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User Manual - Euro Aquae

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1. 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 Elevation 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 9 276 MIKE 11 The NAM Rainfall runoff model 5 RRParl Modified Catchments NAM UHM SMAP Ti
2. ixi Regulation Function __ Value in 32 Factor_ Si f Overview Function of h and or Q Figure 2 76 Regulating structure property page 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 76 whose functionality is described below Location and Type River Name Name of the river branch in which the weir is located 118 MIKE 11 Tabular view Structures a K Chainage Chainage at which the weir is located Type The Ication type may be Regular Side Structure or Side Structure Reservoir See 2 3 3 Structure Types definition p 77 for details 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 229 Function of h and or Q The discharge through the structure is defined as a function of A 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 Structure Type The Ication type may be Reg
3. m Points Drawn as E BA Graphical Objects i Bevin FO xoa alr Ba Cons Lines Color M GB Poiti stye fwhite gt E S Catchment Objects DN 5 Lines Paint size ppt Labels z H P Station Objects p Lines Drawn as Points I Display Line style Jeo z x Labels EJA Thiessen Objects Color O F esi Polygon fill style 7 Inside Catchment x i 7 Polygon Lines Thickness E pixels Station Points Outside Catchment r Text Drawn as Polygon Lines E Dry ERA 2 Station Points ss anea Color B im 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 having digitized the catchment boundaries this option is used to cre ate catchment polygons alternatively press the Create Polygon Catch ments icon 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 320 MIKE 11 Basin View noes Save View to
4. 000220504 503 12 1 Setting up a Batch Simulation 504 Correlation Analysis And Gap Filling Tool 507 13 CORRELATION ANALYSIS AND GAP FILLING TOOL 509 13 1 Introduction 20 0002020202000 000000 509 13 2 Def Files and Calc page 2 0202 eee ees 510 13 3 CorrAnalysis Pade ca hic 2s dada gags 4d4 xe a oe RES 511 13 4 CorrAnalysis Output page 0 2 20040 512 13 5 RegEquationOutput page 2 2 2 22 02 2000 513 13 6 Plot page i snis et ohh Ge dk Gre ok Gee ae ay gw eS A E 514 13 7 Gap Filling page 24 265 44 le240404 eve ee Oe e bas aoe 515 13 Sez 13 8 Detailed Result page 0 0 000000 00 517 13 9 Outlined Output page noaa 518 Appendix A 2 242544 6 eo4 ee bebe bn be eb de hee ee ee ESS 521 A 1 FLOW RESISTANCE AND VEGETATION 4 523 A 1 1 Flow Channels in HalkaerAA 0 000202 eae 523 A 1 2 Laboratory measurements using Bur Reed 525 A 1 3 Experiments in Kimmeslev Mgllebaek 2 2 2 526 A 1 4 Experiments in Arn A aaa 527 A 1 5 References 2 020 ee 528 Appendix B 2 2 4se lt e5 44 ibe ak eeRe ds OR KBRAR GONE SEO SES 529 B 1 ADDITIONAL TOOLS 4 dwt he Seok Ss Ba he he Se oe 531 B 1 1 Merging pfs files 2 2 8a c aes ee ee eee Ra Re ee Son ne 531 B 1 2 Converting set ups from v 3 2 andprior
5. 210 Components 391 Zone classification 194 Alignment lines 71 Cross section editor 179 Apply to all sections 200 Culverts 90 Apply to Selected Sections 203 Geometry 92 Head loss factors 92 B Valves 2 00 91 Background layers 52 Batch simulation editor 503 D Bed resistance 335 Dambreak structure 143 Tripple zone approach 336 Breach Failure 150 Uniform approach 335 Erosion 149 Vegetation 338 Geometry 146 Bed resistance toolbox 338 Piping failure 150 Branehes 24 4 bees 2645 62 ew 64 Decay coefficients 399 Bridges 96 DEM 356 363 Piers D Aubuisson s formula 114 Dispersion 394 Submerged 111 Dispersion MIKE 12 417 Diversions 160 Cc Cohesive sediment transport 401 E Cohesive sediment transport module Encroachment 373 391 Exporting cross sections 222 Computational default values 342 Computational grid points 172 F Control Structures File Import 42 Gate types 120 File import PID operation 127 Cross sections 216 Control structures 119 Flood plain resistance 371 Contro
6. 532 B 1 3 Converting simulation results to text files Res11Read 532 B 1 4 Updating rating curves through the command prompt 538 NGG on Sg eS od Bo eS See HS USE ERE SE eE Eee Se es 539 14 MIKE 11 SIMULATION EDITOR 16 MIKE 11 oes 1 SIMULATION EDITOR The simulation editor serves three purposes 1 It contains the simulation and computation control parameters 2 It is used to start the simulation 3 It provides a link between the network editor and the other Mike11 edi tors as illustrated in Figure 1 1 Network Editor nwk11 Cross Section Editor xns11 Boundary Editor bnd11 Parameter Editor HD11 Figure 1 1 The editing of cross sections is a typical example of this link where the graphical view of the network editor e g is used to present and 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 simula tion 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 objects Simulation Editor 17 Sez Simulation Editor 1 1 Models 1 1 1 Models Figure 1 2 Vida96 3 sim11 d Models Input Simulation Results Start M Models V Hydrodynamic J Encroachment I Advection Dispersion I Sedimen
7. MIKE Zero Skawa RR11 i File Edit Grid View Parameters Layers Basin Work Area Window Help gt op ES 4 Import Basin Definitions Export Catchment Polygons Thiessen Options Isohyetal 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 316 MIKE 11 Basin View a lnl X1 Yi X2 Y2 Xnl Ynl 2 n2 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 from 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 Rainfall Runoff Editor 317 Rainfall Runoff Editor Export Catchment Polygons Export of Catchment boundaries to a file Thiessen Options Preparation of Thiessen We
8. Boundary Editor 245 Boundary Editor BM bnd4 33 bnd11 izl ggg eeen Pencen rvoe Include AD boundaries Mike 12 a Edit W 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 suitable 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 needs to specify water levels and concentrations in both top and bottom layers MM bnd4 20 bnd11 E me founda Dosen Bounder He Include 4D boundaries Mike 12 a aa e Mater Lev TS Fil open transport Water Lev TS Fil g closed component i Concentra TS File Concentra TS File Concentra TS File Concentra TS File 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 246 MIKE 11 Overview of the Boundary Editor os The Q h Boundary Q h discharge water level relation or rating curve boundaries can be app
9. Levels for Process Data x Level Selection Method EUIREITETS M Minimum Level 1 Maximum Level 4 Number of Levels 20 Recompute Cancel Figure 3 33 Processed data Levels dialog The Levels dialog controls the method for calculating processed data in sections as well as user defined indications for number of processed data levels as well as eventual definitions of minimum and maximum levels in the processed data Level Selection Method There are three methods by which the levels can be selected 1 Automatic The levels are selected automatically In case Resistance Radius is applied in the Raw Data Editor levels are selected according to variations in section flow width In case Hydraulic Radius is applied levels are selected according to variation in the section conveyance 2 Equidistant The levels are selected with equidistant level difference determined from the number of levels specified If required the Minimum level can be adjusted to control the bottom level of the processed data table However it is generally recommended to include the full cross section definition and hence leave the Minimum and Maximum tick boxes un checked 3 User defined The levels can be fully or partially user defined 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 remain ing levels will be sele
10. Relative resistance Y I Change Resistance Type J Change Resist Value fi I Change Left high flow ji Right high flow fi om flava an Applyta M Mi M2 M om3 Moms Moms Processed Data Level Selection Method f Action To Be Done I Change Method Automatic J Update Zone Classification J Update Correction Angle M Processed Data Number of Levels IZ Recompute All I Change No of Levels 20 Cancel Figure 3 22 Apply to all cross sections dialog To change any of the crpss section parameters listed in this dialog the respective change tick box must be selected 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 divide can be set here Raw data Resistance A global change of transversal distribution resistance type definition and resistance values can be set here 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 Cross Section Editor 201 Cross Section Editor Processed data Number of levels The global number of levels used for determining the processed data is set here Chainages Activate the Calculate tick box to enable the Chainages calculation tool Two options are present in
11. m Comparison River name Data type 264650 water level File name Item Measured time series K BENGOH H dfs0 WATER LEVEL K BEN E Method iterations x Nollterations 1 Frequency Je Chainage Station m Correction River name kii 37 First chainage 264650 Last chainage 264650 Branch m Parameters Max phase error Analysis period Alpha Jo 001 Peak fi 000 Adjust factor fi Exclude E Time constant in analysis period Time constant in forecast period m Overview 264650 00 Water Level C YProjects S tteratio 886870 00 Water Level C ProjectsiS tteratio 694295 00 Water Level C ProjectsiS Iteratio 590403 00 Water Level C ProjectsiS iteratio 795919 00 Water Level CProjects S iteratio gt Figure 10 16 Update Specification 10 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
12. meter 5000 0 3 essere SS h Doa ees T iets bes S222 ay alicia tac daa ee lactate hadacleaiatead ee 4800 0 J S_RIVER 4_5000 0M 4600 0 r 4400 0 4200 0 4000 0 3800 0 3600 0 3400 0 3000 0 3500 0 40000 45000 50000 55000 6000 0 65000 70000 meter Figure 2 44 Illustration of automatically generated Side structure branch Side Structure with Reservoir Including Side Structures with Reservoir in a branch result in automatic generation of a side branch with the structure placed midway as described for Side Structures without reservoirs The downstream cross section of the side structure branch has a user defined additional storage area assigned which assigns the reservoir data specified as a level dependent additional storage function ref section 3 2 2 Processed data Tabular View defined in the downstream outflow h point of the side structure branch The significiant difference between a structure defined as Side Structure and Side Structure with Reservoir is therefore that in the latter case the water conveyed through the side struc ture is stored in the system and can be analyzed whereas for the structure type without the Reservoir the water simply leaves the river model and disappears completely Additional Storage relation is defined through the dialog opened when pressing the button Figure 2 45 River Network Editor 79 noes River Network Editor Reservor storage ES S
13. Data assimilation editor 485 Data Assimilation editor e Concentration Component number If a concentration variable is selected the component number is required The component number is given by the order found in the Components page of the AD editor River name The river name of the grid point of the state variable Chainage The chainage of the grid point of the state variable File If the parameter is defined as a time series a dfs0 file item must be speci fied 11 4 Boundary Statistics x General Measurements Equation Editor Boundary Statistics Standard Deviation Editor Output Details Boundary type TT tocation chainage 1 mainstem 0 St Dey Name 1 Discharge STupper Boundary Location _ AD componl St Dev Na St Dev Na St Dev Na Discharge mainstem 0 STupper 2 Discharge trib1 0 STtrib1 3 Discharge trib2 0 STtrib2 Figure 11 4 The Boundary Statistics tab 486 MIKE 11 Boundary Statistics a 11 4 1 Details This menu is only applicable to the Kalman filter updating method and the uncertainty assessment simulation modes The structure of this page has been chosen to facilitate that the same uncertainty statistic can be applied to multiple boundaries For instance it may be that the user would like to apply a standard deviation of say 10 percent to all discharge boundary conditions in the set up The details for the boundaries
14. Finally the Update Frequency has to be specified This parameter is the number stating how often the water quality processes will be calculated during the simulation The update frequency is defined as a multiplum of the simulation timestep used for the HD and AD simulation and therefore determines the frequency for simulating water quality processes on top of the standard Advection and Dispersion processes which are calculated on every The Update Frequency must be an integer above zero Definition of the frequency should be based on careful considerations The user should recognise that the dynamics of the advection dispersion is compa rable to the dynamics of the process descriptions Thus it is strongly rec ommended to use an update frequency of 1 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 8 2 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 of each State Variable are give
15. Font Feature for defining Font settings of the Graphical View Figure 2 29 Bold O Arial Rounded MT Bok G aani askervile ace fy O Bauhaus 93 x ex Figure 2 29 Font settings dialog 2 1 8 Main menu bar Window The Window menu option Figure 2 30 offers the standard Windows fea tures for arranging open windows tile cascade arrange as well as a pos sitiliby for opening an additional instance of a Graphical View window 60 MIKE 11 Graphical View os Fie Edit View Network Layers Settings Window Help Dem t Bm Sere New Window Cascade Tile Arrange Icons 1 Start Page 2 Vida96 3 sim11 3 vida96 3 nwk11 1 v 4 vida96 3 nwk11 2 Figure 2 30 The Window menu of the Network editor Main menu bar Addiitonally all open windows are listed in the lower part of the menu allowing for an easy location of and access to a specific editor file 2 1 9 Main menu bar Help the Help menu Figure 2 31 is a general feature located in all MIKE Zero editors File Edit View Network Layers Settings Window Help O oe Sew Help Topics About MIKE Zero Figure 2 31 The Help menu of the Network editor Main Menu bar The Help menu follows the standards of Windows programs and offers two options Help Topics The Help Topics option opens the MIKE Zero on line help framework through which any help item of a specific MIKE Zero product can be accessed About MIKE Zer
16. Forecast E ToF Interpolated T 01 08 01 08 01 09 00 00 12 00 00 00 Simulation period Figure 10 13 Interpolation of Estimated boundary condition 468 MIKE 11 Update specifications 01 07 01 07 01 08 01 08 01 09 01 09 00 00 12 00 00 00 12 00 00 00 12 00 Simulation period Figure 10 14 Discontinuity at ToF 10 3 4 Storing of Estimated boundaries Hindcast Forecast E ToF Interpolated Estimated boundaries are stored for each forecast in a similar manner to the simulated levels or discharges from the forecast stations see Section 10 2 5 and Figure 10 15 below 7 JUL 1999 12 00 Boundary Estimates RR 1 dfs0 RR 2 dfs0 HD 1 dfs0 Forecast 8JUL 1999 00 00 Boundary Estimates Figure 10 15 Estimated boundary directory structure 10 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 10 16 shows the Update Specification menu Flood Forecasting Editor 469 Flood Forecasting Editor FA Ss FF FF11 oO x Forecast Boundary Estimates Update Specifications Rating Curves
17. Locations Name Data Type river Name Chainage Danger Level A Sandung H_ Water Level Sarawak 95 14023 00 2 500 12 Sandung Discharge Sarawak 95 fi 4544 00 400 000 V Save all forecasts Storage timestep 12 Hours Figure 10 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 location These files are named according to the Name field in the Loca Flood Forecasting Editor 463 Flood Forecasting Editor tions menu and are stored in a directory structure as illustrated in Figure 10 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 10 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 10 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 mo
18. Sediment Transport Editor 449 Sediment Transport Editor 9 6 fo srRvernstt Sediment Grain Diameter Transport Model Initial Dune Dimensions Calibration Factors Data for Graded ST Preset Distribution of Sediment in Nodes Passive Branches Non Scouring Bed Level Rer Name haope Type Distr coef Distrib exp 10000 00 Downstrea p 000000 0 000000 0 000000 Upstream 0 000000 0 000000 0 000000 Upstream 0 000000 0 000000 Figure 9 8 Preset Sediment Distribution in calculation nodes Passive branches It is possible to exclude Sediment transport calculations in selected branches Branches in which sediment transport should not be calculated are specified in this property page by the River Name and the upstream and downstream chainages as shown in Figure 9 9 where two branches are defined as being passive A branch will only be defined as passive in case both the upstream and downstream chainages are recognised inter nally in MIKE 11 as being the start and end point of a branch Sediment can be transported into a passive branch but the sediment even tually transported into a passive branch is trapped as no sediment can be transported inside and out of a passive branch 450 MIKE 11 Non Scouring Bed Level aa LT iclx Sediment Grain Diameter Transport Model Initial Dune Dimensions Calibration Factors Data for Graded ST Preset Distribution of Sedi
19. The other transport models available does not include the standard deviation in the respective set of equations and hence adjusting the standard deviation when applying any of these other transport mod els will not affect the simulation results Figure 9 2 shows an example where the sediment grain diameter is glo bally set to 0 5 mm This value will be used in the entire river network except for the reaches RIVERI 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 lolx 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 Global Grain Diameter fo St Deviation fi __ River Nam Chainage Grain diam _ St deviatio RIVER 1 1000 000 1 200000 1 200000 RIVER 1 2500 000 1 500000 1 200000 RIVER 1 400 000 1 100000 1 000000 Figure 9 2 Example of implementation of local grain diameter 9 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 visited and verified by the user to set 438
20. r Head Loss Coefficients r Cross Section Geometry Pos Flow Neg Flow Inflow fos fos oww ff si Addition fo fo Critical Flow fi a m 07h Relations No of Qh relations a Calculate Q h relations Figure 2 35 Link channel property page Typical Link channels representation are illustrated in Figure 2 36 River Network Editor 69 River Network Editor Floodplain Connection to gt River Branch z U S Bed Level 5 Beker D 2 ep a 5 a D S Bed Level ear eve Connection to S Floodplain Cell or Branch Figure 2 36 Longitudinal parameters and representation of a Link Channel Geometry The link channel geometry comprises typically the definition of a longitu dinal geometry of the embankment along the river The 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 used to avoid zero storage at nodal points to which only link channels and no regular channels are connected The Additional Storage combo box defines whether additional storage is to be added at the upstream downstream or both ends of the link channel The actual storage is specifie
21. Cross section definitions Cross sections 2 and 3 must be defined as illustrated by the blue arrows in Figure 2 64 i e along the flood plain then to the underside soffit of the bridge then down the abut ment to the channel and similar to the other side Markers 1 and 3 correspond to floodplain limits and 4 and 5 are bottom of left and right abutments respectively River Network Editor 105 River Network Editor Marker 1 Marker 3 SS Marker 4 Ee eee R Marker 5 Marker 2 Figure 2 64 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 57 The position of each opening and the corresponding stagnation points are defined from the stagnation point value if not default and from the horizontal values in the bridge cross sections See Figure 2 65 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 58 The stagnation point to the right is found from the neighbouring opening The left stagnation point refers to a l
22. Figure 8 6 Processes Processes defined in the ECO Lab file and at the same time marked as OUTPUT can be saved in the additional output file named lt AD filename gt WQAdd res11 Also for the processes the author of the ECO Lab file has decided which of the processes that you can store as addi tional output Simply tick the processes you want to save WQ EcO Lab Editor 431 ma WQ ECO Lab Editor ECOLab1 Modified 0 xj Model definition State variables Constants Forcings Auxiliary variables Processes Derived output So 1 Production phytoplankton carbon 2 Respiration of sediment nitrogen a Respiration of sediment phosphorous 14 Production of benthic vegetation Figure 8 7 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 additional output file lt AD filename gt WQAd4d res11 to avoid for instance any manual 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 xj Auxiliary variables Processes Derived output Figure 8 8 The Derived Output tab 432 MIKE 11 SEDIMENT TRANSPORT EDITOR 433 43
23. Flood control Q and Q rate 1 Flood control H Q 7 HV curve Flood control by orifice 1 Diversions 1 Kinematic routing method 1 f Runoff groundwater links Grid points Figure 2 97 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 upstream 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 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 River Network Editor 161 ea River Network Editor 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 e
24. Property definitions depends on the specific layer type 54 MIKE 11 Graphical View noes Image files properties Display style and the image coordinates for the image file in order to make a propert geo referenced location corresponding to the location and geographical projection of the River Network Shape file properties Shape file imported contains either points polylines or text strings and therefore properties include definitions of colours style and size thickness Grid file properties Grid file layers can be presented with or without Element mesh Grid lines color legend and Iso lines as well as different contour types can be applied Layer settings are saved in the Nwk11 file such that maintain settings when loading the file 2 1 7 Main menu bar Settings Network The Settings menu of the main menu bar offers features for customizing the appearance and functionality of the Graphical View Two entries are present as presented in Figure 2 23 File Edit View Network Layers Settings Window Help oe Be Network Font Figure 2 23 The Settings menu of the Network Editor Main menu bar The Network option opens the network settings dialog containing the following four property pages e Graphics e Mouse e Network data e Select and edit Details on the property pages content follows below Graphics The Graphics property page Figure 2 24 controls the
