a branch Using this tool the should select by clicking once the two points along the bank line at which the two dead water lines should start Once the user has selected the two points the tool automatically finds the direc tion of the flow by finding th
368. tions In turn this indicates that Kinematic Rout ing branches can not be used to model a looped part of a river network Employment of Kinematic Routing branches requires that all branches located upstream of a Kinematic Routing branch are defined in the same way Stratified If stratified flow is to be included in the simulation The branches for which this vertical resolution is required are to be specified as stratified Connections The connection point of one branch to another can be specified here How ever it is recommended that branch connections be defined using the Con nect Branch tool in the Graphical Editing Toolbar Edit Link Channel Parameters This option is available when the branch type has been set to link channel MIKE 11 Tabular view Network Ss Purpose The link channel is a short branch used to connect a flood plain to the main river branch Link channels do not require cross sections to be speci fied and are consequently simpler to use than regular channels The link is modelled as a single weir branch and will contain only three computation points m Geometry m Bed Resistance a BedLevelUs ff Type Manning s M Z a Bed Level DS fo Value fo Additional Storage None r Cross Section Geometry m Head Loss Coefficients Bevin wre Pos Flow Neg Flow Inflow fos fos oww Mo Additional fo fo CiticalFlow fi ft Q h Relations No o
369. to be evaluated to TRUE It is hereby made possible to use different operating policies depending on the actual flow regime time etc From above it is realized that it takes two things to define a control strat egy The conditions that must be fulfilled for the strategy to be executed and the control strategy itself The control strategy itself is a relationship between an independent varia ble the value of the control point and a dependent variable the value of the target point As an example Assume that the position of the gate is determined by the downstream water level The control point is then the grid point downstream of the gate The value of the water level in this points thus determines the value of the target point which in this example will be the gate level The reason for using the concept Target Point and not just call it gate level is as follows In Mike11 there are different Calcu lation Modes It is hereby made possible both to define control strategies that determines the value of the gate level directly and control strategies River Network Editor 87 River Network Editor that determines the gate level indirectly Suppose that you want to know how the gate should be operated in order to maintain a certain water level on the upstream side of the gate The requested upstream water level has a seasonal variation due to a seasonal variation of the flood risk To do this in Mike11 the control point is the ti
370. trol Type field described in Control Type p 90 Branch Control Point 1 This field contains the name of the branch with the control point Chainage Control Point 1 This field contains the chainage of the con trol point Name Control Point 1 This field is used only when Control Type equals Gate Level or Q Structure The field holds the structure ID of the rele vant structure Comp No Control Point 1 This field is used only when Control Type equals Concentration The field holds the number of the relevant compo nent Branch Control Point 2 This field is only used if the Control Type equals dH H H2 or dQ Q Q2 The field holds the name of the branch in which the H or Q should be found Chainage Control Point 2 This field is only used if the Control Type equals dH H H2 or dQ Q Q2 The field holds the name of the chainage of the H or Q point 94 MIKE 11 Tabular view Structures Sex Sum of Q for Control Point button This button is only activated if Control Type is chosen as Sum_Q How to enter the necessary data in this case is described in Sum of Discharges p 101 Target Point Type Here the type of target point is chosen This field is linked to the Target Type field described in Target Type p 91 Branch Target Point 1 This field contains the name of the branch with the Target point Chainage Target Point 1 This field c