25. 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 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 MIKE 11 DRiFt LA DRiFt 1 RR11 7 a ol x Calsgments NAM UHM SMAP Urban FEH DAF Timeseries Surface flow Initial Conditions Rainfall DRIFT CAT gt Rainfall
26. 4324 VIDAA RES 0 5899 VIDAA RUD 0 200 VIDAA MAG 53 790 VIDAA MAG 790 59 SONDERAA 0 3700 VIDAA MEL 0 1250 VIDAA MEL 1250 3 GRONAA TM 1601 7 VIDAA OVR 108 482 Figure 2 103 Grid points dialog Purpose The page has two specific purposes X Sec X Sec X Sec Structure X Sec X Sec X Sec X Sec Structure X Sec X Sec 172 MIKE 11 Tabular View Grid Points eas 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 must ensure the correct options are selected in the Network Settings Dia log Control of Output When r
27. 70 80 30 t t 110 meter 100 Water Level Cross Section VIDAA NED TOPO 92 11300 0000 50 Cross section X data Figure 2 48 Structure Plot 2 3 6 Weirs The Weirs page in MIKE 11 includes different types and formulas for overflow weirs The weirs property page is presented in Figure 2 49 vida96 3 nwk11 2 x E Network Points 369 Branches 10 Alignment Lines 4 Junctions 1 E Structures Weirs 8 Culverts 0 Bridges 0 Pump 0 Regulating 0 Control Str 0 Dambreak Str 0 User defined 0 Tabulated Structures 0 Energy Loss 0 Hydraulic Control MIKE 12 Routing E Runoff groundwater links Grid points m Location River Name Chainage ID VIDAA RES fain J Type Regular ee f Attributes Type Broad Crested Weir x None X Valve Head Loss Factor Inflow Out Flow Free Overflow Positive Flow 0 5 1 1 Negative Flow 0 5 1 1 Graphic Horizontal offset from marker 2 Plot Geometry Type JLeverwidth z f Free Overflow Q h relations No of Q hrelations 50 Calculate Q hrelations __ 0 85 ien 0 85 0 910272 0 910294 0 893878 0 983443 0 983577 _ 0 937755 1 05645 1 05667 0 981633 1 12759 _ 1 12787 __ 1 02551 1 19722 1 19756 1 06939 1 26561 1 26601 1 11327 _ E Broad Crested Weir None Broad Crested Weir
28. Figure 4 3 Possible combinations of Boundary Description and Boundary Type 4 1 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 chainage are also needed in order Boundary Editor 231 Boundary Editor 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 is required for the HD model An inflow boundary can be defined with or without a solute component for the AD model e Water Level is specified when a time varying or constant water level condition is required for the HD model Water level boundaries can be defined with or without a solute component for the AD model e Q h is specified when the relationship between the discharge and the water level is known HD model and used with or without a solute component the AD model e Bottom Level is specified for ST models where the variation of the bottom river bed level is required as a constant value or a function of time e Sediment Transport is specified for ST models when a variation of the inflow of sediment is req
29. Hydrodynamic Editor 331 Hydrodynamic parameters Editor 6 1 K Initial e Default values p 342 e Quasi Steady p 344 e Heat Balance p 347 e Stratification p 349 e Time Series Output p 352 e Maps p 354 e Groundwater Leakage p 364 e Groundwater Leakage 364 e Reach Lengths p 365 e Add Output p 367 e Flood Plain Resistance p 371 e User Def Marks p 372 e Encroachment p 373 e MIKE 12 Parameters p 378 e MIKE 12 Initial p 379 e Mixing Coefficients p 381 e W L Incr Curve p 382 e W L Incr Sand Bars p 384 Note The HD Parameter editor is configurable and the number of tab pages presented when opening or creating a new HD Parameter file depends on the content of your MIKE 11 license Therefore the view as presented in Figure 6 1 can differ in the sence that some tabs are visible to you and some are not This is an intended behaviour and you should there fore not be concerned about obtaining different Editor appearance on dif ferent license configurations 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 332 MIKE 11 Initial
30. It is used when selecting which standard deviation to apply in the Boundary Statistics page Data Type The standard deviation is of a certain data type e g a stand ard deviation on water level requires a unit in the form of a length The type required for the different boundary types is described in Table 11 2 Table 11 2 Boundary type and corresponding data type Boundary type Data Type Water Level Water Level Discharge Discharge Lateral inflow Discharge Q h relation Water Level Wind Field Wind Direction and wind speed Output from Catchment Discharge and Rainfall Concentration Concentration Input to Catchment not avail Rainfall temperature and evaporation able yet Standard deviation The method by which the standard deviation is to be determined is selected The choices are constant relative and time series A relative standard deviation is selected as a percentage of the value found in the boundary at that specific time step The percentage is taken based on the absolute value for discharge concentration wind velocity runoff and net rainfall For water level and Q H rating curves the percentage is interpreted as being taken from the water depth File value Depending on the choice made in the previous column the user supplies a constant value a percentage or a time series with the temporal variation of the standard deviations to be used Item This column is only of
31. 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 L Spur dike length Table 2 3 Loss factor tables for USBPR 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 MIKE 11 Tabular view Structures a 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 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 formu
32. 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 high Froude numbers combined with small grid spacing the enhanced formulation can be applied see sec tion Suppression of convective acceleration term in the Reference Man ual Node Compatibility This switch should be set to water level since the energy compatibility is not implemented and available in the present calculation engine Quasi Steady Various parameters required for the quasi steady simulation to be carried out are set here 344 MIKE 11 Quasi Steady iix Reach Lengths Add Output Flood Plain Resist User Def Marks Encroachment Heat Balance Stratification Time Series Output Maps Groundwater Leakage MIKE 12 Parameters MIKE 12 Initial Mix Coef W L Incr Curves W L Incr Sand Bars Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values Quasi Steady M Computational parameters Relax ps Hconv_Factor for Beta_Limit feos Min_Hconv_In_Branch feos Fac_0 ps Q_struc_Factor fooos Qconv_Factor jpo Hstop Ja
33. Sr E Tp Tee Tp gt Tee 7 11 where Sg tate of erosion kg m s E erosion coefficient kg s N Te 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 408 MIKE 11 Sediment layers Ses 7 7 Sediment layers Location Initial conditions for the sediment layers can be define in this Sediment Layers page Selection drop down menus are available for the component types Single cohesive Multi cohesive or Non cohesive and hence only components defined as one of these types can be selected in this page 01 Components Dispersion MIKE 12 Dispersion Init Cond Decay Cohesive ST Sediment Layers NonCohesiveST Additional output MIKE 12 Additional output M Initial conditions cohesive sediment m Location eomponen Lver Table Height Density Pot far Gobel River Name 0 00000 1029 56 0 20000 1029 56 0 10000 1029 56 0 30000 1029 56 0 000000 10 000000 3 000000 5 000000 5 000000 0 000000 Figure 7 7 The Sediment Layers property page The Location specification includes
34. Stratification Time Series Output Maps Groundwater Leakage Reach Lengths Add Output Flood Plain Resist User Def Marks Encroachment MIKE 12 Parameters MIKE 12 Initial Mix Coef W L Incr Curves W L Incr Sand Bars a J Enabling water level increment due to curve Load Branch amp Chainage System Definition J Average Range J Curvature Radius Water Surface width JV Velocity River Average ome le __ None 0 00000 0 000000 0 00000 0 000000 None 0 00000 32150 00 0 00000 1000 0000 None 0 00000 665221 0 0 00000 Figure 6 30 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 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
35. Transport Model Initial Dune Dimensions Calibration Factors Data for Graded ST Global Data Factor 1 fi Factor 2 fi ewer Namelchainagel Factor Fartor2 i JRIVER1 rem 000 1 500000 0 750000 a RIVER 1 4000 000 i 0 800000 Figure 9 6 Calibration factors dialog 446 MIKE 11 Data for graded ST a 9 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 The bed material is represented by two layers an active layer in which sediment transport occurs overlying an in active passive layer Each layer is divided into an equal number of fractions or classes specified by the user A mean grain size 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 dis tributions 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 and transport rate of each fraction can be stored in the ST result file by activating the
36. 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 level 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 le
37. 369 Branches 10 Alignment Lines 4 Junctions 1 E Structures Weirs 8 Culverts 1 Bridges 5 Pump 2 Regulating 1 Control Str 4 Dambreak Str 0 User defined 1 Tabulated Structures 0 Energy Loss 0 Hydraulic Control MIKE 12 H Routing Runoff groundwater links Grid points Figure 2 90 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 application 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 River Network Editor 151 a River Network Editor For more information see the Reference Manual 2 3 15 Tabulated Structure vida96 3 nwk11 2 z 15 x Overview gt 4 Details E Network A a Points 389 River name Chainage Structure ID Number of columns Branches 10 LINDSKOV 3332 5 SpecialStru
38. 5 9 Parametersmenu 00 00000 eee eee eee 314 5 9 1 Enlargement ratio 2 0000 0004 314 5 9 2 LossParameters 00 4 314 5 9 3 Land use definitions for QLSF method 314 5 9 4 Default values for specific method 315 5 9 5 Time fixed combinations 315 5 9 6 MAW merged outputfile 22 315 5 10 Basin View 20 000 0c ee 315 5 10 1 Activating the Basin View 04 315 5 10 2 ImportingLayers 2 0 20242 eee 316 5 10 3 Basin Work Area naaa 316 5 10 4 Preparing Catchments aaa aaa 321 5 10 5 Inserting Rainfall Stations 322 5 10 6 Preparing Thiessen weights aoaaa aaa a 322 5 11 Result Presentation oaa 2000000000008 323 5 12 A Step by step procedure for using the RR Editor 326 Hydrodynamic Editor 2 000 002 0022 eee 329 6 HYDRODYNAMIC PARAMETERS EDITOR 331 6 1 Mitial 2 524 paes be he a ea a he Re te Rae a e AES 332 62 WINGS Sed ie a ow de ee amp oer ee ee amp eee ee See ee 334 6 3 Bed Resistance 0 00002 eee eee eee 335 6 3 1 Uniformapproach 335 6 3 2 Triple zone approach 336 6 3 3 Vegetation and bedresistance 338 6 4 Bed Resistance Toolbox 2020004 338 6 5 Wave Approx naaa ce ee 340 6 5 1 Fully Dyn
39. 5 Open the network file to rectify that the map outline is correct Hydrodynamic Editor 361 Sse Hydrodynamic parameters Editor Origo J cells bS s K cells No Figure 6 19 Definition of grid used for mapping The rotation angle is positive clockwise The definition of origo is also shown The two blue lines indicate the location of the river system 8129000 8128500 8128000 8127500 8127000 8126500 371000 372000 373000 374000 375000 Figure 6 20 Overview of the location of the map in the network file Note that the map is rotated with respect to the working area coordinates 6 Select the item to be mapped Note that if an advection dispersion com ponent is to be mapped then the component number also needs to sup plied 7 Specify the type of map which is to be generated minimum maximum or dynamic 8 Ifadynamic map has been selected then the storing frequency and the mapping period need to be specified Note that as an alternative the full 362 MIKE 11 Maps Ses simulation period may be used The latter is achieved by activating the tick box default period 9 The storing frequency is a multiplier of the storing frequency specified in the simulation editor Thus the mapping storing frequency is found as the general simulation editor storing frequency times the storing fre quency specified in this menu 10 If you have one or more additional digital elevation models in t
40. 60 2 1 9 Mainmenubar Help 00 61 2 2 Tabular view Network aoaaa aaa 62 22 IPOINS 22424544444 a 444 4 a 64 e o bead 62 2 2 2 IBFANCHES 2 2 662 sod gS wk bee ae ee nasra kiraka 64 2 2 3 Alignment Lines e d 5 446425 2 euge dee doe A 71 2 24 SUNCHONS lt gue aa dee eee a Re eee Bee ee 75 2 3 Tabular view Structures 20 00202 2000000200000000 76 2 3 1 Introduction on structures modelling 76 2 3 2 Composite structures definition 76 2 3 3 Structure Types definition 77 2 3 4 Structure Geometry definition 82 2 3 5 Structure Plotting 226444 4 444 44 Be daw eed odes 83 236 NWGEINS lt lt amp acs b tenes amp aia hp te Bae ee a As A eS we 84 234 CUIVENS 2 oii 28 wake ee ae de ee 2 es Be A a ee 90 2 3 8 Pumps 000002 eee ee 94 239 9 IBNGGGS 22444 20344 a e Coe eee REY AM Bd A 96 2 0A0 Regu l ting a ste 6 4 Be dda Gee Re dois ee Be 118 2 31 lt GOnUOl SW 2 a f4 dade tb Eee eho EEE ESE BEES 119 MIKE 11 2 3 12 Dambreak Str 202002202020000200000002 143 2 3 13 Dambreak Erosion 0 0 000000 002 149 2 3 14 User Defined Structure 02 202200200000002 151 2 3 15 Tabulated Structure 00004 152 2 3 16 Energy LOSS lt dae aes dees 2 ee 6 ee ee ed 154 2 4 Tabular view Routing 06 eee ees 155 2 4 1 Channel ro
41. 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 531 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 directory where the pfsfiles are located B 1 2 Converting set ups from v 3 2 and prior K mllconyv 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 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 Res11Read The application named Res11Read is designed for extracting informaion from one or more MIKE 11 result fi
42. Broad Crested Weir Broad Crested Weir Only Positive Flow None None Broad Crested Weir Only Positive Flow v E Figure 2 49 The weir property page 84 MIKE 11 Tabular view Structures a Weir definitions comprise the following data Location River Name Name of the river branch in which the weir is located Chainage Chainage at which the weir is located ID String identification of the weir ID will be used in structure results and hence makes it easier to identify a specific structure if setup contains many structures or if multiple structures are defined at the same location It is recommended always to give the weir an ID Type The Ication type may be Regular Side Structure or Side Structure Reservoir See 2 3 3 Structure Types definition p 77 for details Attributes Type Type of Overflow Weir formulation Broad Crested Weir Broad Crested weir formulation is used for calculating the Q h rela tion table on the page which contains corresponding values for water level and discharge for critical flow conditions at the crest Special Weir Special Weir is chosen in the situation where a Broad Crested weir formulation is not vaild For this weir type the Q h relationship table for free overflow must be specified manually by the user Weir Formula 1 A standard weir expression reduced according to the Villemonte formula is applied See the Refere
43. Dam 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 Not applicable to the NWS calculation routines 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 179 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 146 MIKE 11 Tabular view Structures a 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 Only required for the energy loss method 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 3 Reservoir water level The failur
44. Ey Note Prior to using the network data in a Shape file for generating parts of the river network it is required to load the same shape file as a back ground layer Otherwise it is not possible to select the appropriate shape file from the file selection drop down boxes as shown in below River Network Editor 49 River Network Editor Generate network from shape files x mC Generate points Shape file test shp z mC Generate points and branch Shape file test shp bi River name atribute luto generated x Topo ID attribute Auto generated re Generate alignment lines C Generate vegetation zones Shape file ftese OSO C SYdC Name attribute Type attribute Branch attribute enerated U S Chamage DYS Chamage Yegetation height Figure 2 16 Generate river network from Shape file dialog 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 When generating points and branches at together the attributes defind in the Shape files can be used to define the river name and eventually the Topo ID Topographical Identifier for each branch defined from the Shape file The additional features of generating Alignment lines and vegetasion zones are used only in connection with the Quasi two dimensional steady state with vegetation module is used requi
45. 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 164 MIKE 11 Tabular view Runoff Groundwater Links 2 5 1 MIKE SHE Links vida96 3 nwk11 2 E Network Structures m User defined 1 Tabulated Structures 1 Energy Loss 1 Location Points 369 Branch name RIVER 1 Branches 10 3 ooo Head exponent 1 5 Alignment Lines 4 Mpc 7 i To Junctions 1 Downstream Chainage 2500 Minimum upstream height above bank for full weir width 0 1 Weirs 8 p River aquifer exchange Minimum flow area for overbank spilling fi Culverts 1 Conductance Riverbedony Bridges 5 r Inundation options by Flood Code Pump 2 Leakage Coef 3 Regulating 1 i i Flood Area Option No flooding fd Control Str 4 Tharge Gainingreach 7 Flood Code Dambreak Str 0 eho Pein Include all Branches Beain Weir data for overland iver exchange Select weit option in MIKE SHE Weir coefficient 1 838 JT Allow overbank spilling Hydraulic Control MIKE 12 Routing Runoff groundwater links MIKE SHE links 1 Rainfall runoff links 0 Grid points r Overview of MIKE SHE Coupling Reaches D E anana C Figure 2 101 MIKE SHE links dialog Include all branches Location If this button is pressed all branches
46. Hood HO Hood Orifice Catchments Alignment Line AD Parameters ST Parameters Figure 2 4 Illustration of right mouse pop up menu from where all data editors can be accessed 2 1 1 Network editing 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 71 for more details about alignment lines Tool Bar for River Network The tool bar for graphical editing of the river network is shown in Figure 2 5 In the following the functionality of each of the icons in the tool bar is explained SSS SS a he Oe e mw OL Wh WIE 10 Rad Figure 2 5 Tool bar for editing river network Select object This icon activates the selection mode which is also i the default mode Points layers and other objects can be selected by pointing and clicking with the left mouse button Multiple 36 MIKE 11 Graphical View 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 ared frame indicator Add new points New points can be added by a point and click operation using the left mouse button Multiple points can be added by pressing the left mouse button and holding it down while moving the mouse along the desi
47. Incr Curves W L Incr Sand Bars Heat Balance Stratification Time Series Output Maps Groundwater Leakage IV Include Leakage M Global Leakage Coefficient o aA M Local Leakage Coefficients _ River Name Chainage _ Leakage Coef af 0 Figure 6 21 Groundwater Leakage page Include the Leakage in the simulation by activating the Include Leakage tick mark on the top of the page Leakage coefficients are defined as in many other pages in the HD editor by an overall Global Leakage coefficient and local coefficients which overrides the Global value Hence if leakage should be included only at some reaches then a Global value of 0 can be defined and the local reaches defined in the Local Leak age Coefficients table 6 13 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 lengths are used in evaluation of the friction loss from one cross section to the next For unsteady simulations the reach lengths are ignored Hydrodynamic Editor 365 Hydrodynamic parameters Editor 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 Interface On the Reach lengths page the user specifies the reach lengths o
48. Markers 4 amp 5 Defines the extent of the low flow channel The markers have an effect on the calculation of the processed data integration The sec tion is internally divided into three major slices at markers 4 and 5 positions and the resulting processed data for such a section is a sum of integration results of three sub parts of the section instead of calculating a result from one single large section Left and right coordinate markers Markers 6 amp 7 Defines the points in the cross section corresponding to the coordi nates used for determining the correction angle Lowest point Marker 2 The lowest point of the river may be set using this marker Marker 2 settings does not affect the calculations at all Marker 2 is primarily used through the network editor for presenta tion of longitudinal profiles as well as placement of cross section lines if seciton coordinates are not defined Additionally marker 2 is used for Longitudinal profiles and other post processing features of results in MIKE View and hence it is recommended to define the correct position of marker 2 in all sections Cross Section Editor 193 Cross Section Editor 3 1 4 User marker Any number above 7 may be used as a user marker User markers do not impact the simulation results They are an option for indicat ing a specific point in a cross section e g the location of the meas urement gauge To remove a user marker set t
49. The Q h relations are calculated using the Calculate button after all relevant information has been entered The result of the calculation 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 distance maximum dx Maximum dx p 67 defined for the branch in question The Q A relation can not be calculated unless the cross sections are defined It is also neces sary that the Simulation File is open in order to load the cross sec tion data from a cross section file Table content are Q Structure Discharge H Pos Level upstream in case of Positive flow H Neg Level downstream in case of Negative flod H Weir Level at structure River Network Editor 89 O River Network Editor Width Structure width for actual structure level Area Structure Area for actual structure level Special weir Unlike for the broad crested weir where O h relations are calcu lated automatically the user must manually specify Q h relations corresponding to free overflow conditions for a Special weir These must be specified for both positive and negative flows Note that O h relations must be re calculated if any changes are made to K 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