371. tructure will be calculated using the momentum equa tion instead of the energy equation This corresponds to ignoring the presence of the structure Because of this no calculation of gate level discharge will take place Therefore specification of control point target point and scale factor has no importance when choos ing calculation mode as Momentum equation An example where this calculation mode could be useful is in a river with an inflatable dam Iterative solution This calculation modes gives an indirect deter mination of the gate level discharge In Control definitions p 87 a small example was given explaining how this calculation mode could become useful When using this calculation mode the user must take great care when choosing the target points This is because the iteration takes place for a fixed time step If the target point is placed too far away from the gate the changes in gate level during the iterative procedure will not have any effect on the value of the target point The parameters that the user must enter when Iterative solution is chosen as calculation mode are described in Iteration PID p 95 River Network Editor 89 LEA River Network Editor Control Type Here the type of control point is chosen h Water level in a point dh Difference between water levels in two points Q Discharge in a point dQ Difference between discharges in two points abs Q Abso
372. tructures Boundary The Structures boundary condition can be used in combination with three different Boundary Types e Dam is specified when a discharge time series must be applied at the end of a stratified branch MIKE Reservoir model Besides the dis charge boundary it is also necessary to specify the level width and height of the extraction point This is done in the third split window e Dam Break is specified for time varying conditions in connection with a dam break Three boundaries must be specified The Dam Breach Level the Dam Breach Width and the Dam Breach Slope Boundary Editor 175 Ss Boundary Editor e Regulating Structure is specified to describe the discharge at a regulat ing structure For all three types the location must by specified by giving a branch name and a chainage For the Dam Break and the Regulating structure a struc ture ID must also be given The Closed Boundary The Boundary Description Closed is used at free ends points of the model domain where a zero flux condition across the boundary is applicable It can be used for HD AD and ST simulations For the HD model it corre sponds to a zero discharge boundary and for AD and ST models it corre sponds to zero transport across the boundary No additional information is required except the location described by branch name and a chainage 4 2 3 Specifying the Boundary Type Data Type and File Values In this section the specificatio
373. u may for example use all daily and hourly stations to determine the daily mean rainfall over the catchment and sub sequently use the hourly stations to the distribute desegregate this daily rainfall in time Different weight combinations for different cases of miss ing values may be applied also to this calculation of the distribution in time Rainfall Runoff Editor 249 LEA Rainfall Runoff Editor 5 9 5 9 1 5 9 2 5 9 3 5 9 4 Time fixed combinations It is possible to specify fixed periods with different combinations The periods are specified from the menu bar select Parameters Time fixed combinations To enable calculation Tick mark in the check box on the time series page Deleting stations Stations which are not longer valid in the weight combinations are removed from the editor by deleting the station number in the editor Delete values The delete value used in the time series indicating periods with missing data is usually specified with the default delete value 1e 30 The default delete value can be changed via the MIKEZero Data Utility tool Parameters menu The parameters menu contains a number of items mainly relating to the UHM models Storage Function Quasi Linear Storage Function Naka yasu Rational method and Kinematic Wave Enlargement ratio The rainfall specified in the time series page can be enlarged by a factor Three factors each with a duration for which they shoul
374. uality simulation The ecolab file con tains the definitions of the ECO Lab model The appearance of the remain ing ECO Lab Dialogs depends on the contents of this file The ecolab file can be selected by choosing the From File item in the combo box and browsing to the location of the file This procedure is normally adopted for selecting user defined ecolab files In case your MIKE 11 Installation includes one or more of the pre defined DHI Water Quality models these will be listed in the combo box as well Having selected the ecolab file a brief summary of the contents of the model is shown in the Dialog Please note that every time a new ecolab file is selected the specifications of all the remaining ECO Lab Dialogs are reset to default values WQ EcO Lab Editor 335 WQ ECO Lab Editor 8 2 ECOLab1 Modified E 5 x Model definition State variables Constants Auxiliary variables Derived output Model selection From File C Datap m 1 data ecolab EU ecolat r Solution parameters Integration method RKQC x Update frequency 1 JT Disable calculation of processes AD results only r Summary State variables 12 Auxiliary variables 35 Constants 70 Processes 61 Forcings 6 Derived output 3 Figure 8 1 Menu for Water Quality Model Definition The specification of the Solution Parameters includes selection of the Inte gration Method for the coupled ordinary differential eq
375. uations defined in the ecolab file At present the following three methods are available e Euler integration method e Runge Kutta 4th order e Runge Kutta 5th order with quality check Finally the Update Frequency has to be specified This parameter which has to be an integer above zero is defined such that The selection of the Time Step of the ECO Lab model and hereby the Update Frequency has to be based on considerations of the time scales of the processes involved Please notice that this selection can be rather deci sive for the precision of the numerical solution as well as for the CPU time of the simulation A large Update Frequency will decrease the precision as well as the CPU time It is therefore advisable to perform a sensitivity analysis on the Update Frequency before making the final selection State Variables The State Variables Dialog shows a summary of the State Variables defined in the ECO Lab model The Description Unit and Transport type No Transport refers to a fixed State Variable and Transport refers to a State Variable which is transported by Advection dispersion of each State Variable are given 336 MIKE 11 Constants LEA ECOLab1 Modified E loj x Model definition State variables Transport Concentration _3 Transport Concentration_3 Transport Concentration_3 Transport Transport Transport Transport Transport Transport Transport Concentration _3
376. ulated resistance number in the computations Sediment Transport Editor 379 a os Sediment Transport Editor Please Note If calculation of the bottom shear stress is selected in a mor K phological computation the updated shear stress values are used in the hydraulic computations Thus the Chezy or Manning number specified in the cross section data base may differ from the value s applied in the hydrodynamic computations 10 2 2 Special features for specific transport models Engelund Fredsoe model When selecting the Engelund Fredsoe transport model dune height and dune length are computed if calculation of Bed Shear Stress is included Therefore an additional property page Initial Dune Dimensions is made visible in the ST Editor when either the bed load or suspended load trans port model is chosen as Engelund and Fredsoe see Section 10 7 Smart Jaeggi model When selecting the Smart Jaeggi transport model the model parameters must be edited as for all other transport models Additionally coefficients and exponents used in the Smart Jaeggi formulation can be edited There fore when selecting the transport model for Total Load as Smart and Jaeggi values for coefficients and exponents can be edited in a separate dialog as shown in Figure 10 3 Smart Jaeggi Factors x Dimensionless sed transport al t B 1 ec theta aB theta thetacr Coeff 1a 4 Coeff 2 a6 1 Exp 13 02
377. ulation will appear in the table In order to compute the Q h relation the nearest upstream and downstream cross section are used The cross sections must be within the dis tance maximum dx Maximum dx p 42 defined for the branch in question The Q A relation can not be calculated unless the cross sections are defined It is also necessary that the Simulation File is open in order to load the cross section data from a cross section file Special weir Unlike a broad crested weir the user must specify Q h relations corresponding to free overflow conditions These must be specified for both positive and negative flows Note that Q h relations must be recalculated if any changes are made to A the weir or the cross sections up or downstream have been altered Fur ther since a weir in MIKE 11 is defined as a structure causing a contrac tion loss and subsequently an expansion loss some constraints are placed on the geometry of a broad crested weir The geometry of the weir must be such that the cross sectional area at the weir is less than the cross sectional area at both the upstream and the downstream cross section for all water levels River Network Editor 55 Ss River Network Editor 2 3 2 Culverts y acPo Type e y acne Type m NoFiow a No Flow Figure 2 23 Culvert editor page Branch name River Name Name of the river branch in which the weir is located Chainage Chainage at