50. The following list of types of alignment lines are available 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 37 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 72 MIKE 11 Tabular view Network Ses Ovevew E Network Structures H Routing H Runoff groundwater links E Grid points Details Type Left low flow bank b Points 369 Branches 10 Alignment Lines 4 Junctions 0 Connect to branch M Overview __ Name 7 a Jail Left levee bank 2 Left low flow bank Right levee bank Right low flaw bank o 10000 10000 10000 10000 RIVER1 l0 Riveri lo Figure 2 37 The alignment lines property page Depending on the type of alignment line there may in addition to the x and y coordinates be other data shown in the details part of the dialog
51. To see the Isolines on the Basin View Press the Isoline icon on the Basin View toolbar Isohyetal Options x Rainfall data Grid interpolation Isolines Catchments r Period of time to include User specified period Start 2000705705 10 51 54 7 End 2000 05 05 10 51 54 iiv r Accumulation Settings M Allow Delete values Maximum value of Gap filling 10 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 objects Basin Web Objects active when editing or deleting objects Catchment Objects Station Objects Rainfall Runoff Editor 319 ma Rainfall Runoff Editor Thiessen Objects The page Mouse is used to adjust the digitizing distance and the Mouse sensitivity for digitizing on the screen Graphical Settings x Graphics Mouse
52. but the adjustments will only be performed on sections selected in the tree view Please note Applying any of the above will overwrite any user edited set K tings data There is no undo feature so make sure to save the cross section ss data before activating the OK button Resistance Number Interpolation When calibrating changing resistance numbers in a large number of cross sections where resistance number distribution is high low flow zone or uniform it may be feasible to use this tool to interpolate resistance num bers The tool works such that the user specifies the resistance number at a number of locations and when pressing the OK button the resistance num bers in all cross sections between specified locations will be linearly inter polated Resistance Number Interpolation 0 000 1 000 1 000 1 000 1 000 Vegetation Add all sections Add selected sections E Figure 3 23 Parts of Resistance Number interpolation dialog The information in the resistance number interpolation table is saved in a separate file with the same name as the cross section file but with exten sion xnsllr This is an ASCII file in PFS format In this way the auto cal ibration tool can be used to calibrate resistance numbers in cross sections Cross Section Editor 203 Se Cross Section Editor 3 1 7 Settings pull down menu The Settings pull down menu offers options for customizing the view and performa
53. 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 10 9 above Pressing the Edit button will start the MIKE Zero time series editor with the actual time series loaded In this manner it is possible to view and edit the boundary estimate time series 10 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 10 1 and their effect illustrated in Figure 10 10 through Figure 10 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 10 1 Case Estimation method Illustration Omit a boundary condition If data from the hindcast Figure 10 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 10 11 least
54. can be made if these parameters are saved through the HD additional output feature If saved to the HD Additional Result file then the Area Width and Radius will all contain the updated parameter values as calculated during the sediment transport calculation Sediment Transport Editor 445 Sse Sediment Transport Editor 9 3 Calibration factors The factors Factor 1 and Factor 2 can be applied to the calculated transport rates as correction factors Both are simple multiplication factors used to either up or downscale the calculated sediment transport The calibration factors are applied as follows e Factor Multiplication factor for Total Load and Suspended Load e Factor 2 Multiplication factor for Bed Load Hence 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 correction factor and Factor 2 is not applied at all whereas for other models distinguishing between bed load and suspended load both factors are applied Calibration factors can be specified globally and locally as shown in Figure 9 6 where Factor 1 and Factor 2 are globally defined as 1 0 but varies linearly with values different from the global in the river reach RIVER chainage 1000 to 4000 m fo srevernsttl Preset Distribution of Sediment in Nodes Passive Branches Non Scouring Bed Level Sediment Grain Diameter
55. delta x criteria The symbol in a Q point row indi cates this is a standard Q point where the momentum equation is solved 174 MIKE 11 Tabular View Grid Points os Table 2 4 Levelin tree Content of the list view left hand part view right hand part 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 River Network Editor 175 River Network Editor 176 MIKE 11 CROSS SECTION EDITOR 177 178 MIKE 11 Raw data View a 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 a
56. encroachment module function 215 MIKE 12 Parameters MIKE 12 Initial Mix Coef W L Incr Curves W L Incr Sand Bars Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values Quasi Steady Heat Balance Stratification Time Series Output Maps Groundwater Leakage Reach Lengths Add Output Flood Plain Resist User Def Marks Encroachment M Encroachment positions r Reduction parameters Reduction type Equal z a i M Iteration Max no of iterations feo M Location River name RIVER 1 Chainage 100 Left offset fo Right offset fo Left position fo Right position fo Width jp Load Branch amp Chainage Left reduction Right reduction Total reduction M Encroachment method mM Target values Water level change E o Energy level change fp Method Fixed position v Sides Both sides M Encroachment simulation overview ite sles Lent fleet o Lett po Pag width React Left re M Encroachment station overview Bath Bath Fixed posi Fixed posi Fixed posi Figure 6 26 The encroachment property page 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 si
57. 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 470 MIKE 11 Update specifications 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 lateral inflow q is calculated and applied as the updating discharge No of iterations Frequency 10 4 2 Correction 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 of updating i e the number of MIKE 11 HD time steps between data observations in the time series used for updating 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
58. gt Model Type l Location Single layer Multi layer River name Chainage C offset fi 0 00 g fi 50 m f 00 w0 0 005000 swi j 000392 M EROSION Consolidation Instant erosion Sediment Sediment Pong Transition rates of layer 1 layer 1 layer 2 Critical shear velocity 7 fo 070 E 300 a Layer gt Layer2 2 850 Erosion coeficient fo 20 fo 200 Jozoo Layer2 gt Layer3 fo 150 Erosion exponent 2 00 E 000 B 000 SI fric coef E 00 pggmnonet Tyee _ Globes River Nam chamage offset o Critical Shear velocity x 0 050 Time centering 0 80 m Fall velocity Deposition Figure 7 5 The Cohesive sediment property page when a single layer model is selected Advection Dispersion Editor 401 Sez Advection Dispersion Editor Below the parameters that apply to the Single layer cohesive sediment transport model are described Fall Velocity w0 The free settling velocity Deposition Erosion Overview 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 Critical shear stress velocity for erosion Erosion occurs for shear stresses or velocities larger than the critical value The user can select whi
59. n T Ty y n 2 n 2 n 1 a t25 Bann y aKa re jzu 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 7 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 amp 2 Q3 are 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 2 The variables K T4 T Qj Q2 and a are entered by the user see Iteration PID p 141 The rest is calculated by Mikel 1 Momentum equation If Momentum equation is chosen the flow through the structure 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 125 a small example was given explaining how this calcu
60. that this is not the same since you can have several structures in the same grid point Qups Discharge just upstream of the structure Qdws Discharge just downstream of the structure ThisGate Q Structure The flow through the structure The use of references to the points up and downstream of the structure and reference to the ThisGate enables a faster editing of the strategies because no location data must be entered Branch The name of the branch with the grid point structure from which the discharge should be taken 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 MIKE 11 Tabular view Structures Control and Target Point Control Definitions E3 Logical Operands Control and Targetpoint Control Strategy Iteration PID Control Type H Target Point Type Tear Branch Control Poit 1 Main Branch Target Point 1 E Chainage Control Point1 3600 Chainage Target Point 1 Teeter Name Control Point 1 Name Target Point 1 Comp No Control Poit 0 Comp No Target Point 1 Branch Control Point 2 Branch Target Point 2 Chainage Control Poit2 0 Chainage Target Point2 Period Operator li v Figure 2 83 The Control and Target point property page Control Type Here the type of Control Point is chosen This field is linked to the Control Type field described in Co
61. vida96 3 nwk11 2 alo x a Sluice Formula Parameters Coef a Exp b er e Branch name Chainage Flow Type High Limit Low Limit cs fi 12 0 21 oints fs ONDERA fi 990 5 Z I I Branches 10 CS when h GO gt 1 05 0 95 CF 0 89 0 17 Alignment Lines 4 Type Regular z CF when Hye0 gt 155 1 45 us 0 86 0 38 Junctions 1 Edit reservoir storage US whenh H gt 0 7 0 6 UF 0 77 Structures Weiss 8 Attributes f Control Definitions Culverts 1 Pump 2 No gates fi earn y Gate Height Jo Serene St 0 GateWidh D User defined 0 Tabulated Structures 0 ssc fo Energy Loss 0 Max speed 0 001 i Hydraulic Control MIKE 12 5 a raphic Routing Keo Horizontal offset from marker 2 Runoff groundwater Inks I Max Value 0 Gate height opening Piot Details Grid points i femal 1 3489 7 Overfow 1 6061 85 Radial Gate 3 1990 5 Sluice Form 1 3633 Discharge 1 C oe oman o e one T a aree ES Figure 2 80 Sluice gate parameters 124 MIKE 11 Tabular view Structures a With this gate type the flow under the gate is divided into four flowregimes the choice of which depends on the upstream and down stream water level The four flow regimes are CS Controlled Submerged CF Controlled Free US Uncontrolled Submerged UF Uncontrolled Free Additionally flow over the top o
62. when only the upstream part of the orifice is submerged River Network Editor 97 Sez River Network Editor e MIKE 11 culvert A standard MIKE 11 culvert description may be cho sen for submergence flow The culvert to be used is specified by the user The culvert is only active if submergence occurs e Energy equation The flow under the bridge is determined through a standard backwater step method The flow is assumed to be in the sub critical range and thus the method may default to critical flow Both contraction and expansion loss is taken into account Overflow methods available are e Energy Equation The flow over the bridge is determined through a standard backwater step method The flow is assumed to be in the sub critical range and thus the method may default to critical flow Both contraction and expansion loss is taken into account e Road overflow using the Federal Highway Administration method The overflow is modelled using a weir equation taking tail water sub mergence into account through the use of a submergence coefficient The method may be used for both gravel and paved surfaces e MIKE 11 weir A standard MIKE 11 weir description may be chosen for overflow The weir to be used is specified by the user The weir is only active if overflow occurs Finally there are two additional bridge types which are not pre processed prior to the simulation These bridge types form part of a separate module e
63. 1 _ 0 000000 5 7 RIVER 1 3000 000 Figure 6 2 Initial value tab Note Linear interpolation will be performed automatically between the defined locations river name chainage in the Local Values table Hence it is not required tomanually define initial condition values in Hydrodynamic Editor 333 Hydrodynamic parameters Editor 6 2 Wind every single calculation point in the model Local Values should only bee defined at locations where change in values should be applied Wind friction on the water surface can be accounted for by adding wind shear stress in the simulation Wind fields can be applied to the entire model network using the wind property page The property page contains an on off switch to either include or exclude wind shear stress in the simulations default is off and the possibility to define Global as well as local wind factors MIKE 11 includes wind in simulations by combining the factors defined in the present page with a wind field defined by wind velocity and wind direction Wind fields are defined as boundary conditions in the Boundary Editor The wind factors defined in the present page is applied to the simulations in the following way Topographical Factor The topographical factor is a multiplication factor which is multi plied to the Wind Velocity and hence by eventual use of Local Fac tors it is possible to adjust the Wind Field applied with differen
64. 11 Tabular view Structures a Height Height above sill level of the overflow gate crest when the gate is closed see Figure 2 79 Radius Radius of gate see Figure 2 79 Trunnion Height above sill levle of the centre of gate circle see Figure 2 79 Weir Coeff and Weir Exp The two weir parameters are the Coefficient and Exponent respectively used in the calculation of eventual flow above the top of the radial gate considered as weir flow above the top of the radial gate Tran Bottom The Tran Bottom parameter is used to define the level where a free flow regime for the gate changes to a transition zone between free flow and submerged flow regime Corresponds to Yan Bottom a8 defined in Hydrau lic Aspects Radial Gates in the reference manual Tran Depth The Tran Depth arameter is used to define the depth or height of the transition zone between free flow and submerged flow regimes and conse quently is used to define the level where the flow regime changes to sub merged flow Corresponds to V7 an pepin aS defined in Hydraulic Aspects Radial Gates in the reference manual River Network Editor 123 River Network Editor Radius Height Trunnion Figure 2 79 Definition of a radial gate Parameters for gate type Sluice formula When choosing this type of gate a special set of parameters will be requested in the upper right part of the control structure dialog See the following figure
65. 13 9 518 MIKE 11 Outlined Output page Figure 13 9 Outlined Results page For each item following information is shown from left to right 1 Number of missing values before gap filling 2 Number of missing values after gap filling 3 For each item other than the item itself two numbers are shown The item number Number of values from this item used in the gap filling Correlation Analysis And Gap Filling Tool 519 a Correlation Analysis And Gap Filling Tool 520 MIKE 11 FLOW RESISTANCE AND VEGETATION A 521 522 MIKE 11 Flow Channels in Halkaer AA Dos 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 g
66. 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 pressing 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 265 Sez 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 includ
67. 34 Illustration of flow direction definiton Left figure illustrates situation where increasing chainages follow positive flow direction and branch should therefore be defined as Positive Flowdir whereas the right part of the figure illustrates the situation where a survey has increasing chainages from the river outlet and upstream This situa tion requires the river branch to be defiend as Negative Flowdir 66 MIKE 11 Tabular view Network or Maximum dx Maximum dx is the maximum grid spacing or distance allowed by the calculation engine between two adjacent h points water level calculation points At locations where Cross sections are present in the cross section file the calculation engine will always create h points at these location and in case the Maximum dx is defined with a value smaller than the dis tance between cross sections the calculation engine will automatically insert a number of additional calculation points by interpolation in between existing cross sections such that the maximum distance between h points in the calculation will less than or equal to the defined value of Maximum dx Hence the Maximum dx parameter is a possibility for increasing the spa tial resolution of the river model by forcing an additional number of calcu lation points in between physically defined cross sections in the cross section file Branch Type Regular A normal branch composed by a number of calcu
68. 7 Lok Lower left comer fo 0 Cancel Upper right comer fi 00000 100000 Help Map Projection Type NON UTM bd Figure 2 3 Geographical Area coordinates and map projection definition dialog appearing when creating a new network file nwk11 Pressing OK opens a blank Graphical view ready for the generation of the river network to be used in the project Note that additional graphical view sessions 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 where features like insert edit and delete functions are included Typically the Pop Up Menu is used for edit ing of cross section geometry parameters hydraulic structures and data stored in other MIKE 11 editors Note that to access information from another editor other than the Net work Editor an editor file name must be specified using the Simulation File Editor Example of insertion of a Weir the Pop Up menu is shown in Figure 2 4 River Network Editor 35 Ss River Network Editor DS a Cross Sections b Boundary la HD Parameters gt Culverts Bridges Pumps Regulating Structures Control Structures Dambreak Structures User Defined Tabulated Structures Energy Loss Hydraulic Control Ghannel Routing Food QQ
69. 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 Geometry and loss factors are viewed by pressing the Edit button under Geometry and Loss factors River Network Editor 115 River Network Editor Geometry and Loss factors Edit Details zi Geometry Loss factors Opening width b feo N mber Figure 2 72 Nagler and Yarnell Bridge piers geometry property page fkt eridoe x Geometry Loss factors Coefficient of discharge Use default IV Type of piers Squared X Discharge coefficient m z Figure 2 73 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 Nagler Coefficient of discharge k and adjustment factors 0 and B are functions of m or M Yarnel
70. Delete sections option dialog from Raw data tree view Rename It is possible to rename River names and Topo ID s or even rename change the chainage of a section through the Rename facility When activating the Rename dialog from the pop up menu in one of the tree view levels it is possible to change either name strings for the river name and or Topo ID or chainage values for a river section see Figure 3 9 188 MIKE 11 Raw data View Renamebranch m Current name River name Topo ID on 3 m New name River name River2 TopolD 2004 Cancel Figure 3 9 Rename feature dialog from Raw data tree view Copy The Copy facility makes it possible to copy a single cross section a Top ID or a an entire River branch to a different name location The copy dia log requests a Topo ID branch name and chainage before copying the cross section If one or more sections have been selected it must be selected in the Copy dialog whether the copy function shall include all sections or only the selected ones as illustrated in Figure 3 10 Copy branch x m Cross section type _ Copy all cross sections C Copy selected cross sections m From River name River123 Topo ID 2004 gt To River name Riveri 23 Topo ID 2004 Cancel Figure 3 10 Copy facility dialog from Raw data tree view Combine The combine dialog is us
71. File Import Sse File Edit View Cross Sections Settings Windo New gt Open r Close Close Project Save Ctrl S Save All Ctrl Shift S Save As Save Project As Template VCS Control Import Export All Sections Export Selected Sections gt Print Multiple Sections Print Multiple Sections Preview Print Multiple Sections Settings Print Setup Print Preview Print Ctrl P Recent Files Recent Projects E Recent Log Files Options k Exit Alt F4 Figure 3 34 Cross section Main menu File dialog including options for Import Export and Print of cross sections This facility can be used to read cross sectional data stored in an external data base format The cross sections are then imported via a temporary 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 Cross Section Editor 217 ea Cross Section Editor topp id river name 0 000 eae TNATES FLOW DIRECTION 0 DATUM 0 00
72. Generating Time Series Output Files Selecting this option the time series output files will be generated during the simulation For each row in the grid control one time series output file will be generated The format column gives three choices for the file for mat Dfs Timeseries Bridge This will generate a dfs0 file in the standard DHI file format for time series Files can be loaded into for instance the time series editor plot composer MIKE View or used as simulated data for the auto calibration tool ASCII format 1 Timeseries Bridge This will generate an ASCII file with a column based format There will be one time column and one column for grid point item selected for output The number of lines will equal the number of saved time steps ASCII format 2 Timeseries Bridge This will generate an ASCII file with a table based format There will be one table for each time step saved Each table will have rows corresponding to the number of selected grid points and columns corresponding to the number of selected items 6 10 2 Text File Settings These check boxes only apply for the two ASCII file formats Minimum A separate table at the bottom of the file will show the min imum value of the output items Maximum A separate table at the bottom of the file will show the maximum value of the output items Time of minimum A separate table at the bottom of the file will show the time of minimum value of the output items Tim
73. Global Value Flood Plain Resistance E M Local Values ewer samd canoe Hood PL Res 25 000000 30 000000 10000 000 Figure 6 24 The Flood Plain Resistance property page Hydrodynamic Editor 371 Sse Hydrodynamic parameters Editor 6 16 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 A 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 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 requested on stretches between chainages and marker lev els defined in this page In ca