378. ult of the settings or to view the cross sections on screen rather than in hard copy Using lt Page Up gt and lt Page Down gt will jump to the next and pre vious page with multiple cross section plots 164 MIKE 11 Plotting Multiple Cross Sections oa Print Multiple Cross Sections Settings This will open the dialog with settings for the multiple cross section plot ting see Figure 3 10 x Nb of plots on each page r Horizontal scale options Horizontal direction i Automatic and individual on each section Vertical direction 2 Fixed for all sections Minimum Maximum 7739 Find min mar eee Automatic minimum and fixed width 779 8 Find mar width Left fo i Top Fixed scale N 1to foo CSixed offset nioni fo Fixed minimum fo cooo00 Find minimum Bottom po Pa oo r Vertical scale options Vert spacing DCC Automatic and individual on each section Fixed for all sections I Design profile Minium 3 640000 Topo ID DESIGN C Automatic minimum and fixed height M Legend Fixed scale m Output Printer Filename 2003 f MIKEZero atest templates ECOLab aaa emf je Footer Cancel Figure 3 10 Dialog with settings for multiple cross section plotting The settings dialog allows for controlling the following Nb of plots on each page Each page is composed by number of individual cross section plots ordered in
379. unded on the kinematic wave computation This means that the surface runoff is computed as flow in an open channel taking the gravitational and friction forces only The runoff amount is controlled by the various hydrological losses and the size of the actually contributing area The shape of the runoff hydrograph is controlled by the catchment param eters length slope and roughness of the catchment surface These parame ters form a base for the kinematic wave computation Manning equation The Parameters for Model B are described below see Figure 5 17 Rainfall Runoff Editor 227 Rainfall Runoff Editor amp RRParl Modified Figure 5 17 Urban Page Model B Non linear Reservoir kinematic wave Method Length Conceptually definition of the catchment shape as the flow channel The model assumes a prismatic flow channel with rectangular cross section The channel bottom width is computed from catchment area and length Slope Average slope of the catchment surface used for the runoff computation according to Manning Area The area distribution percentages divide the catchment area into five sub catchments with identical geometrical but distinct hydrological proper ties The five sub catchment types are impervious steep impervious flat 228 MIKE 11 Urban pervious small impermeability pervious medium impermeability pervious large impermeability Th
380. up The data in the file must be of the form shown in Figure 2 2 The file should contain a section of the type AlignmentLine EndSect AlignmentLine for each alignment line AlignmentLines AlignmentLine Point X 1 Y 1 Point X 2 Y 2 Point X N Y N EndSect AlignmentLine EndSect AlignmentLines Figure 2 2 The format used for importing alignment line data 2 1 2 View Tabular view Used when the tabular view of the network file must be shown Longitudinal Profile View Used to select a longitudinal profile for viewing Select the profile by clicking the mouse at the first and at the last branch to be included in the profile Query Last Profile Search Selecting a longitudinal profile in a looped network by clicking at the first and the last branch in the profile sometimes results in more than one pro file All the possible profiles can be examined by using the Query Last Profile Search option River Network Editor 31 LEA River Network Editor Select Profile 2 xl Profile1 containing 16 nodes Profile2 containing 24 nodes Profile3 containing 17 nodes Profiled containing 25 nodes Profile5 containing 20 nodes Profile6 containing 17 nodes Profile containing 17 nodes Profile8 containing 18 nodes Profile9 containing 18 nodes Profile10 containing 14 nodes Profile11 containing 14 nodes Profile12 containing 22 nodes Profile1 2 eantainina 19 nades x Selection Criterion
381. using the gt character at the end of a line in FILE ItemNumber Chainage Rivername 1 100 1 200 1 300 1 400 1 500 MAIN MAIN gt main_chain200_output txt MAIN gt main_chain300_output txt MAIN MAIN gt main_chain500_output txt Figure 12 4 Format of file used for the someresFILE option with alternate output file option 426 MIKE 11 INDEX 427 Ss A Raw data 145 Additional output aaa 277 Section type 147 ADT eh n ote ag a A A 318 Settings ee oe E eee u 156 Advanced cohesive sediment Tabular view 150 transport module 312 Vegetation height 152 Advection dispersion Width 2 158 Boundary types 328 Zone classification 151 Advection dispersion module 311 Cross section editor 145 Advection dispersion Culverts cs 26h ew ae wk a P lt 58 Components 320 Geometry 59 Alignment lines 46 Head loss factors 59 Valves 0 59 B Background layers 36 D Batch simulation editor 419 Dambreak structure 105 Bed resistance 283 Breach Failure 112 Tripple zone approach 284 Erosion 110 Uniform approach 283 Geometry 108 Vegetation 285 Piping failure 112 Bed resistance toolbox 286 Decay coefficients 3