74. I Clear history Grid step fi Default Resistance in Raw Data Resistance Resistance Value Relative bd 1 Cancel Help Figure 3 27 Settings gt Cross section dialog Miscellaneous page 206 MIKE 11 Raw data View oes Checks A feature for checking raw data to ensure that sections are open or closed If data does not pass the chosen check option then a message will occur 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 Used for defining which of the default type and value of the resistance col umn in the tabular view of the cross section editor Default values are applied when a new cross section is inserted Cross Section Settings Update Markers x Graphics Drawing Miscellaneous Update Markers Update Markers Automatically IZ Marker 1 IZ Marker 2 M Marker3 Right z Figure 3 28 Settings gt Cross Sections dialog Update Markes page This dialog is used for defining which of the markers 1 2 and 3 should be automatically updated Only the selected markers in this dialog will be Cross Section Editor 207 a Cross Section Editor updated by eventually adjusting
75. 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 additional 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 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 EM bnd4 11 bnd11 5 x _ Boundary Description Boundary Type Mfucunta 1 Point Source Inflow a Distributed Source linflow M lnclude HD calculation Include AD boundaries AD RR xe oes pe reverse 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 a
76. MIKE1 Reference Manual 6 6 1 Computation Scheme Delta The time centring of the gravity term in the momentum equation A velue of 0 5 will produce the most accurate calculations provided there are no numerical instabilities but instabilites are less likely with higher Delta values For MIKE FLOOD models incorporating MIKE 11 channels the smaller timesteps are usual and Delta of about 0 85 generally provised accurate calculations and stable computations Large value of Delta towards 1 0 has a significant dissipative effect which can significantly influence model dynamics and high values of Delta should therefore be 342 MIKE 11 Default values Ses avoided especially for applications with strong and systematic dynamics such as in e g a tidal range application 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 use
77. Menu for Water Quality Model Definition 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 The specification of the Solution Parameters includes selection of the Inte gration Method for the coupled ordinary differential equations defined in the ecolab file At present the following three methods are available please consult the MIKE 11 Reference Manual for details on thel isted options available for solving the coupled linear differential equations in the ECO Lab framework e Euler integration method A very simple numerical solution method for solving ordinary differ ential equations e Runge Kutta 4th order A classical numerical solution method for solving ordinary differential equations It has normally higher accuracy than the Euler method but requires longer simulation times The fourth order Runge Kutta method requires four evaluations of equations per timestep 426 MIKE 11 State Variables a e Runge Kutta 5th order with quality check A numerical solution method for solving ordinary differential equa tions The accuracy is evaluated and the timestep is adjusted if results are not accurate enough The method requires 6 evaluations on each timestep to take a so called Cash Karp Runge Kutta step and the error is estimated as the difference between a Runge Kutta fourth order solu tion and the Ringe Kutta fifth order solution
78. Mizuyama ATM bed load model a selection box is made visible and the user can hereby select whether Theta Critical should be calculated or if the constant value from the input page should be applied If Theta Critical calculated has been selected the value of Theta Critical will be calculated from Iwagaki s model and the modified Eqiazaroff model for further details see the MIKE 11 NST ref erence manual section of Incipient Motion Criteria Gamma Calibration parameter applied to suspended load with the Engelund Fred soe model when calculating the height of sand dunes For further details please consult the MIKE 11 Reference Manual Ackers White Switch used in the Ackers White model indicating whether the applied grain size represents d35 or des 440 MIKE 11 Transport model a Channel slope option ATM bed load model only The Ashida Takahashi and Mizuyama bed load model takes into account effects of channel slope on the calculated bed load Different options are available for representing the channel slope I I 0 I Energy Grade and I bed level slope 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 Stor
79. Point Source Inflow Mlinclude HD calculation lnclude D boundaries OAD RR M reve Trs 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 258 MIKE 11 Users Upgrading from MIKE 11 Version 2002 or Previous Versions Change Scale Factor x Boundary Description Point Source Boundary Type Inflow Branch Name From Chainage 0 To Chainage 0 New Discharge Scale Factor Component Nu
80. Quality simulations using ECO Lab e Cohesive sediment transport module e Advanced cohesive sediment transport module A brief description of each of these modules is provided below followed by a description on the dialogs included in the AD Parameter Editor e Module Description p 389 e Components p 391 e Dispersion p 394 e Init cond p 396 e Decay p 399 e Cohesive ST p 401 e Sediment layers p 409 e Non cohesive ST p 414 e Additional output p 416 e Dispersion MIKE 12 p 417 e Additional Output MIKE 12 p 418 e AD Simulations Additional features p 419 7 1 Module Description 7 1 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 390 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 Advection Dispersion Editor 389 a Advection Dispersion Editor tion term makes it possible to simulate advection dispersion of concentra ti
81. RADIUS TYPE 0 DIVIDE X Section 0 SECTION ID cross section ID INTERPOLATED 0 ANGLE 0 00 0 PROFILE n xd yd rq lt 1 gt se se re a Xx n 1 YCn 1 rCn 1 lt 0 gt x n Yn r n lt 4 gt dh de te de te i ae ee ee ee ee ee ee ee ee ee ee Figure 3 35 File format of ASCII file used for importing data into MIKE11 In Figure 3 35 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 of values of X Z r and markers are required X x coordinate Z z coord
82. Tab gt RightX2 lt Tab gt LeftY 2 lt Tab gt RightY2 Donau lt Tab gt 2005 lt Tab gt 2000 00 lt Tab gt LeftX3 lt Tab gt RightX3 lt Tab gt LeftY 3 lt Tab gt RightY3 3 4 Exporting cross sections using File Export Via File gt Export Figure 3 34 it is possible to export cross section data raw or processed from the MIKE 11 data base and write these to a text file Export of cross sections can be done either for all sections through Export All Sections which will export the entire content of cross seciton file to the text file or for Selected cross sections only Export Selected Sec tions 222 MIKE 11 Plotting Multiple Cross Sections A There are three possibilities 1 Export All Both raw and Processed data is exported to the same 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 3 5 Plotting Multiple Cross Sections K In addition to printing the actual content of the graphical view of the raw data 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
83. 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 time step and or by increasing the resolution of the cross sections NOTE Some cross sections can cause mass balance problems due to 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 q at water level points given as Hydrodynamic Editor 369 Hydrodynamic parameters Editor where p is the fluid density g the acceleration of gravity M the Manning number R is the radius approximted equal to the flow depth h and V is the flow velocity An alternative option for Bed Shear Stress saved to the additional result file es available The MIKE11 ini file contains a parameter AddOutput_ShearStress UseEnergyLevelSlope which controls whether the bed shear stress shall be calculated in the most common form using the friction slope as indicated above or if the bed shear stres
84. USBPR Bridge Submergence Overflow 102 MIKE 11 Tabular view Structures Ses 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 Piers piles Geometry and loss factors are viewed by pressing the Edit button under Geometry and Loss factors and Loss factors Detas Geometry Waterway opening Edit Bridge xi Geometry Loss factors m Waterway opening r Multiple waterway opering Opening type Ill hd Embankment slope 2 Leftstsanation pamit upstreanr p Waterway length L fs Left stagnation point downstream p At level z fe m Cross section table upstream p nee section table downstiean I Slope fo 001 Datum 0 Datum iG Figure 2 59 Geometry property page Opening type see definition sketch Figure 2 60 Figure 2 63 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 River Network Editor 103 ea River Network Editor 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 60 Definition sketch of type opening vertical embankments and verti
85. Upstr Ch The chainage of the first point in the branch In case the chainage value of this point should be adjusted it must be changed in the Points property page Downstr Ch The chainage of the last point in the branch Again in case the chainage value of this point should be adjusted it must be changed in the Points property page Flow Direction Indicator for how MIKE 11 should interprete the chainage definition with respect to the natural flow direction The default assumption of MIKE 11 is to define flow direction positive with increasing chainages looking downstream of the river If flow direction is selected as positive the simulated discharges will be positive when the flow direction is from upstream chainage to down stream chainage Vice versa if the flow direction is defined as negative Hence a river survey with river chainages starting with 0 at the river mouth and chainages increasing upstream should be defined as a Nega tive Flow branch as illustrated in First cross section in survey Last cross section in survey smallest chainage Largest chainage positive flow directon DAA natural flow positive flow direction MARANA AAA natural flow VAAN oie chainage x direction positive basa as chsinsge direction First cross section in survev SARA RRA AAA AAA Last cross section in survey smallest chainage Largest chainage Figure 2
86. adaptive time step as an alternative to this feature 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 dambreak 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 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
87. after a DEM filename an AS value and a k value has been defined Alterna tively a pre defined network file can be loaded by use of the button Before the creation a name for the destination file must be chosen by clicking on the button The suggested default name of the draining network file is catchment_name choice dfs2 Other files are automatically generated together with of the draining net work file e g catchment_name pnt dfs2 representing the slope orienta tion catchment_name area dfs2 representing the drained upstream area These files are used in the simulation even though they do not appear within the interface therefore they always must be located together in the same directory The user must pay attention to the operations which could alter this conditions renaming moving deleting these files 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 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 Rainfall Ru
88. and if the Default Period is un checked Define the period for which the maps should be generated by the start and end times respectively Both dates defined here must lie within the total time span of the simulation An additional option generating maps is to include information from external grid files including DEM data Activate the Apply DEM input data for ground elevations tick box to activate this feature Input Topography options 1 Apply DEM data between river cross sections This feature allows the usage of one or more pre defined Digital Eleva tion Models to determine the Input Topography used by the mapping routine As previously stated the mapping routine creates maps with grid values within the extent of cross sections The input topogragraphy encapsulated by the polygon as illustrated in Figure 6 14 is nor mally determined from interpolation between the defined cross sec tions but more details can be obtained by using the present option where topographical data are taken from externally defined dfs2 grid files containing DEM data Multiple DEM inputfiles can be defined in the table in the bottom of the page in a prioritised order such that you can decide which DEM value to take in case of overlapping Input maps Map additional flooded areas using help grid from MIKE 11 GIS This feature can be used only in connection with applying an underly ing DEM which covers the additiona
89. are indicated by the active fields on the page Two exceptions exists though the fields for the result files It is important to notice that files specified in the Models page are all input files for a simulation so the result file name fields are Not to be interpretated as being result filenames for the simulation Instead these result files indicate an input to the simulation as described below Simulation Editor 21 Simulation Editor 1 3 A hydrodynamic result file HD Results is required if e a stand alone Advection Dispersion Sediment transport simulation is to be carried out where hydrodynamic conditions results are read from results of a previous HD simulation or e if lateral sources from a previous MIKE SHE MIKE 11 coupled model run are to be included in a hydrodynamic simulation lateral inflow from a MIKE SHE simulation requires an additional activation of the parameter LATERAL INFLOW_FROM_RESULT_FILE in the MIKE 11 ini file A Rainfall Runoff result file RR Results is only required if the hydrody namic and rainfall models are executed seperated from each other Simulation The simulation property page contains details of simulation time time stepping specifications and initial conditions for each of the chosen types of models 22 MIKE 11 Simulation os Models Input Simulation Resuts Start M Simulation Period Time step type Time step Unit Simulation Start Simul
90. assessment on advection dispersion simulation The example located in the folder AD _ uncertainty illustrates how an advection dispersion uncertainty assessment simulation is set up Figure 11 12 shows the temporal variation of the concentration at the junc tion of the main stem and Trib2 along with a 90 confidence interval band 498 MIKE 11 Examples gin 3 12 00 00 2 1 2004 Figure 11 12 Time Series Concentration ADUNCERTAINTY res11 00 00 00 12 00 00 00 00 00 12 00 00 00 00 00 12 00 00 3 1 2004 4 1 2004 5 1 2004 The concentration at the junction of the main stem and trib2 The upper and lower limits of the 90 confidence interval are also illus trated 11 10 4 Kalman filter updating on advection dispersion set up The advection dispersion set up from the previous example has modified so that the upstream boundary condition consists of a constant concentra tion of 0 5 g m3 The present example illustrates how the updating tech nique also is effective for the transport equation The set up is located in the folder AD _UpdateKalman Figure 11 13 illustrates the effectiveness of the updating technique for AD simulations Data assimilation editor 499 Data Assimilation editor gin 3 Time Series Concentration AD_KALMAN res11 ii ea a aaa Jaa aac aa 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 2 1 2004 3 1 2004 4 1 2004 5 1 2004 6 1 2004 Figure 11 13 The concentration
91. at the junction of the main stem and trib2 The red curve illustrates the original simulation without erroneous boundary condition The blue curve illustrates the updated results Finally for comparison the erroneous results no update are illus trated as a horizontal line at 0 5 g m 500 MIKE 11 BATCH SIMULATION EDITOR 501 502 MIKE 11 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 are then performed automatically when starting the Batch simulation SE SNAKE Batch BS11 Modified Base simulation file C M11_DATA SnakeSSnake sim11 E Number of simulations 4 Verity Run Available parameters Selected parameters mem 1_DATA Snake Snake nwk11 C M11_DATA Snake Snake Constn HD11 SNAKERes1 RES11 C 1M11_DATA SnakelSnake nwk11 C M11_DATASnake Snake varn HD11 SNAKERes2 RES11 3_ C M11_DATA Snake Snake Modified nwk11 cam 1_DATASnakeiSnake Constn HD11 SNAKERes3 RES11 js C M11_DATASnake Snake Modified nwk11 C 1M11_DATA Snake Snake varn HD11 SNAKERes4 RES11 H Simulation mode E G Input files x Network Cross section Boundary RR param
92. average range setting is lumped together when calculating an average curvature radius Multiple 1 2 is used for h points to be included in both the upstream and downstream averaging reach 6 22 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 Q Used only in conjunction with the Quasi Two Dimensional Steady State The tab is illustrated in Figure 6 31 with all the different features all of which are described below 384 MIKE 11 W L Incr Sand Bars 6 22 1 General HDPar hd11 lo x Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values Quasi Steady Heat Balance Stratification Time Series Output Maps Groundwater Leakage Reach Lengths Add Output Flood Plain Resist User Def Marks Encroachment MIKE 12 Parameters MIKE 12 Initial Mix Coef W L Incr Curves W L Incr Sand Bars ae J 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 C dH Observed i Slope of Width of Area of River Chainage Bed Low Low Name Ie channel Water Water Channel Channel 1 Globa 0 000000 0 000000 0 000000 0 000000 RIVER 1 0 000000 0 200000 1500 000 150 0000 0 000000 RIVER 1 1000 0000 0 4
93. 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 Vol 5 Chap 7 Compute Tp 0 Time to peak of instantaneous unit hydrograph IUH This can be computed from i Catchment LAG Vol 4 Eq 2 9 ii Catchment Descriptors Vol 4 Eq 2 10 iii Donor catchment iv Observations Vol 4 Chap 2 2 Rainfall Runoff Editor 295 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
94. boundary More side structures with reservoir in the same location will result in one side branch for each The side branches will be named with the naming convention SSPR lt original branch name gt _ lt original chainage gt _ lt Struc ture ID gt Apply Coordinates The Apply coordinates offers a possibility for defining coordinates for the reservoir which in the case of the arti ficially generated side structure branch is identical to the end point of the side structure branch Hence the coordinates defines the appearance of the side structure branch and a length of the branch will be calculated according to the specifiec coordinates The cross sections applied in the artificially generated Side Struc ture Branch with Reservoir are defined such that the upstream cross section is a copy of the section in the main river downstream of the chainage defining the side structure and the downstream cross sec tion is a defined as a triangular cross section shape as illustrated in Figure 2 46 JETES Levels in Cr 01x H Z Figure 2 46 Cross sections as defined in the artificial Side Structure with Reservoir branch Left section illustrates cross section in main river downstream of chainage defined for Side Structure Middle section illustrates the upstream section of the side structure branch copy of main branch section and right section illustrates triangular section applied at downstream h point
95. 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 A 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 8 shows an alignment line before and after splining Five points have been added between all existing points Before splining After splining Figure 2 8 Alignment line before and after splining Merge alignment lines Merges two existing alignment lines into A one such that the properties for the merged line equals the proper ties of the first line Click once at the downstream end of the first 40 MIKE 11 Graphical View os line then click once at the upstream end of the
96. branches are defined Therefore it is strongly recommended in order for the user to control the exact length of a river branch to define in the Points property page at least the first and the last points in a river branch as User Defined points such that an exact chainage can be defined at the upstream and downstream points of a river branch respectively With this you will be certain that MIKE 11 uses exactly a river branch length as you defined it should be 64 MIKE 11 Tabular view Network vida96 3 nwk11 2 15 x NAOR f Definitions E Netw s Pants 369 Branch Name Topo ID Upstr Ch Downstr Ch Flow Direction Maximum dx Branch Type Branches 10 SeveRsB roro fis i710 Posiive x 10000 Regular 7 Alignment Lines 0 Junctions 0 Connections EE I Edit Link Channel Parameters E Structures Branch Name Chainage Edit Link Channel Parameters Weirs 8 men i i Culverts 0 i Bridges 0 Downstream VIDAANE 8775 Pump 0 Regulating 0 eA Control Str 0 Dambreak Str 0 Flow User defined 0 name Darm eeir on Pr ee e See ete paras a 2___ VIDAA NED TOPO 92_ O Positive 500 Regular aaie Ceased RET 2 SEJERSEK N TOPO 96 15 1710 Positive 10000 Regular L al sa amo TOPO 95 1 4324 Positive 10000 Regular F tacks ATARE TOPO 90 0 5899 Positive 10000 Regular _ es canal Ati TOPo 92 0 200 Positive 10000 Regular E aod conia a
97. 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 9 1 Sediment grain diameter a 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 being 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 The Standard Deviation defined in this page is only applied for two of the Transport Models available Sediment Transport Editor 437 a Sediment Transport Editor the Van Riin model utilises the standard deviaiont for calculating the mean diameter and particle size diameter used in the equation set of the Van Rijn model and the Engelund Fredsoe model utilises the standard deviation in the Suspended Load calculation to determination the grain size diame ter applied in calculating the effective fall velocity
98. cal abutments with or without wingwalls after Matthai Figure 2 61 Definition sketch of type Il opening sloping embankments without wingwalls after Matthai Figure 2 62 Definition sketch of type III opening sloping embankments and sloping abutments spillthrough after Matthai 104 MIKE 11 Tabular view Structures a Figure 2 63 Definition sketch of type IV opening sloping 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 58 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 58 are placed correct in respect to the x values Z Vertical level of the cross section point Resistance Additional resistance in the cross section point 1 is resistance corresponding to the manning number Marker Define cross section embankments and abutments See Figure 2 64