382. ut is on a monthly basis The output or storing frequency can be selected on the Results page in the simulation editor and may be set to 30 days if comparison with monthly data are required This ensures current update of the stage variables within an output interval and improves the results 224 MIKE 11 Urban ase Please note however that the discharge output in the main result file is in m3 s and represent an instantaneous value at by the end of the last calcula tion time step L e it is not the average discharge during the storing inter val Values of specific discharge in mm accumulated over the storing interval are available in the file for additional results This file also includes time series of other relevant parameters such as groundwater recharge base flow and root zone moisture 5 5 Urban 5 5 1 Introduction Two different urban runoff computation concepts are available in the Rainfall Runoff Module as two different runoff models Model A Time area Method Model B Non linear Reservoir kinematic wave Method The Model type A B is selected in the first group box Model Parameters gt Model see Figure 5 16 and Figure 5 17 5 5 2 Urban model A Time area Method The concept of Urban Runoff Model A is founded on the so called Time Area method The runoff amount is controlled by the initial loss size of the contributing area and by a continuous hydrological loss The shape of the runoff hydrogr
383. values are only used inside the area delineated by the MIKE 11 cross sections used for interpolation When the manual flood area option is used the user defined flood area is not necessarily identical with the flood area covered by the MIKE 11 cross sections If the automatic flood area option is used the area cov ered by the MIKE 11 cross sections and the flood area will always be River Network Editor 127 River Network Editor consistent as the flood area is generated automatically based on the MIKE 11 cross sections In principle the use cross section option ensures a good consistency between MIKE SHE grid elevations and MIKE 11 cross sections There will however often be interpolation problems related to river meandering tributary connections etc where wide cross sections of separate coupling reaches overlap Thus it is recommended to make the initial MIKE SHE set up using the Use Cross section option and then subsequently retrieve and check the resulting ground surface topogra phy using the MIKE SHE Input Retrieval tool If needed the retrieved ground surface topography T2 file can be modified MIKE SHE Graphical Editor and then used as input for a new set up now using the use grid data option described below e Use Grid Data MIKE SHE grid data is used instead of MIKE 11 cross sections It is checked whether the optional bed elevation file has been specified in MIKE SHE s user interface Bed Elevation Fil
384. vel fi 32 Stop Level fos Start up Period 300 Close Down Period 300 r Overview Tabulated Characteristic Figure 2 24 The pump property page Both pumps operating internally in the river system and pumps with external outlet are included in MIKE11 Pumps with internal outlet increases the local water level whereas pumps with external outlet removes water from the river system Location Branch Name Name of the river branch in which the pump is located Chainage Chainage at which the pump is located River Network Editor 59 River Network Editor ID String identification of the pump Used for identification of the pump in case of multiple structures at the same location Specifica tion of pump ID is recommended Control Parameters Start Level Water level at the inflow that activates the pump Note that for pumps with internal outlet the inflow is situated at the previ ous h point previous with regard to chainage in case of positive discharge and at the next h point with regard to chainage in case of negative discharge The sign of the discharge follows from the spec ifications made under Pump Data Stop Level Water level at which the pump starts closing down Start up Period Period for changing pump discharge from zero to full The pump discharge is changed linearly in time Close Down Period Period for changing pump discharge from full to ze
385. view 900000000 322 8 Figure 2 64 Dialog for flood control by orifice In the dialog the user should specify the following parameters Name Name of the branch where the routing component is located Chainage Chainage at which the routing component is located ID Name of the routing component Does not influence the simulation River Network Editor 119 Ss River Network Editor 2 4 5 Diversions Additionally a range of parameters should be specified See the reference manual for more details The dialog for specifying the parameters for a diversion is shown in Figure 2 65 m Details Name Upper Reach ID 2000 Main 2 mow annoia butane a fo o o C 100 90 10 a 200 175 25 400 320 E 800 600 200 Overview Tributary Sg ed a ia Upper Reach 2000 Figure 2 65 Dialog for diversion of flow Normally when applying the routing facilities the network does not split the flow as a proper calculation of the split requires a water level to be cal culated However using the diversion facility the user is allowed to spec ify how a branch splits into two branches This is done by pre defining the split of flow i e for a range of inflow discharges the amount continuing along the main branch and along the tributary branch should be specified In the dialog the user should specify the following parameters River U S Name of the branch coming from up