99. changes you eventu 420 MIKE 11 AD Simulations Additional features ally make in the ini file only concerns the present project which is often required as changes in the ini file are possibly required and beneficial for one project whereas different values or parameters must be altered in other projects Variables from the ini file mentioned here includes AD Variables no 1 ADLOG On Automatic creation of Error log file from AD Simulations containing e g Courant number warnings can be dis abled by changing the variable AD Variables no 3 MORPH UPD IN COHE 3LMODEL OFF Morphological updating of bed topography due to erosion deposition of cohesive sediments can be activated for the ACST 3 layer cohesive model only by adjusting this variable Setting this variable to ON acti vates also an additional output variable on the AD result file from the ACST simulation the saving of the Bed Level Advection Dispersion Editor 421 Sse Advection Dispersion Editor 422 MIKE 11 WQ ECO LAB EDITOR 423 424 MIKE 11 Model Definition a 8 WQ ECO LAB EDITOR ECO Lab is a numerical lab for Ecological Modelling It is an open and generic tool for customizing 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 act
100. computational grid they are modified by the FF module and a warning message is issued Flood Forecasting Editor 471 Sez Flood Forecasting Editor 10 4 3 Parameters Table 10 2 Parameter Main effect Typical value Max phase error Higher phase errors are Equal to AP automatically reduced to this value Analyse Period AP Determine the period where observed and simulated data are analysed Found by calibra tion Time constant in AP If less than AP recent devi ations may be given more weight Equal to AP Time constant in forecast period Corrections at ToF are grad ually decreased in the fore cast period by a first order decay with this time con stant Found by calibra tion Adjust factor Increasing decreasing the calculated updating dis charge after applying the correc tion discharge 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 discharge hydrographs 10 5 Rating curves Not implemented 472 MIKE 11 DATA ASSIMILATION EDITOR 473 474 MIKE 11 a 11 DATA ASSIMILATION EDITOR The Data Assimilation editor is used for specifying the parameters needed when carrying out e Uncertainty estimation e Model updating e Forecasting The uncertainty assessment and updating methods are appli
101. decided upon the Standard Deviation Editor is used to define the individual standard deviation items The standard deviation is given an ID This ID is subsequently used for Data assimilation editor 493 Data Assimilation editor selecting which Standard Deviation to apply to the individual bounda ries Further set the standard deviation method to be used constant a value is specified in the value file field relative a percentage is specified in the value file field atime series a file name and a time series is specified by browsing If a relative or a time series type of standard deviation is selected spec ify optionally an upper and a lower limit to be applied 10 Finally the time constant for the temporal development of the errors are set Only the time constant prior to the time of forecast is used The time constants describe the colouring of the noise If pure white noise is to be applied at the boundaries the time constant should be set to zero Typically the noise at the boundaries will not be independent from time step to time step white noise thus a non zero time constant coloured noise is recommended Please refer to section 11 5 for a description of the time constants 11 Decide what additional output is required Tick the appropriate boxes for HD and or AD and supply the confidence intervals percentage Note that the confidence intervals are found by sorting each of the sim ulation
102. downstream of the structure ThisGate dh The water level difference across the structure River Network Editor 129 River Network Editor ThisGate Q Structure The flow through the structure ThisGate Gate Level The gate level of the structure Day of Year Integer expressing the day of the year at the time of calculation The use of references to the points up and downstream of the structure and reference to the ThisGate enables a faster editing of the strategies because no location data must be entered Target Type Here the type of the target 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 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 Hups Water level just upstream of the structure Hdws Water level just downstream of the structure Qups Discharge just upstream of the structure Qdws Discharge just downstream of the structure Vol The volume of water in a point Volups The volume of
103. ences are smaller than the define Limit value Additional Tools B 537 noes Additional Tools B 1 4 Updating rating curves through the command prompt The updating of the Q H relations for broadcrested weirs culverts and link channels may be done using a separate executable To execute the program open a command prompt on Windows XP the Dos Prompt can normally be found under Start gt Programs gt Accessories gt Command Prompt The syntax for running the application is M11QHCalcLauncher exe simulationfilename sim1 1 where denotes the full path to the application located in the bin directory of the MIKE Zero installation simulationfilename sim11 is the simulation file name If the calculation is successful then the user is prompted to acknowledge this If any errors occur then the structure type along with the locations are reported in the file errorQHcalc log which is located at the same location as the simula tion file 538 MIKE 11 INDEX 539 Sez Index A Processeddata 208 Additional output 367 Radius type 181 AD Se ete fee Fee te 416 Raw data 179 Additional Output MIKE 12 418 Section type 181 Advanced cohesive sediment Settings aoaaa aaa 204 transport module 391 Tabular view 192 Advection dispersion module 389 Vegetation height 194 Advection dispersion Width
104. eventual occasional road overtopping can be defined as a combination of multiple culverts and an overflow weir The only requirement for creating a composite structure is that all individ 76 MIKE 11 Tabular view Structures a ual structures in the composite structure is defined at the exact same loca tion same River Name and Chainage This example is illustrated in Figure 2 42 Eventual overtopping defined by an overflow weir Bridge openings Culvert 1 Culvert 2 Culvert 3 Figure 2 42 Composite structure illustration Can be defined in MIKE 11 with a number of individual structures defined at exact same location One of the benefits of defining a composite structure as illustrated above is that it is possible to obtain and analyze flow results through over each of the individual structures forming the composite structure To obtain the results for each structure use the Save Results in Structures options in the additional output feature of the HD Parameter editor see Add Output p 367 2 3 3 Structure Types definition Most hydraulic structures available within MIKE 11 can be defined as one of three different types Regular Side Structure or Side structure with Reservoir Structures without this choice works as regular structure Regular Regular structures are internal structures that specify a flow in the river branch typically based on up and down stream flow conditi
105. files are typically requested in stead of manually extracting time series data in selected grid points from the res11 file after the simulation has been completed This is often useful for automatic or manual calibration or when running production simula tions The time series output page is shown in the following figure iix Reach Lengths Add Output Flood Plain Resist User Def Marks Encroachment MIKE 12 Parameters MIKE 12 Initial Mix Coef W L Incr Curves W L Incr Sand Bars Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values Quasi Steady Heat Balance Stratification Time Series Output Maps Groundwater Leakage MIV Generate time series output files dfs Timeseries Bridge C ic temp ts 2 out dfso M Text file settings T Minimum J Time of minimum Delimiter in output file D Maximum J Time of maximum Width of columns 20 gt Time period in output J Limited output period Start 12 01 2009 13 17 29 End 12 01 2009 13 17 29 mM Items in output Default name__ User defined nam _ No decimals _ h Water level Velocity gt Grid points in output River Nam UpStr Cha DnStr Cha Selected grid points in output C All Only from the list C All excepted those from the list Figure 6 13 Time series output property page in HD parameter editor 352 MIKE 11 Time Series Output a 6 10 1
106. from higher chainages to smaller chainages MIKE 11 offers a number of approaches when modelling flow through bridges The approach to choose should be based on the assumptions for the different methods and the requirements of the modelling The bridge modelling approaches can be divided into pure free flow meth ods and methods which may be combined with submergence overflow methods The pure free flow methods can be further sub divided into methods for piers and methods for arches The methods specially designed for piers are e Bridge piers Nagler An orifice type of flow description with the effect of the piers taken into account through an adjustment factor 96 MIKE 11 Tabular view Structures a Bridge Piers Yarnell An equation derived from experiments for nor mal flow conditions in the sub critical flow range Again the effect of piers is handled through the use of adjustment factors The free flow arch methods available are Arch bridges Biery and Delleur An orifice type of equation is used to describe the discharge through the bridge The equation is derived under the assumption of a rectangular channel and is based on a single span arch opening Multiple arch openings are handled by a simple multiplication factor Arch bridges Hydraulic research method HR The HR method is based on laboratory experiments of both single and multi spanned arch bridges in rectangular channels The method uses tables de
107. 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 253 ea 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 E bnd4 10 bnd11 PEE Suny rae Boundary 1e Data Type Bottom Level Change in bottom a emee merve eee fl ar Fraction Value Sediment frac TS File j2 Fraction Value Sediment frac TS File Fraction Value Change in Fraction Value Figure 4 27 Specification o
108. gt r Resistance Formula Uniform Section j Manning M v Tripple zone M Global Values Resistance Number Zone 1 30 Zone 2 125 Zone 3 20 m Local Values ama B zone 3 1 RIVER 1 0 000000 30 000000 aa ae 19 000000 2 RIVER 1 5000 000000 25 000000 20 000000 15 000000 RIVER 1 14000 000000 27 000000 23 000000 10 000000 4 RIVER 1 21000 000000 22 000000 22 000000 12 000000 Figure 6 6 Tripple Zone appriach for Bed Resistance Due to the special description in the friction term in the higher order fully dynamic wave description the triple zone approach is only available for fully dynamic and diffusive wave descriptions Hydrodynamic Editor 337 a Hydrodynamic parameters Editor 6 3 3 Vegetation and bed resistance It is evident that the Bed Resistance amongst other parameters depend on vegetation growth and well defined relationships between vegetation growth and flow conditions are required However only few detailed investigations have been made to establish relationships between flow resistance and vegetation growth A quantita tive evaluation of the influence of vegetation on the flow resistance has been performed in a few Danish gauging programmes These are referred to in Appendix A 1 Flow Resistance and Vegetation p 523 6 4 Bed Resistance Toolbox The bed resistance toolbox offers a possibility to make the program calcu late the bed resistance as a fu
109. importance when selecting a times series Limits For a relative and a time series type of standard deviation bounds may be applied Thus the standard deviation is limited by these bounds TC before and TC after TOF Explained below Data assimilation editor 489 Data Assimilation editor The errors applied at the boundaries may be described through a first order auto regressive process Eni te 11 1 where En the error at time step n the regression coefficient white noise The regression coefficient should be interpreted as the memory of the model error To ensure that this memory is independent of the time step used the user is required to specify a time constant instead The relation between the regression coefficient and the time constant is gt lAn 11 2 where At the simulation time step In the logarithm with base e Ty the time constant TC The time constant TC should be interpreted as the time it takes for the cor rection to drop to half the initial magnitude exponential decay For wind fields and Catchment runoff two values must be supplied The numerical value of the regression coefficient must be less than unity to ensure that the variance of the model error is limited A negative time constant results in a regression coefficient which is greater than unity Therefore if a neg ative time constant is entered a warning is issued and the regression coef ficient is se
110. imported with the Protect Data option enabled Cross Section Editor 221 Sez Cross Section Editor 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 lines with individual levels and the hydraulic parameters defined The processed data for each cross section must finish up with a line containing SIR kkk 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 Example Donau lt Tab gt 2005 lt Tab gt 0 00 lt Tab gt LeftX 1 lt Tab gt RightX1 lt Tab gt LeftY 1 lt Tab gt RightY 1 Donau lt Tab gt 2005 lt Tab gt 750 00 lt Tab gt LeftX2 lt
111. 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 293 ma Rainfall Runoff Editor 294 MIKE 11 Flood Estimation Handbook FEH a Table 5 1 T Year event Step Input Computation Reference 1 The catchment in question is iden tified from the FEH CD ROM and 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 was
112. in time Different weight combinations for different cases of miss ing values may be applied also to this calculation of the distribution in time 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 should 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 de
113. 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 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 riverbed leakage coefficients for different reaches of the river River Network Editor 165 Sez River Network Editor Leakage Exchange Type 3 different River Aquifer types of exchange between surface water and aquifer are available described in the technical documentation of the MIKE SHE User Manual Aquifer Only Aquifer Bed River Bed only 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
114. 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 Rainfall Runoff Editor 327 ma Rainfall Runoff Editor 16 Presentation of Results Results from the simulation were finally compared in tables and on plots Figure 5 31 shows example on sum marised output from the upper catchment while Figure 5 32 shows the calibration plot for the upper catchments 328 MIKE 11 HYDRODYNAMIC EDITOR 329 330 MIKE 11 6 HYDRODYNAMIC PARAMETERS EDITOR The Hydrodynamic parameters editor HD editor is used for setting sup plementary data used for the simulation Most of the parameters in this e
115. 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 9 Stratification The property page used for setting up stratified flow simulations is illus trated in Figure 6 12 Hydrodynamic Editor 349 a Hydrodynamic parameters Editor ioj x Reach Lengths Add Output Flood Plain Resist User Def Marks Encroachment MIKE 12 Parameters MIKE 12 Initial Mix Coef W L Incr Curves W L Incr Sand Bars Initial Wind Bed Resist l Bed Resist Toolbox Wave Approx Default Values Quasi Steady Heat Balance Stratification Time Series Output Maps Groundwater Leakage M Corrections reductions No of layers fi 0 r Baroclinic Pressure IV Densities calculated Factor fi M Turbulence model Local bad sine f Viscosity 0 003 m Convection Advection Factor horizontal t fi Turbulence model in fluid bed Saale ae Tkepsmodet E Factor vertical momentum fi Factor advection Turbulence model at bed zz arag coefficient z m Dispersion Factor horizontal viscosity fi a Factor vertical viscosity IV Richardson numbers correction Figure 6 12 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 a
116. it applies should reflect the correlation between the model error at the measurement location and the errors at nearby grid points Note that the weighting function can only be applied on the branch where the measurement point is located If error forecasting should be applied activate the Apply error fore cast tick box and choose the error forecast model from the pull down menu The error forecast models are defined in the Equation editor Items 4 8 are repeated for every measurement Augmenting the list with a measurement is done by placing the courser in a row in the over view at the bottom of the measurements menu and then subsequently pressing the right tab key until a new row appears With the installation of MIKE 11 follows a number of examples illustrat ing the use of the Data assimilations methods The examples are all based on a simple set up with three branches The examples are designed to illustrate the main features of the data assimila tion The are 5 examples available all located in the folder 496 MIKE 11 Examples Se examples m11 DataAssimilation example1 There five examples are described below 11 10 1 Uncertainty assessment on hydrodynamic simulation The example located in the folder uncertainty illustrates how an uncer tainty assessment simulation is set up Please run the simulation to gener ate the results Note that confidence intervals are stored in the additional h
117. its position in a cross section when acti vating the update markers button For markers 1 and 3 the user can select to use either the full extent left and right selected of the cross section or alternatively the left and the right levee levee selected for marker and 3 The levee is defined as the highest point in the left and the right part of the cross section respectively Thus by selecting levee for the left and the right part of the cross section the highest points in the left and the night part 3 2 Processed data view Selecting the View Processed Data button on the Raw data View p 179 activates the processed data view Processed data are essential in MIKE 11 as these table values are used directly in the calculation such that values for Area Radius Width and Resistance Factors are extracted by interpolation from the processed data tables depending on the water level on a given timestep as an entry fo rinterpol Hence eventual problems in calculations for specific ranges of water levels in specific points can often be analysing and adjusting cor recting the processed data for the actual calculation points in the problem atic water levels Note on exception when utilizing the quasi two dimensional steady state K with vegetation 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 determini
118. 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 244 MIKE 11 Overview of the Boundary Editor a MM bnd4 31 bnd11 i LEE ggg 2 esr Sou vee Include AD boundaries xe oes reer Examples dfsO Figure 4 15 Specification 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 MM bnd4 32 bnd11 led Boundary Desergtion _ Boundary Type Open Water Level main 50000 Include AD boundaries Mike 12 g Data Type TS Type File Value ME TS Fil Examples dfs0 TS Fil Examples dfsO 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
119. mm by clicking Edit Abstraction Rainfall Runoff Editor 271 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 catchment 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 7 272 MIKE 11 The NAM Rainfall runoff model Skawa RR11 Modified Catchments NAM UHM SMAP Timeseries Surface Roatzone Ground Water Snow Melt Irrigation Initial Conditions Autoca
120. 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 284 MIKE 11 SMAP 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 ASOLYRSOL SAT 4 Cec o1 Base flow Time Constant for routing CK 4e 003 I Autocalibration opins 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 wa
121. multiplier fi Create precipitation maps m Overview Figure 5 21 DRiFt Rainfall page Spatial distribution Uniform Precipitation Rate DRiFt utilises a spatial distributed map of precipitation as input to the computational part It is therefore required to preprocess a rainfall map from either spatial and or temporal distributed sources 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 306 MIKE 11 DRiFt noes 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 Uniform Constant Constant value for precipitation rate mm hours Uniform Time Varying Time series file dfs0 of precipitation as rainfall intensity mm or rainfall intensity mm hour Distributed Time Varying Time varying grid file dfs2 of precipitation maps precipitation as rainfall mm Constant precipitation rate Here the con
122. object is present in the network file presently edited Additionally it is possible to switch on or off the display of all items in an entire branch of the tree view Network Boundary Hydro Dynamic Parameters etc by using the right mouse button on a branch Mouse This property page sets the properties for the cursor mouse when digitiz ing and editing points on the graphical view 56 MIKE 11 Graphical View Network Settings Figure 2 25 The Mouse property page The Digitize distance Minimum distance between new points sets this minimum distance at which a new point can be defined following a previ ous digitized point Consequently a smaller values allows for a fine detail digitization many points whereas a large value reduces the number of points during a digitization process The Mouse Sensitiviey Cursor sensitivity radius determines the radius in pixels for which the mouse detects points in the graphical view Network data The Network data property page Figure 2 26 contains global default set tings for misc parameters related to specific graphical view features River Network Editor 57 Sez River Network Editor Network Settings x Graphics Mouse Network Data Select and Edit m Auto Connect Branches Snap to Grid Search Distance 5000 m IV Use snap to grid Connect to Closest Point in Foreign Branch Grid Spacing x fi 0 m Close
123. 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 File 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 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 170 MIKE 11 Tabular view Runoff Groundwat
124. of Side Structure Branch River Network Editor 81 a River Network Editor Levels of the cross section is adapted from the defined Level Area Volume table whereas the widths 0 m at bottom and 100 m in top of section are just artificial numbers applied in order to draw a cross section in results presentation tools The calculated storage volume of the section is defined from the table values Example is a Side Strucure with Reservoir definition Side Structure included in Branch1 at chainage 1000 meter with ID SideWeir1 will effectively be placed midway in branch SSPR_Branch1_1000m_SideWeir1 The length of side branch SSPR_ Branch 1000m_SideWeir1 will follow from the position speci fied if any otherwise it will be 100 meter 2 3 4 Structure Geometry definition Many of the structures available in MIKE 11 requires a Structure Geome try definition to complete the structure input It is important to notice that the Structure Geometry to be defined is actu ally the geometry or level width relation of the sections of the hydraulic structure where the water can potentially flow That is the Flow Area def inition as illustrated in Figure 2 47 marked with the blue section Figure 2 47 Illustration of Structure Geometry definition The blue area which potentially conveys water over through the structure is the geometry which must be defined Example Assuming the following geometrical definition of the blue flow
125. 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 H 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 135 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 MIKE 11 Tabular view Structures Control Strategy Control Defi
126. of weighting functions are available e Constant In this case the error correction at the measurement location is distributed evenly over the grid points between Lower and Upper chainage e Triangular In this case the error correction is linearly decreasing from the measurement location to 0 at the Lower and Upper chainage e Mixed exponential In this case the error correction is decreased according to an exponential function from the measurement location to the Lower and Upper chainage to about 0 01 times the correction at the measurement location Amplitude The Amplitude specifies the fraction of the observed error at the measure ment location that should be applied as error correction at that point The Amplitude should reflect the confidence of the observation as compared to the model forecast That is if the amplitude equals one the measurement is assumed to be perfect whereas for smaller amplitudes less emphasis is put on the measurement as compared to the model forecast Lower chainage The Lower chainage specifies the lower point smallest chainage value in the branch where the measurement point is located for which the weight ing function is applied 480 MIKE 11 Measurements a Note Lower chainage must be smaller than the Upper chainage regard less of branch flow direction definition Upper chainage The Upper chainage specifies the upper point highest chainage value in the branch where the m
127. 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 7 10 Dispersion MIKE 12 Dispersion for MIKE 12 simulations is defined in this page where disper sion coefficients exponents as well as upper and lower limits for velocity dependent disper Please note that this property page are only visible if a MIKE 12 module is included in your license and most MIKE 11 users will therefore not see this tab page when working with the AD Parameter editor The MIKE 12 Dispersion page for AD simulations is presented in Figure 7 12 below Advection Dispersion Editor 417 Advection Dispersion Editor nlx Sediment Layers Non Cohesive ST Additional output Components Dispersion MIKE 12 Additional output MIKE 12 Dispersion Init Cond Decay Cohesive ST mM Dispersion coeficients factors M Global values Top layer Bottom layer Dispersion factor foooo foooo Exponent fo o00 o oo Minimum disp coefficient foooo foooo Maximum disp coefficient ficocoo foao M Local values Top Layer River Ch
128. or a Q point specifically 2 Forced h point The point defines the location of an h point 3 Forced Q point The point defines the location of a Q point Please Note that the forced points options in this dialog is not imple mented in the calculation engine and hence there is no effect what so ever on the calculation of changing this variable Points will at present always be interpreted as Default type points River Network Editor 63 Sez River Network Editor 2 2 2 Overview table Branches An overview of the points is given in the overview table and all points data can also be edited in this overview table instead of using the above mentioned group boxes for points editing The Branches property page Figure 2 33 contains parameters defining the river branches and their connections in the river model Please note that it is not possible to create new branches within this page If new river branches are to be included in the model then it is required to shift to the Graphical view and digitize a new river branch in the graphical View The creation of a river branch in the Graphical View automatically inserts a new line in the present Branches page Also note that it is not possible to adjust the chainages for the upstream and downstream point of the river branch in this page These chainages are being ported to the Branches page from the Points page where chain ages for digitization points belonging to specific river
129. or setting This column should be edited only if the calculation mode is chosen as either Change With or Set Equal to Details 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 Mike11 There are four property pages Logical Operands Control and Target point Iteration PID and Control Strategy River Network Editor 131 Sse River Network Editor Logical Operands Control Definitions Paseo Logical Uperands Control and Targetpoint Control Strategy Iteration PID Lo Branctl Chamage Name Comp ranch Operator Period Type Name Tor tor no Name None O H Man 9500 0 0000 None QS Man 10000 MainGat 0 000 c HD Test wave 5 min 0 G None dH Main 10500 Main 9500 0 0000 a Figure 2 81 The Logical Operand property page As stated in Control Definitions p 125 it is possible to define a number of conditions that all must be evaluated to TRUE if the whole if state ment is to be evaluated as TRUE These conditions are in Mikel called Logical Operands The logical operands are entered in the Logical Oper and property page see Figure 2 81 Each row in this table corresponds to a logical operand Note that it is not necessary to enter any logical operands for the if state ment with the lowest priority The control
130. other resistance definitions in this case The Resistance factor column can therefore have values of either Man nings M Manning s n or Chezy numbers in this case 210 MIKE 11 Processed data view SEX Conveyance The Conveyance values are not used in the simulation but is primarily dis played as part of the processed data for the purposes of checking and veri fying that the conveyance relationship is monotonously increasing with increasing water level which is one of the key assumptions for the open water hydraulics Note a situation where the conveyance column is not monotonically increasing with water levels can relativly easily occur especially in the case of some closed sections or in situations where the section geometry includes a sudden width increase and the Radius formulation has been selected to Hydraulic Radius Should this situation occur then it is strongly recommended not to say a strict requirement that time is spent on adjusting the section characteris tics such that a monotonically increasing Conveyance curve is present If not there is a very significant risk of obtaining instabilities in the simula tion for water levels in the range where the non increasing conveyance values are present Typical options for optimising the cross section characteristics in the situ ation of an open section using the Hydraulic Radius option is to manually sub divide the section into several slices by adjust
131. parameters Production rate at 20 degree per day 0 25 21 _ Macroalgea parameters Respiration rate at 20 degre per day 0 22 Simple sediment description Proportional factor for s dimensionles 1 23 Simple sediment description Proportional factor for N dimensionles 1 EE Rana Coa t a E Figure 8 4 Menu for Constants WQ EcO Lab Editor 429 WQ ECO Lab Editor 8 4 Constants can be declared as spatial varying in the ECO Lab template file and for these it is possible to specify local variation of the parameter val ues through the Local column Definition of local values are made in the same was as described for defining local values of State Variables 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 5 x Forcings Derived output 5 Water depth water column e Water depth actual layer Figure 8 5 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 the present Dialog Depending on the Spatial Variation of the Forcing as defined in the ECO Lab mode
132. points are divided with a separator string of stars CERNERET EERE SER ESEL ESE Component number River branch name Gridpoint chainage m Branch nr ic CALI 0000 level n width m layerl m3 m layer2 m3 m layer3 n3 n 54 760 0 000 0 0000 0 0000 0 0000 54 897 18 285 0 0000 0 0000 0 0000 55 033 34 372 0 0000 0 0000 0 0000 55 175 41 557 0 0001 0 0020 0 0030 55 311 95 534 0 0002 0 0020 0 0030 55 448 176 989 0 0003 0 0020 0 0030 55 585 264 186 0 0004 0 0020 0 0030 55 721 366 189 0 0006 0 0020 0 0030 55 858 480 683 0 0007 0 0020 0 0030 55 995 557 637 0 0010 0 0021 0 0030 56 131 589 673 0 0009 0 0020 0 0030 56 267 639 047 0 0006 0 0020 0 0030 Figure 7 9File format of ASCII input file for initial cohesive sediment layer depths Auto generated ASCII file with Initial conditions layer values Evidtently it is difficult to manually prepare an input file with the correct format and content so the calculation engine automatically generates an ASCII file for you which can serve as a template for defining initial con ditions for sediment layers for the simulation Running a simulation with a ACST component the calculation engine automatically creates an ASCII file which contains the initial sediment layer depths as distributed functions of water level and width for all calcu lation points in the model This ASCII file is named LayerOut 00 where the in the extension name represents the component number from
133. 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 52 Upstream water level Invert level Downstream water level ig Hos Crest level Hw Figure 2 52 Definition sketch for Weir formula 88 MIKE 11 Tabular view Structures Weir formula 3 Parameters only weir formula 2 Honma When choosing weir formula 3 a separate dialog can be opened by click ing the Details button See the following figure Weir Formula 3 Extended Honma Parameters xj m Weir dimensions Imperfect overflow C CO Al h2 h1 q Be width 0 Alph Tos Cancel Height fo pa B ta 1 018 Crest level 0 q 1 M Submerged overflow C C0 Ga h2 h1 r De Perfect overflow gt CO afhi w p b haji fos Gamma Oo a l 1 02 Delta 2 6 b 1 37 r 1 p fi hdjhu s 0 7 Figure 2 53 Parameter definition dialog for Weir formula 3 Using weir formula 3 several parameters are to be specified for calculation of the flow in three regimes perfect imperfect and submerged overflow MIKE 11 does not check if there is a continuous transition from one flow regime to the next This has to be ensured by the user through proper selection of the parameters Free Overflow Q h relations only broad crested weir and special weir Broad crested weir
134. sectional profile Thalweg 0 Figure 3 2 Definition sketch of the correction angle Please note that the correction of X coordinates is not reflected in a change of raw data x coordinates but only reflected in the calculated proc essed data adjusted widths etc 182 MIKE 11 Raw data View a Morphological Model A level of divide can be entered This level of divide has two purposes 1 To identify a level where flood plains and the main channel are seperat ing This feature will be used in a morphological sediment transport simulation to distinguish the morphological active main channel part from the flood plain part of the cross section where morphological changes does not occur In such a simulation an internal division in a main channel part and a flood plain part of the section will be made at the x coordinates corresponding to the Divide level z value and even tual morphological changes will only be applied in the main channel part of the section The second functionality of the Divide level is that it can be used for activating the flood plain Resistance feature in a hydrodynamic simula tion where a uniform resistance value can be applied in a section above the level of divide as described and specified in section 6 15 Flood Plain Resistance p 371 Resistance numbers In this section of the raw data window the user chooses to how to deal with bed resistance Two choices have to be made Transv
135. sim11 file for the project is located If MIKE 11 locates an ASCII file with this name a message box will appear prompting you whether you wants to read values from this text file or not The format of the TrsDepth Inp file is presented below Descriptor line Transport depth type Descriptor line Transport depth factor Transport Depth Type 1 or 2 line no line no Transport Depth Factor TDF line no 0 2 line no mom Figure 9 12 Fileformat of ASCII file TrsDepth Inp used to apply alternative methods for initial transport depth in the Graded Sediment transport module Two parameters are defined through the TrsDepth inp file Line 2 Transport Depth Type options available 1 or 2 Line 4 Transport Depth Factor TDF The alternative method applied for the transport layer depth depends on thedefined Transport Depth Type Following methods are available 1 Transport Depth Type 1 Transport depth defined as a constant throughout the entire model area That is Transport Depth TDF 2 Transport Depth Type 2 Transport depth defined as constant ratio of water depth That is Transport Depth Radius TDF 9 9 2 Shielding option defined through ASCII file Shield inp This option is valid for the Graded Sediment Transport module only 454 MIKE 11 ST Simulations Additional features a The standard Egiazaroff formulation for description of sheltering is over ruled if the ASCII file n
136. 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 used for obtaining the water level in the network 20 MIKE 11 Input 1 2 Input vosas O icix Models Input Simulation Results Start M Input Files Network IKE Zero Examples MIKE_T1Wida WIDAS6 3NWKIT L Edit Cross sections MIKE Zero Examples MIKE_11 WVida VIDA96 1 XNS11 an Edit Boundary data MIKE Zero Examples MIKE_11 Vida VIDA96 3 BND11_ a Edit RR Parameters Bre Edit HD Parameters MIKE Zero Examples MIKE_11 Vida VIDA96 2HD11 se Edit al Edt Edit mT AD Parameters ECOLab Param ST Parameters E m Q FF Parameters DA Parameters m Q Ice Parameters HD Results RR Results M Figure 1 3 The Input tab Based on the model selection from the Models Property Page a number of filename fields becomes active and the user is required to specify a range of input file names Ja This button opens a file selection box Edit This button opens the relevant editor if a valid filename of the given file type has been specified in the filename field Note that files required for the simulation
137. 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 abs Q Absolute value of the discharge in a point Q_ Structure The discharge through a structure 132 MIKE 11 Tabular view Structures a 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 135 V Velocity in a point Gate level The level of a gate Acc Vol Accumulated volume running through a point Min of hour Integer expressing the minutes at the time of calcula tion Hour of day Integer expr
138. target point can be larger that the required value of the target point Control Definitions EES Logical Operands Control and Targetpoint Control Strategy Iteration PID PID Integration time Ti Derivation time Td Propottionalty factor K Weighting factor Weighting factor Weighting factor for timestep 1 al fortimestep 2 a2 O for timestep 3 23 Iteration Use absolute or relative value Absolute x Vaue 01 lt Target Value lt Vaue 01 Max change of gate level 01 Figure 2 86 The Iteration PID property page when calculation mode is chosen as Iterative Solution Value This field corresponds to Limitrow in eqn 2 4 Value This field corresponds to Limit jg in eqn 2 4 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 of the Target Point is 20 142 MIKE 11 Tabular view Structures a Limit oy 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 sto
139. the Value column in the Control Definitions data section Set equal to If this calculation mode is chosen the gate level or the pumps discharge will equal the value specified in the Value column in the Control Definitions data section 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 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 Acc 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 128 MIKE 11 Tabular view Structures a 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 interrup
140. the ULTIMATE solution method is a very efficient and strong method which supplies accurate results also at loca tions with very sharp concentration gradients there is a significant reason why this methodology is not applied as a default method The ULTIMATE method is derived from a fundamental assumption that the Courant Number must never exceed 1 That is if you have locations where the Courant Number exceeds 1 then the ULTIMATE method can simply not be applied This often sets such a high restriction on the combi nation of grid spacing dx and timestep dt to keep the Courant Number below 1 that it is not feasible in all applications 7 12 2 AD simulation features activated through the MIKE11 Ini file Located in the bin directory of the MIKE Zero installation you will find a MIKE11 Ini file which is used to activate and control specific behaviour and performance of the calculation engine The MIKE11 Ini file contains also a section specifically for AD simjula tions section named AD_ SIMULATION and a few of the parameters possible to alter in the ini file are mentioned below Please note that it is recommended to copy the mike11 ini file from the bin folder to your project simulation folder must be located where you have your sim11 file The simulation engine searches for the MIKE11 Ini file locally first and secondly for the global file in the bin folder By cop ying the file to the local folder you ensure that the
141. the cul vert structure are in the culvert menu See section 2 3 7 Culvert no is chosen as the number marked in the overview box in the culvert menu Bridge level bottom The bottom level of the bridge The geome try of the lower part of the bridge consists of the data in bridge cross sections combined with the bridge level bottom River Network Editor 99 River Network Editor Overflow Note that the overflow option is only available if the submergence option is also seleceted The choices are FHWA WSPRO Energy Equation or MIKE 11 weir method For details on FHWA WSPRO see Overflow FHWA WSPRO If the Energy equation method is selected the user needs to supply the bridge level at the top of the bridge This level indicates the lowest point on the deck The data in the supplied for the bridge geometry also constitutes part of the geometry of the overflow part Weir no Ifa MIKE 11 weir is chosen the appropriate weir from the weir menu must be selected See section 2 3 6 Weir no is chosen as the number marked in the overview box in the weir menu vida96 3 nwk11 2 15 x Overview E Network P River Name Chainage Bridge ID Pante 369 VIDAA NED 772 3 Branches 10 Alignment Lines 4 Junctions 1 Options _ f Geometry and Loss factors Graphic E Structures submergence Edit Details Horizontal offset from marker 2 p Submeraence Weirs 8 Overflow Culverts 1 sk
142. the define list of model components You can use this file to define your own initial layer values by simply editing the file with your required initial layer values and rename it to LayerInp 00 Thereby the simula tion engine will use your values as layer initial conditions Note that the LayerOut 00 file s always contains the sediment layer val ues as defined in the AD Parameter so the content of this file will not 412 MIKE 11 Sediment layers ea change regardless of which layer input file you eventually use for the sim ulation Auto generated ASCII file with layer values at End of Simulation An alternative option to using the above described LayerOut 00 file as initial condition exists as an additional ASCII file is generated with layer values when the simulation is terminated This ASCII file is named lt ADResultFileName gt CST and it is be located in the result file folder for the AD Resultfile Different to the LayerOut 00 file this CST file will contain the values for the sediment layers at the time where the simulation ended which could eventually be useful initial conditions for consecutive simulations Regular hotstart including ACST components Please be informed that the standard Hotstart facility also includes the hot start of sediment layers such that a previous AD result file can also be used as initial conditions to following simulations If Hotstart is used as initial conditio
143. the definition of locations of initial values of sediment layers as well as the values for sediment layer defini tions Component Select from the drop down box one of the allowed component types Sin gle Layer Cohesive Multi Layer Cohesive and Non Cohesive If no com ponents have been selected as one of these types the selection box will appear empty Advection Dispersion Editor 409 Advection Dispersion Editor 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 4 0 a more detailed initial condition can be specified using a width Height table see Parameters p 410 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 4 4 property page Density The density of the layer Pot fac Potency factor The Potency factor is another left over from previous Sediment Water Quality interaction simulations performed throught the AD Parameter Editor and not used at all in the present verison of MIKE Zer
144. the structure and reference to the ThisGate enables a faster editing of the strategies because no location data must be entered 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 140 MIKE 11 Tabular view Structures oes Comp No Scale Point 1 This field is used only when 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 Q2 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 135 Iteration PID PID Section Here the necessary data is entered if the calculation mode is chosen as PID operation Control Definitions mara Logical Operands Control and Targetpoint Control Strategy Iteration PID PID Integr