386. w Bak dk wt Ak AA A 133 2 7 1 Tool Bar for River Network 2 2 000 133 2 7 2 ToolBarforAlignmentLines 136 Cross Section Editor 00 0 0 2 000000 141 3 CROSS SECTION EDITOR 4 260084 02644548848 oe eeu Be des 143 3 1 Raw data View 2c 5 244e Foe bbe beeeeedwe Rbea eww ad 143 3 1 1 Dialogboxes 020004 144 3 1 2 Tabularview 2 2220000000 148 3 1 3 The Cross section pulldown menu 153 3 1 4 Graphical Settings 154 3 1 5 Miscellaneous settings 02 02 04 155 3 1 6 Update Markers settings 2 04 155 3 2 Processed data view 2 20006 bee ee ee 155 3 2 1 Tabular VIEW 6 ses we ee ee ee ee oe Bo ee S 156 3 3 Importing cross sections using File Import 158 3 3 1 Import Raw Data 2 2 2 158 3 3 2 Import Processed Data aoaaa aa 162 3 3 3 Import Coordinates of Levee Marks 163 3 4 Exporting cross sections using File Export 163 3 5 Selecting Cross Sections aoaaa aa ee 164 3 6 Plotting Multiple Cross Sections aoaaa 164 Boundary Editor Laaa ee 646464 2 PGE TASK ae ee Gus 167 4 BOUNDARY EDITOR 22 24 c 44 2668624 2 4682644568 65605 4 169 4 1 Users Upgrading from MIKE 11 Version 2002 or Previous Versions 169 4 2 Overview of the Boundary File 0
387. water level change To obtain the lat ter method 5 should instead be used 6 13 Mixing Coefficients Quasi Steady Add Output Flood Plain Resist User Def Marks Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values Mix Coef W L Incr Curves W L Incr Sand Bars gt Water amp Water Location HWE amp LWE River Name J Chainage J 3 1 01 Water amp Vegetation Independent Vegetation Zones f 0 1 Independent Veg Zones 1 2 Vegetation Zones adjacent to levee Expansion Contraction f 0 04 f 10 03 0 04 0 1 0 03 Global W amp w ina 1 2 Figure 6 14 The Mixing Coefficients property page Hydrodynamic Editor 293 Hydrodynamic Editor Used only in conjunction with the quasi two dimensional steady state veg etation module This menu is used for setting the mixing coefficients between adjacent panels in the river cross sections Both global and local values may be set here Local values are shown at the bottom in table form 6 13 1 Water amp Water R 6 13 2 Location HWC amp LWC In this box the mixing coefficients between the low water channel LWC and the high water channel HWC are set The data is entered as a func tion of the ratio between the width of the low flow channel and the total width of the river b B Linear interpolation is used to obtain intermediate values Important The table should start with b B 0 and e
388. water level target is met Once this has been achieved the energy level is checked If the energy level is above the energy level target the code will reconsider the encroachment and try to satisfy the energy level request instead This strategy is achieved by setting both the water level change and the energy level change to non zero values Please note that the position of the encroachments are found through an A iterative procedure This procedure considers each cross section individu ally starting downstream and working upstream To ensure that this method is successful do not use method 5 for river reaches which form part of a loop in a network Further method 5 is designed for encroaching river reaches where the discharge distribution can be determined a priori thus the method will be less successful for networks having river bifurca tions in a downstream direction as opposed to bifurcations in upstream directions Finally it should be mentioned that not all user specified targets can be reached If this is the case the code will issue a warning and return the encroachment which is closest to the requested target 6 12 7 Encroachment simulation overview Each row in this overview represents an encroachment simulation The parameters set here are used as default values for all the stations entered subsequently in the Encroachment station overview Thus the number of rows is equal to the number of encroachment simulations which are to be car