145. the whole forecast required period Estimated time series starts Time series is extrapolated Figure 10 12 at ToF but does not cover applying the last found the whole forecast period value 466 MIKE 11 Boundary estimates Table 10 1 Case Estimation method Illustration Estimated time series starts after ToF Time series is interpolated using hindcast data at ToF and the first entered esti mated value Figure 10 13 The time series 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 10 14 T T 01 08 01 08 0000 1200 01 07 oo00 01 07 1200 T T 01 09 01 09 0000 1200 Simulation period Figure 10 10 Extrapolation from value at ToF 01 07 00 00 01 07 12 00 01 08 00 00 01 08 12 00 01 10 00 00 01 09 00 00 01 09 12 00 Simulation period Figure 10 11 Estimated boundary conditions as specified Hindcast Forecast Hindcast Forecast E ToF Flood Forecasting Editor 467 aa Flood Forecasting Editor Hindeast Forecast E ToF Extrapolated 01 07 01 08 01 08 01 09 12 00 00 00 12 00 00 00 Simulation period Figure 10 12 Extrapolation of Estimated boundary conditions Hindcast
146. this tool From end coordinates and branch line Update chainages of cross sections by using the cross section end coordinates and the resulting cross section line crossingwith the branch line New Chainage Old Chainage C1 C2 Update chainages of cross sections as a function of existing old chainages and the coefficients C1 and C2 Raw data XZ Data An option for inverting cross section raw data coordinates Generally cross section raw data must be entered as data entered from left to right when looking downstream However data can be received and hence entered in the opposite direction and this option allows for inverting the entire section Markers An option for either deleting or changing updating marker positions glo bally from one of the suggested options in the drop down selection box The apply tick boxes determines which markers should be updated as only selected marker boxes will be updated when processing the sections Action to be done A number of options to be applied to all the cross sections in the set up are available e Update zone classification e Update correction angle e Recompute all The OK button Press the OK button to execute the section settings selected in the dialog 202 MIKE 11 Raw data View os Apply to Selected Sections Activating this feature enables the same possibility for modifying cross section parameters as listed above in the Apply to all sections
147. threshold value for ground water recharge Tg 280 MIKE 11 The NAM Rainfall runoff model ma 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 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 result
148. to one the next loop corresponds to Loop Number equal to two and so on River Network Editor 133 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 TOF Time Of Forecast Used to decide if the simulation is in hind cast or forecast mode Hups Water level just upstream of the structure Hdws Water level just downstream of the structure Qups Discharge just upstream of the structure Qdws Discharge just downstream of the structure Vol The volume of water in a point Volups The volume of water just upstream of the structure Voldws The volume of water just downstream of the structure BranchVol The volume of water in a certain part of a river branch Depth The depth in a point Area The area in a point DepthUps The depth just upstream of the structure DepthDws The depth just downstream of the structure AreaUps The area just upstream of the structure AreaDws The area just downstream of the structure ThisGate dh The water level difference ac
149. type for the con ductance calculation is either Aquifer Bed or River Bed only Linear Reservoir Exchange When applying the Linear Reservoir mode for Saturated Flow in MIKE SHE exchange between the river and the baseflow can be defined invidid ually in coupling reaches as either a Gaining reach or a Losing reach That is only one directional exchange is possible for this option e Gaining Reach In Gaining Reaches the river receives baseflow from the baseflow res ervoirs in MIKE SHE e Losing Reach In Losing Reaches the river will exchange water to the baseflow reser voirs in MIKE SHE as a function of the Leakage coefficient Water depth in river Bank width and length of the coupling reach Weir data for overland river exchange When the Weir formula option has been selected in MIKE SHE for Over land River exchange calculation in MIKE SHE the overland spilling will be calculated using Weir Formula 1 and weir equation parameters must be defined for each coupling reach Weir Coefficient and Weir exponent These parameters refer to the Weir coefficient and exponent in the Weir Formula 1 see MIKE 11 Reference Manual Weir formula Minumum upstream height above bank for full weir width In the Weir Formula 1 when upstream water depth above the weir approaches zero the flow over the weir becomes undefined To prevent 166 MIKE 11 Tabular view Runoff Groundwater Links ea Inundation numerical
150. type to be generated Minimum Maximum or Dynamic Item The Resultt Item to be included in the Map Water Level Water Depth Velocity Velocity Depth AD Component DEM h p q Component If AD Component has been selected as the Map Item it is required to define which component number or State Variable the maps shall be produced Storing Frequency The frequency between timesteps saved in a dynamic map The timestep in the generated map file will be defined as the Storing Frequency multiplied with the specified result saving frequency in the simulation file example a simulation storing frequency of 2 hours and a Map Storing Frequency of 6 will result in a map grid file which will contain map results for every 12 hours Default Period The Default Period check box relates only to Dynamic type of maps Activate the Default Period box to create dynamic maps throughout the entire simulation period Deactivate the check box to create dynamic maps for only a limited period within the simulation period Reducing the time in which the maps are created have two main pur poses a reducing the overall simulation time as map processes are only activated in a limited period of time and b reducing the file size of a dynamic map Hydrodynamic Editor 359 Sez Hydrodynamic parameters Editor Start time and End time The Start and End times are applicable for Dynamic Type maps
151. used Hydrodynamic Editor 381 Hydrodynamic parameters Editor 6 20 2 Location 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 20 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 6 21 W L Incr Curve a 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 30 with all the different features all of which are described below 382 MIKE 11 W L Incr Curve noes 6 21 1 General iix Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values Quasi Steady Heat Balance
152. 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 148 MIKE 11 Tabular view Structures 2 3 13 Dambreak Erosion Dambreak Structure x Dam Break Structure Erosion Failure Dam Geometry Initial Failure Cancel Upstream Slope f Breach Failure Initially X Dea Downstream Slope 0 p Breach Failure Top Width 0 Initial Level 0 So Initial Width o p Material Properties Grain diameter fo Piping Fae Specific gravity p Starting Level h Porosity po Initial Diameter Mo Crit Shear Stess O Roughness bao Side Erosion Index pO Collapse Ratio Dy jies Volume Loss Ratio 0 r Limit of Breach Geometry Calibration Coef TI Final Bottom Level ff SSS Final Bottom Width 0 Breach Slope o Figure 2 89 The Erosion property dialog This dialog Figure 2 89 is accessed from the Dambreak Str p 143 property page in the Tabular view Structures p 76 by pressing the Erosion Parameters button can only be accessed if the Failure Mode is set to Erosion Based The dialog can only be used to spe
153. value Chainage The chainage in the river with the local value 7 5 Decay This page contains information for non conservative components These components are assumed to decay according to a first order expression dC _ aC L Ke 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 IMPORTANT NOTE If the components selected are used for a water quality simulation WQ then decay constants should not be specified in this dialog as proces equations defined in the Water Quality or ECO LAb template normally includes all processes affecting the State varia bles Therefore adding an additional decay in this AD Parameter Editor will normally interfere negatively with the defined equation framework of the Water Quality model The decay page is presented in Figure 7 4 below Advection Dispersion Editor 399 Advection Dispersion Editor alo Sediment Layers NonCohesiveST Additional output MIKE 12 Additional output Components Dispersion MIKE 12 Dispersion Init Cond Decay Cohesive ST m Decay constants eom Sart wns i a M 2 000000 ff RIVER 1 10000 00 Figure 7 4 The Decay property page Component Here the component in question is selected Wither type in the Component name manually or select from the Components drop down box present in the Components column Decay const Here the value of t
154. 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 Distributed 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 distrib uted boundary applies The order in which the chainages are specified is not important The Distributed Source Boundary 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 e Evaporation is specified 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
155. xsecids Exsports the Cross section ID s from cross sections active in the simu lation example Res11Read xsecids xx res11 out txt usermarks Exports User defined marks from the result file example Res11Read usermarks xx res11 out txt items Exports a List of all dynamic items present in the result file example Res11Read items xx res11 out txt allres Exports all simulation results all timesteps for all calculation points in the model Note This option can occasionally result in a large ascii output file example Res11Read allres xx res11 out txt someresFILE Simulation results from selected calculation points only are written to the output file The selected points to be exported is defined in a con figuration file with a user defined filename In this example the file is named FILE see format of FILE below example Res11Read SomeresInp txt xx res11 out txt where inp txt is the input configuration filename 534 MIKE 11 Converting simulation results to text files Res11Read os e compareFILE This option allows a comparion of two Res11 files from the same model and the option will issue an error if differences in result values between simulation points in the compared results are larger than a user defined threshold value The FILE is the configuration file for this option and contains informa tion on which
156. 00000 2000 000 180 0000 0 000000 Figure 6 31 Water level increment due to sand bars 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 Load Branch and Chainage button This button loads 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 6 22 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 either e Bed slope low water channel width and water area of annual maxi or mum discharge Hydrodynamic Editor 385 a Hydrodynamic parameters Editor e An observed water level increment 6 22 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 386 MIKE 11 ADVECTION DISPERSION EDITOR 387 388 MIKE 11 Module Description ma 7 ADVECTION DISPERSION EDITOR The AD Editor is used in conjunction with the following modules e Advection Dispersion module pure AD Water
157. 030 0 035 YR 30 g dry materialim2 125 g dry materia m2 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 Flow Resistance and Vegetation A 525 Flow Resistance and Vegetation A verification trial of eq A 1 1 using measurements from another danish stream Simested 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 4 Dy 4 A 1 3 n 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 s
158. 1 1 19927 1 1 418 2 482 6 15 4 1689 1 551 6 529 1 1992 1 1 1993 1 1 408 7 391 3 4 3 825 6 671 5 488 1 19937 1 1 19947 17 1 331 3 316 8 4 4 771 8 688 1 562 9 19947 1 1 19957 1 1 458 4 412 6 10 80 985 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 19977 1 1 653 8 685 3 4 8 1127 7 467 5 454 7 19977 1 1 1997710731 536 5 550 4 2 6 1631 5 519 3 491 3 PR ih a ay age ge 1991 1 1 1997 16 31 3277 3 3260 9 6 5 6775 6 4665 9 3562 1 BS eS EE Jea EEE VO gE a AT EE Figure 5 31 Example of contents of summarised output from a NAM catchment with observed discharge included 324 MIKE 11 Result Presentation as 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 and is saved 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 5 pe ooo 3 i Danian myarsa manean me E H asam n s i Figure 5 32 Example on a Calibration Plo
159. 1 19 00 00 8 450 10 090 10 090 M1 1982 07 31 20 00 00 0 670 0 460 0 460 M2 1982 07 31 21 00 00 0 000 0 000 0 000 13 1982 07 31 22 00 00 0 180 0 110 0 110 44 1982 07 31 23 00 00 0 000 0 000 0 000 45 1982 08 01 00 00 00 0 070 0 040 0 040 16 1982 08 01 01 00 00 0 000 0 000 0 000 1982 08 01 02 00 00 0 000 0 000 0 000 48 1982 08 01 03 00 00 0 000 0 080 0 080 19 1982 08 01 04 00 00 0 950 0 600 0 600 20 1982 08 01 05 00 00 1 330 1 310 1 310 21 1982 08 01 06 00 00 1 320 1 450 1 450 1982 08 01 07 00 00 1 190 1 180 1 180 1982 08 01 08 00 00 2 5 256 6 200 6 200 124 1982 08 01 09 00 00 14 230 13 030 13 030 1982 08 01 10 00 00 3 310 1 2 860 1 2 880 1982 08 01 11 00 00 2 210 2 300 2 300 1982 08 01 12 00 00 1 790 1 820 1 820 1982 08 01 13 00 00 2 560 2 360 2 360 1982 08 01 14 00 00 4 230 3 350 3 350 30 1982 08 01 15 00 00 5 840 5 600 5 600 31 1982 08 01 16 00 00 6 440 5 000 5 000 19029 NA M 47 00 00 A NRN 2970 3 2970 z Figure 13 8 Detailed Result page The detailed results shows all the time series data after gap filling Artifi cial values that has been calculated by the gap filling has an integer number to the left of the number This number is the item number used for the gap filling There may still be gaps in the data as no gap filling is done if all items on a particular time step has missing values 13 9 Outlined Output page A summary of the gap filling process is shown on the page See Figure
160. 1 Additional output for QSS with vegetation 370 Flood Plain Resistance 0 0 0 000 000 eee 371 User Def Marks 2 20 00 0000 00 2 372 6 16 1 Activation of Bed resistance Triple Zone Approach 372 Encroachment s ss eteuas esetre ae Ra ee e a a 373 6 1731 Iteration oe redre nirea ee a BE a e e ia a a we ee 374 6 17 2 Location o s s sterami ga e ae a a a a aa a 374 6 17 3 Encroachment method aaa aaa 375 6 17 4 Encroachment positions 375 6 17 5 Reduction parameters only encroachment methods 3 to 5 376 6 17 6 Target Values 2 2 aaa es 376 6 17 7 Encroachment simulation overview 377 6 17 8 Encroachment station overview 378 6 17 9 General guide lines for carrying out encroachment simulations 378 MIKE 12 Parameters 0 00000 cee ee 378 MIKE 12 Initials 2 2 ee ecae danatan aa a u e en ac an 379 Mixing CoenicientS 624 6c 4 2 444 044 DU Gee e ee ee Ge 381 6 20 1 Water amp Water 0 2 00 00 00000 ee 381 6 20 2 Location a E e E e a a a a a a e 382 6 20 3 Water amp Vegetation aoaaa 382 W L Incr GUNO i ooe oeio ae a e a e aa ea a e a 382 6 21 1 Ge eral s c a casi garii enud edp di piap iuta 383 6 21 2 System Definition aoaaa 384 6 21 3 Tabular view aaa aaa a a 384 W L Incr Sand Bars naaa aaa eee eee 384 6 22 1 General sa soss adrad eane eaae a adn E 385 6 22 2 System Definit
161. 11 ECOLab1 Modified J 5 xj Model definition State variables Constants Forcings Processes Derived output Degrees 2 Pelagic paramenters Growth rate diatoms per day 05 Pelagic paramenters Growth rate green algae per day 1 Pelagic paramenters Sedimentation rate lt 2m per day 0 25 5__ Pelagic paramenters Sedimentation rate 2m meteriday 05 6 _ Pelagic paramenters Max grazing rate per day 15 Pelagic paramenters Death rate phytoplankton per day 0 02 Pelagic paramenters Zooplankton death rate 1st ord per day 01 a Pelagic paramenters Zooplankton death rate 2nd ord per day 12 Pelagic paramenters Oxygen reaeration constant per day 15 Pelagic paramenters Detritus C mineralisation rate per day 0 05 12 Pelagic paramenters Detritus C settling rate lt 2m per day 0 05 13 ___ Pelagic paramenters Detritus C settling rate 2m meteriday 01 14 Pelagic paramenters Light extinction constant phytop m2 q Chl a 20 15 Pelagic paramenters Light extinction background con m2 0 35 116 __ Pelagic paramenters Light extinction detritus C m2ig detritus 04 Pelagic paramenters Light extinction constant macro m2 g macroal 0 02 Pelagic paramenters Light extinction constant suspe m2ig SS 01 119 Macroalgea parameters Sloughing rate at 20 degree per day 001 120 _ Macroalgea
162. 11 Es 0 00 1125 00 2018 00 CBWCD_N 11 CBWCD_N 114 CBWCD_N 12 ec 44 F PRW N 15 V Synchronize processed data M Update processed data automatically Insert Cross Section View Processed Data Update Markers Figure 3 1 The raw data view Water Level meter CAROL CITY CANAL B S 1125 000005 m 1 3 3 078 asd 0 544 1 04 pers F 0 052 F 0 050 Eo 048 F 0 046 F 0 044 Resist Manning s n 0 042 F 0 040 nee F 0 036 E 0 034 0 032 E 0 030 mri Trt 15 20 Cross section X data meter The raw data editor is made up by three views plus a number of additional dialog boxes e Tree view 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 Cross Section header data 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 cha
163. 2 MIKE 11 Result Presentation 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 E5 Skawa RR11 2 Modified 5540000 5535000 5530000 Jey 5525000 5520000 5515000 5510000 5505000 5500000 5495000 5490000 5485000 t t t f 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 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 Rainfall Runoff Editor 323 Rainfall Runoff Editor MikeView for comparing simulated and observed flow while displaying e g the Root Zone storage var
164. 3 Snow Melt 0 0 0 000000 00 ee ee 272 5 24 irrigation 2 54 9 6 gee oe ee eh a eee et ed Soe we 276 5 2 5 Initial conditions 20 0000 278 5 2 6 Autocalibration 0 0 a wa aa oh E a 279 53 URM aer aan e ey ee ore a a a a ee e oe es Eee 282 54 SMAP a a eee ee BE Ree BES ESS ee ee T 284 5 5 UPD AN ites ts wth ols doe Be lee oe beh edt de G des 287 5 5 1 Introduction 0 0 0 0 000 000 00 2 eee 287 5 5 2 Urban model A Time area Method 287 5 5 3 Urban model B Time area Method 289 5 5 4 Additional Time series 292 5 6 Flood Estimation Handbook FEH 293 5 6 1 Background ac2 csdcsaeeea ke evedaeerds Pieces 293 5 6 2 Methods for hydrograph Generation 293 5 6 3 T YearEvent 20 ke hee da ae wa ee ae ee d 293 5 6 4 Probable Maximum Flood 298 5 6 5 Generation of an Observed Flood Event 300 5 6 6 RESUIS c yk mia Eh eke E h oe a eo a A a i 300 5 6 7 Validation 0 0 0 0 000 0000 00 cee ee 301 5 6 8 LogFiles 1 625 5oc44 8445 HES E LS See oe aa 301 57 DRIF locas tent ok Bard Oe Bee e EGS Oe Ou ee 301 5 7 1 Surface flow 0 0 20 00 0000 02 ee eee 301 5 7 2 Initial conditions 20 000 304 8 MIKE 11 5 7 3 Rainfall 0 20222 2 2 2 2 2 2 2 00 0 0000 305 5 8 Time Series aaa ee 310
165. 39 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 Tool Bar for Alignment Lines p 39 2 Editing the numbers in the tabular view 3 Using the File menu to import the coordinates from a text file Figure 2 40 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 74 MIKE 11 Tabular view Network Example of a river network with alignment Figure 2 40 Junctions 2 2 4 The junctions feature is part of the quasi two dimensional steady state with vegetation module vida96 3 nwk11 2 RIVER1 500 RveR2 0 RIVERS 0 unctioni 10 i i p i a i i i L The Junctions dialog Figure 2 41 75 River Network Editor ea River Network Editor 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 Channel2 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
166. 4 MIKE 11 a 9 SEDIMENT TRANSPORT EDITOR The MIKE 11 non cohesive sediment transport module NST permits the computation of non cohesive sediment transport capacity morphological changes and 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 Sediment grain diameter p 437 Transport model p 438 Calibration factors p 446 Data for graded ST p 447 Preset distribution of sediment in nodes p 448 Passive branches p 450 Non Scouring Bed Level p 451 Initial dune dimensions Engelund Fredsoe model p 453 Opening view of the ST Parameter editor is presented in Figure 9 1 below ST River1 st11 Figure 9 1 15 x 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 Global Grain Diameter jos St Deviation fi __ River Nam Chainage Grain diam _ St deviatio 05 T ST Parameter Editor Opening view Sediment Transport Editor 435 a Sediment Transport Editor 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 9 0 1 Sediment transport simulations Simula
167. 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 carried out Hydrodynamic Editor 377 a Hydrodynamic parameters Editor 6 17 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 6 17 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 to 4 all analyse the individual
168. 7172001 1230 02 IV Correlation Analysis Output results regressive formula C p m11data CTI T sT ool CoorAnaGapFil output al and order Vv Gap Filling Input regressive formula and order C p m1 1data CTINTsT ool CoorAnaGiapFilNoutput z Output Precipitation data C p m11data CTINTsT ool CoorAnaGiapFilNGap_ J Figure 13 1 Layout of user interface 13 2 Def Files and Calc page When a new CGF file is created the tree view contains only one item in the tree view but as selections are made on the first page the tree view expands Input Time Series Data The time series data for the correlation analysis and or gap filling is selected The tool can be used for any type of data i e not limited to pre cipitation The time axis in time series file can be either equidistant or non equidistant The selection of duration allow the user to control the time period used for the analysis The choices are User Defined or All corresponding to all data in the selected data file The tool always applies all items in the time series file Correlation Analysis The choice of including correlation analysis or not has to be made If selected an output file name has to be specified The output file is an ASCII PFS file 510 MIKE 11 CorrAnalysis page ma Gap Filling The choice of including gap filling or not has to be made If selected a regressive formula input and an gap filling out
169. ATE method An option for changine the solution scheme from the traditional Finite Difference scheme to the so called Ultimate solution scheme is available The AD simulation engine can be instructed to utilise the ULTIMATE solution scheme by placing an ASCII text file named ULTIMATE TXT in the folder where the sim1 1 file is located Should a file with this name be found in the simulation folder then the Ultimate method is automati cally activated So why use the ULTIMATE method The ULTIMATE method is very strong and efficient to resolve very sharp concentration gradients at neighbouring calculation points where the standard Finite Difference method typically make a solution with signifi cant numerical wiggles The Ultimate method is able to keep the sharp gradients without generating these wiggles as illustrated in Figure 7 14 Advection Dispersion Editor 419 Advection Dispersion Editor amp AD Simulation Ultimate vs Standard method meter AD Simulation Ultimate vs Standard method 1 1 2008 11 55 12 gin 3 Standard Finite Difference ULTIMATE Figure 7 14 Simulation results longitudinal profile of AD simulation with abrupt change in concentration due to high concentration tributary inflow to main river Blue line presents concentration profile from calculation of standard Finite Difference method and Red line presents results obtained from the ULTIMATE method Important Notice Though