389. which the weir is located ID String identification of the culvert It is used to identify the culvert if there are multiple structures at the same location It is recommended always to give the culvert an ID Attributes Upstream Invert Invert level upstream of the culvert Downstr Invert Invert level downstream of the culvert Length Length of the culvert Manning s n Manning s bed resistance number along the culvert 56 MIKE 11 Tabular view Structures LAA No of Culverts Number of culvert cells Valve Regulation None No valve regulation applies Only Positive Flow Only positive flow is allowed i e whenever the water level downstream is higher than upstream the flow through the structure will be zero Only Negative Flow Only negative flow is allowed i e whenever the water level upstream is higher than downstream the flow through the structure will be zero Section Type Closed or Open Head Loss Factors The factors determining the energy loss occurring for flow through hydraulic structures Geometry The cross sectional geometry of a culvert can be specified as Rectangular The width and height specify the geometry Circular The geometry is specified by the diameter Irregular Level Width Table The geometry is specified using a level width table Values in the level column must be increasing Irregular Depth Width Table The geometry is specified using a
390. y Type shown 188 MIKE 11 Overview of the Boundary File oa Dam Boundary Dam Boundaries are used in connection with stratified branches MIKE Reservoir model when extraction from the dam needs to be specified The discharge value or time series is given in the second split window while the Level Width and Height of the discharge point extraction should be given in the third split window see figure 4 23 M bnd4 6 bnd11 ioj x TOE ESEA T founda Structures SS ie 1 Discharge m 3 s TS File Dam Level 0 Width f0 Height 0 Figure 4 23 Specification of a Dam Boundary for a stratified branch MIKE Res ervoir model Discharge is specified in the second split window and the geometrical data of the extraction point is specified in the third split window Rainfall and Evaporation Boundary Figure 4 24 shows the layout for a Rainfall boundary which can either be applied globally or as a distributed source When applying a rainfall boundary to a HD computation the rainfall is converted to a lateral dis charge by multiplying the rainfall depth with the actual flooded area asso ciated with each computational water level point The actual flooded area is in turn computed during the simulation from the current cross section storage width and if applicable additional flooded area and the cross section spacing If an evaporation time series is specified the lateral inflow will be negative ie
391. y everywhere in the river system where no local values have been specified Local values apply to specific locations in the river system During com putation model values will be interpolated between the locally defined values Outside the locally specified areas the global parameter values will be used Arrhenius Arrhenius gives the temperature dependency of a process rate by multiply ing with the factor T T 9 1 In the WQ model all temperature dependencies are described in this way and the reference temperature To is 20 C If is set to be 1 07 the proc ess rate doubles when temperature increases by 10 C This is generally a 344 MIKE 11 Degradation Ss reasonable approximation for chemical processes Biological processes however can show more variability 9 4 Degradation This property page offers the possibility to add and edit degradation related data There are three parameters specifying the degradation of BOD In the first field a global value for the first order decay rate for dissolved BOD at 20 C Kj is shown The physical unit is 1 day In the second field a global value of the Arrhenius temperature coefficient for the decay rate is shown it is dimensionless In the last field the half saturation oxygen concentration in the Michaelis Menten expression describing the influence of oxygen in the BOD decay Kg is shown in the unit of g O2 m3 The BOD decay decreases at low
392. y located in the river Multiple waterway opening Piers piles Geometry and loss factors are viewed by pressing the Edit button under Geometry and Loss factors e and Loss factors Details Geometry Waterway opening x Geometry Loss factors r Waterway opening Opening type Ul X Embankment slope kR j Waterway length L E Atlevelz i Cross section table upstream IV Slope oor Datum 0 Figure 2 28 Geometry property page Opening type see definition sketch Figure 2 29 Figure 2 32 Only used for the FHWA WSPRO method Embankment slope Only for FHWA WSPRO opening type II IH and IV Example insert 2 for a 1 2 slope Waterway length L 66 MIKE 11 Tabular view Structures LAA At level z Only for FHWA WSPRO opening type II III and IV Enter the level for witch the Waterway length is measured Without wingwalls With wingwalls Figure 2 29 Definition sketch of type I opening vertical embankments and verti cal abutments with or without wingwalls after Matthai Figure 2 30 Definition sketch of type Il opening sloping embankments without wingwalls after Matthai River Network Editor 67 River Network Editor Figure 2 31 Definition sketch of type IIl opening sloping embankments and sloping abutments spillthrough after Matthai Figure 2 32 Definition sketch of type IV opening slopin

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