170. BY DHI MIKE 11 A modelling system for Rivers and Channels User Guide MIKE BY DHI 2011 Se 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 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 HAVE ACCEPTED THAT THE ABOVE LIMITATIONS OR THE MAXIMUM L
171. Bridge Piers D Aubuisson The discharge is determined based on a momentum equation assuming no bed slope and that the friction loss is negligible The method can handle pure rectangular channel descrip tions but also gives the option of using cross sections of arbitrary shape e Fully submerged bridges The fully submerged takes the drag of the fully submerged bridge into account Friction is neglected and the bed is assumed horizontal through the bridge 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 all bridges there are some common settings consisting of 98 MIKE 11 Tabular view Structures a Name The river name Used along with the chainage to identify the location of the bridge in the network River name and branch name are identical Chainage The location of the bridge in the river The river cannot be located at a location where a cross section exists Bridge ID String identification of the bridge The string identifica tion for the bridge is used in the output but also for the preprocess ing o
172. D 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 Boundary Editor 237 aa Boundary Editor describes how the AD boundary condition should be processed during the simulation There are three possibilities TS Defined This option is used when the specified concentration defined as the boundary condition constant or time varying shall be applied directly as the concentration value at the boundary node Open Concentration This option is used at locations where outflow from the model area takes place When an outflow boundary becomes an inflow bound ary during a model simulation eg due to tidal conditions the boundary condition is adjusted according to tick mix C Cart Cout m Cape Where Cypris the concentration specified at the boundary location Cout is the computed concentration at the boundary immediately before the flow direction changed K mix 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 2 E o Ox 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
173. Datum adjustment Text line DATUM Numerical line 12 22 The datum adjustment will be added to the z coordinates 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 where the numerical value is a radius type indicator which can be defined as either 0 1 or 2 The radius type options are 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 End of a cross section Text line FKK K k KK K 2K fe 2 288 2K K 3K K 2K 3K K FK FK 3K FK 2k 2k 2K 2K K ok Small or capital letters can be used It is optional to specify the above information except the x z coordinates profile 220 MIKE 11 Importing cross sections using File Import a 3 3 2 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 i
174. Distributed Source Inflow J Mike 12 Include HD calculation Include AD boundaries Entry Level 0 MMike 12 exe boss poe reve Tes j1 Discharge TS Fil ia e e e e Concentra TS File 5 Eai Concentra TS File Eci Figure 4 12 Specification of a point source boundary for a combined HD AD and MIKE12 simulation Figure 4 13 shows the layout of the boundary file if we now uncheck the Include 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 aima eT Point Source Inflow Distributed Source Inflow J Mike 12 Include HD calculation Include AD boundaries Entry Level 0 Mike 12 exe oes aoe reves i a e N e O ea e Concentra Concentra FSF File Figure 4 13 Specification of a Point Source inflow boundary for a combined AD MIKE12 simulation The discharge is not included in the water bal ance when the Include HD calculation is left unchecked Boundary Editor 243 Boundary Editor In figure 4 14 the AD RR box is checked This facility can be used where the
175. E 11 Tabular view Runoff Groundwater Links ea As described above the coupling reach floodcode is used for mapping MIKE SHE grids to MIKE 11 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 topogr
176. EGALLY APPLICA BLE SUBSET OF THESE LIMITATIONS APPLY TO YOUR PUR CHASE OF THIS SOFTWARE Printing History June 2004 June 2005 December 2006 November 2007 January 2009 December 2011 MIKE 11 CONTENTS noes Simulation Editor aaa aaa a 15 1 SIMULATION EDITOR aoaaa 0000000000084 17 LI IMGGEIS sc estes dees a et a a ts ce at ee ae es eee 18 ttt Models ase seo an ech dees the dee ee AGO aS 18 1 1 2 Simulation Mode 02 02020200002 19 T2 Input sana raaa a oe aa e ee e gen ee eee ei 21 13 Smulalom ek oe ac Se ed de Oe Soles 4 aE ee es Na RG 22 1 3 1 Simulation Period 20 2 202 20220200000200002 23 1 3 2 Initial Conditions 02 02 020202000200002 27 VA RESUS x a 2 4 d06 a dedeGbad Ae bd we eee a we ee ec a 28 TS Stall sak srk ik ba a ty Oh Bed a dee BR ded a de Aa ued a 29 River Network Editor 0 0 0000000 00 31 2 RIVER NETWORK EDITOR 202 02 02 0 0 0 000000 33 2 1 GraphicalView 0 0 20 0000 000 eee 35 2 1 1 Network editing toolbars 36 2 1 2 Main menu bar File 0 020200002 41 2 1 3 Main menu bar Edit aaa aaa 43 2 1 4 Main menu bar View 0 2 0 2 002 44 2 1 5 Main menu bar Network 02 0 2 0000 2 48 2 1 6 Main menu bar Layers naaa aaa a 52 2 1 7 Main menu bar Settings aa aaa a 55 2 1 8 Main menu bar Window 0002
177. Figure 2 11 The Edit menu of the Network editor Main menu bar River Network Editor 43 ea River Network Editor The following features are applicable only when located in one of the tables in the Network Editor Tabular View property pages Remove rows Delete a selected row in a table Insert rows Insert additional row at highlighted location in table Find Search for a specific string in an active table Replace Search and replace string values in tables Plot XY Plot of two selected column in a XY like plot Duplicate Duplicate the currently selected item in an overview grid Main menu bar View The View menu of the Main menu bar Figure 2 12 contains a number of features for viewing or presenting type of data related to the Network edi tor Graphical View 44 MIKE 11 Graphical View eas File Edit View Network Layers Settings Window Help O ce Project Explorer Project Map Advection Dispersion Parameters Sediment Transport Parameters v Swap Profile v Draw Grid Zoom In Zoom Out Previous Zoom Figure 2 12 The View menu of the Network Editor Main menu bar Project Explorer General MIKE Zero switch for showing the project explorer as a visible component in the MIKE Zero interface Primarily useful if the MIKE 11 editor files are part of a MIKE Zero project Project Map General feature for the MIKE Zero project map feature Switch for
178. HD specifies the maximal allowed courant number within the grid and time step G2 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 solving 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 vat Ax 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 Cr Period The date and time for the start and end of the simulation period The standard windows date time format is used _Apply Defaut The Apply Default button can be used to extract the pos sible simulation start t
179. Location River Name Chainage ID NLSF 5000 undefined E Network Points 369 Branches 10 Alignment Lines 4 Junctions 1 f Non linear storage function E Structures Constant K1 10 Weis 8 Culverts 1 Constant P1 0 5 Bridges 5 Constant K2 after overflow 0 Pump 2 Constant P2 after overflow 3 Regulating 1 Control Str 4 Time of delay TI 0 7 Dambreak Str 0 Time to shift wave from Tle 0 2 User defined 1 Tabulated Structures 1 Energy Loss 1 Hydraulic Control MIKE 12 Routing Channel Routing 1 Flood control Q and G rate 1 Flood control H Q HV curve Flood control by orifice 1 Diversions 1 Kinematic routing method 1 f Overview o Runoff groundwater links Grid points B A Figure 2 93 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 Tlz 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 Ad
180. M bnd4 22 bnd1 1 2 Modified E loj 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 EM bnd4 22 bnd1 1 3 Modified x Component 1 Component 2 Figure 4 33 Dialog for copying a AD Point source 4 2 4 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 Boundary Editor 257 Boundary Editor hydrograph representing catchment runoff needs to be applied to a number 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 PP bnd4 29 bnd11 LI ol x sound Desertor Sounds
181. MIKE 11 Transport model Ses a the model type Total load or bed load suspended load model and the appropriate transport model s as well as adjusting transport parameters if required prior to making any ST simulation Figure 9 3 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 fo srRwernstt 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 gt Model type Total Load Ackers and White Bed Load and or Suspended Load IV BedLoad IV Suspended Load M Model Parameters m Calculation of Rel density ese I Bottom Level Kin Viscosity fi x10 6 dH dZ Back water x Beta jo 65 Theta Critical calculated ATM model Theta Critical pos Gamma 3 Acker White feos x Channel Slope option O Porosity IT Bed Shear Stress Manning M ees Minimum 10 M Storing Maximum fi oo IV Bed Suspended load 7 I Total sediment volumes in each grid point Omega I Graded sediment volum
182. MT Dh variate 2 3 This 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 296 MIKE 11 Flood Estimation Handbook FEH a 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 lare 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 appropr
183. Metafile The Basin View is saved as a Metafile emf Afterwards this Metafile can be used as background image in the River Network Editor 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 boundaries can be deleted as follows 1 Press the Delete Boundary icon E 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 wi
184. Negative flow cE f Flow Contraction Loss T Apply energy loss Positive flow 0 Negative flow r Flow Expansion Loss T Apply energy loss Positive flow 0 Negative flow 0 p Overview i tore Akon Rough Posty Negatn Posty Negety 1 o it o 0 o o 0 0 Figure 2 92 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 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 2 AH ce 2gA 2 5 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 154 MIKE 11 Tabular view Routing a 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
185. Output Flood Plain Resist User Def Marks Encroachment MIKE 12 Parameters MIKE 12 Initial Mix Coef W L Incr Curves W L Incr Sand Bars m Water amp Water r Location HWE amp LWE River Name Chainage 1 0 1 gt Water amp Vegetation Independent Vegetation Zones f fo Independent Veg Zones f fiz Vegetation Zones adjacent to levee Expansion Contraction f 0 04 f 10 03 _ River Nam Chainage w amp w In W amp W Ex W amp v In w amp veg 1 Globa 1 2 0 04 O 1 0 03 Figure 6 29 The Mixing Coefficients property page 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 20 1 Water amp Water B 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 6 8 Linear interpolation is used to obtain intermediate values Important The table should start with b B 0 and end 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
186. Q ECO LAB EDITOR 22 6 45 244024424442 4248404455 8 1 Model Definition aooaa 00000000022 e 8 2 State Variables ooa a 8 3 Constants ar gi e se a a Goi ga Eod E A n Om FOCMOS sssr 5 i ade shade ead ek aada 8 eke eR aes 8 5 Auxiliary Variables 21664 4 4244 444 Bh de weed be odes 8 6 Processes seges sosio soea 000 cee ee 8 7 Derived Output 000 ee Sediment Transport Editor 0 9 SEDIMENT TRANSPORT EDITOR 0000005 9 0 1 Sediment transport simulations Simulationmode 423 425 425 427 429 430 431 431 432 433 435 436 Sez 9 0 2 Thetransportmodels 436 9 1 Sediment graindiameter 000000004 437 9 2 Transportmodel 2000000002 eee eee 438 9 2 1 ModelParameters 0200000 440 9 2 2 Special features for specific transport models 443 9 2 3 Bottom level update methods 444 9 3 Calibrationfactors 20 0000 00002 eee 446 9 4 Data for graded ST iwi cue ka ea ed ee a eR EAE ee 447 9 5 Preset distribution of sediment in nodes 448 9 6 Passive branches 00 0000 eee ee ee ee 450 9 7 Non Scouring BedLevel 200005520 e 451 9 8 Initial dune dimensions Engelund Fredsoe model 453 9 9 ST Simulations Additional features 2 2 2 020002 453 9 9 1 Transport layer de
187. RE Rae ed ad bs 476 11 1 1 Module selection 2 2 0 476 11 1 2 Basic parameters 477 11 1 3 Forecast 0 0000000000002 4 478 11 2 Measurements 0 0 0000 000 eee ee eee 478 11 2 1 Measurement location 20004 479 11 2 2 Standard deviation 479 11 2 3 Weighting function 2 2 0000 480 11 2 4 Errorforecastmodel 481 11 3 Equation Editor 2 2 22 222200 482 11 3 1 General aoaaa 0 00 00 0 02 es 482 11 3 2 Parameterdefiniion 485 11 4 Boundary Statistics aoaaa a 486 11 4 1 Details aaa 487 11 5 Standard deviation editor ooa 488 11 6 Outp t a sc rasor dadete di i e e a a a 491 11 7 A step by step guide to uncertainty assessment 492 11 8 A step by step guide to updating using the Kalman filter method 494 11 9 A step by step guide to updating using the Weighting function method 495 11 10 Examples 2 2 20 0000000 eee ee 496 11 10 1 Uncertainty assessment on hydrodynamic simulation 497 11 10 2 Kalman filter updating on hydrodynamic set up 497 11 10 3 Uncertainty assessment on advection dispersion simulation 498 11 10 4 Kalman filter updating on advection dispersion set up 499 Batch Simulation Editor 0 501 12 BATCH SIMULATION EDITOR
188. RES TOPO 90 0 5899 Positive 10000 Channel Routing 0 i5___ vibaa RuD TOPO 92 0 200 Positive 10000 Regular Rigad control Qand C rate 0 6___ vIDAa MaG TOPO 92_ 53 5900 Positive 10000 Flood control H Q H curve CONDCDAA TAMAN l Noritiun annn Flood control by orifice 0 Diversions 0 Kinematic routing method 0 Runoff groundwater links MIKE SHE links 0 Rainfall runoff links 0 Grid points Grid Points 0 D oO n Figure 2 2 The Network Editor Tabular View Details on features and usage of the Network Editor including both the Graphical View and the Tabular View is described in the following 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 MIKE 11 Graphical View SEX 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 Creation of a new network file Nwk11 requires an initial definition of the working area coordinates and map projection for the river model to be created The opening win doew when creating a new network file is presented in Geographical Area Coordinates a x Area Coordinates OK 7
189. RIVER BRANCH Figure 2 87 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 O point the AX step used between the adjoining h points is of no consequence The maximum AX step should however be greater than the difference between given chain ages to prevent the insertion of interpolated cross sections 144 MIKE 11 Tabular view Structures Sez Spillways and other structures If a spillway is added to the dam itself it could be described as a separate branch see Figure 2 87 At the node where the two branches meet the surface flooded area is taken as the sum of the individual flooded areas specified 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 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 br
190. Rate Spatial distribution Temporal distribution Constant precipitation rate Distributed precipitation maps 7 Time varying 55 Rainfall file C Data Grid Raintall dis2 za Edit IV Create new distributed precipitation maps eae i ears vecera se ones i RainGauge 1 15 3 C Data Sensort dfs0 2 RainGauge21 66 45 5e Data Sensor2 dfs0 ja RainGauge2_2 ea 60 CDataiSensorz dts0 _ Interpolation type Thiessen z Precipitation time step multiplier fa Create precipitation maps m Overview a ee a Tee ee Distributed 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 The precipitation time step is the temporal resolution of the new distrib uted maps seconds 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 Create precipitation maps This action button creates the required distributed precipitation maps for the DRiFt runoff calculations The distributed rainmaps are required for all DRiFt calculations and it is therefore requested for the user
191. SMAP Timeseries Surface Rootzone Ground Water snow Melt 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 r Extended Component T Change ratio of GW area to catchment area I Change specific yield of groundwater reservoir T Threshold groundwater depth for baseflow GWLBFO 10 I Seasonal variation of maximum depth EdtGeasonal T Capillary flux depth for unit flux Time constant for routing lower baseflow Cklow fi e 004 Overview 0 486 2 59e 003 08 2e 003 Figure 5 6 NAM Ground Water 270 MIKE 11 The NAM Rainfall runoff model 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 vari
192. Ses specified by entering river name chainage and initial values and if defined local values will override the global specification New lines in the Local Values table are created either by placing the cursor in the last column and pressing lt TAB gt or through the Grid option in the main menu bar An example on applying a combination of Global and Local values are presentetd in Figure 6 2 The global water depth and discharge have been specified as 5 0 and 1 4 respectively and Local values have been specified in the branch RIVER 1 This definition wil result in a local varying initial water depth from 5 70 to 5 00 with a linear relationship between chainage 0 and 3000 and the dis charge also varies between 1 000 and 1 400 with a linear relationship between chainage 0 and 3000 At any other locations in the model Global values will be applied as the initial value ioi x Reach Lengths Add Output Flood Plain Resist User Def Marks Encroachment Heat Balance Stratification Time Series Output Maps Groundwater Leakage MIKE 12 Parameters MIKE 12 Initial Mix Coef W L Incr Curves W L Incr Sand Bars Initial Wind BedResist Bed Resist Toolbox Wave Approx Default Values Quasi Steady M Initial conditions M Global Values Water Level ig Water Level Discharge fia C Water Depth m Local Values _ River Name Chainage Initial h Initial Q 1 RIVER
193. The resistance is given relative to the resistance number specified in the hd11 file HD parameter file Resistance numbers higher than one always corresponds to higher physical resistance than specified in the hd11 file i e independent of the choice of resistance number type in the hd11file e Manning s n The resistance number is specified as Manning s n in the unit s m 9 e Manning s M The resistance number is specified as Manning s M in the unit mV s Manning s M 1 Mannig s n e Chezy number The resistance number is specified as Chezy number in the unit m s e Darcy Weisbach k The resistance is specified in the form of an equivalent grain diameter Darcy Weisbach additional parameters If the Pasche vegetation calculation module is included with the installa tion license required the user has the choice of including the effect of vegatation on the flood plains To activate the vegetation calculation the resistance type should be chosen as Darcy Weisbach and the small tick box next to the resistance type should be ticked This will activate a small edit button This edit button will in turn grant access to a dialog from which the vegetation parameters for the left and the right flood plain may be set Fig Figure 3 3 184 MIKE 11 Raw data View Ses Resistance numbers Transversal Distribution High Low flow zones x Resistance Darcy Weisbach k x Figure 3 3 The setting of the Darcy W
194. The value must be given as a depth That is a height above bottom of river bed Sediment Transport Editor 451 Sediment Transport Editor 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 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 Important to notice the non scouring bed level must be defined as a actual level and not a height ST Riverl ST11 ip x 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 r Global Values Thickness of active layer fo Non scouring bed level 5 5 Local Values A RIVERI 9 000000 0 100000 0 250000 2 RIVER1 _ 2500 0000 0 100000 0 000000 a JRvERI 4400 0000 0 150000 0 100000 j4 RvEeR2 oo00000 99 000000 5 RIVER2 40000000 99 000000 1 500000 Figure 9 10 Non scouring Bed Level property page Figure 9 10 shown an example where the global values of Thickness of active layer is defi
195. 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 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 direction and one being the angle between the guide line and the dead water line River Network Editor 73 a River Network Editor Dead water zone Left levee bank line Fa Extraction a MM water point line Guide line A a f Contraction point Figure 2 38 Definition of dead water zone along bank Vegetation zone T ig Left levee bank a Dead water line Right levee bank Figure 2
196. a check boxes Save fraction values and Save sed transport each fraction If the result file is to be used as a hot start file these 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 9 7 Sediment Transport Editor 447 Sediment Transport Editor 9 5 Le ST River1 sti1 15 x Preset Distribution of Sediment in Nodes Passive Branches Non Scouring Bed Level Transport Model Initial Dune Dimensions Data for Graded ST Sediment Grain Diameter Calibration Factors Global Data Min depth of active layer fo 1 Init depth of passive layer fi I Shielding of particles IV Save sed transport each fraction Save fraction values IV Active layer IV Pasive layer Frac Frac Fraction Fraction Value Value River Number Diameter Active Passive Name Chainage Layer 1 000000 25 00000 10 00000 I 1 500000 30 00000 SAu m m mm u 4 2 300000 25 00000 30 00000 fiv 3 000000 20 00000 35 00000 fiv Figure 9 7 Example of specifying Graded ST data 4 fractions Please note that Graded Sediment Transport option is not available for the Meyer Peter amp Mueller sediment transport formula Preset distribution of sediment in nodes The property page enables the addition and editing of a preset distribution of sediment in calculatio
197. 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 Boundary Editor 233 a Boundary Editor NORTH WIND Figure 4 4 Definition of wind direction The Global Boundary The Global boundary condition is applied when a certain boundary 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 Boundary 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 then be applied over the entire model area except at those locations where distributed boundaries have been specified Figure 4 5 shows an example in which bo
198. ace 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 Not applicable to Impervious Steep type of catchment 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 291 Rainfall Runoff Editor 5 5 4 Horton s Exponent Time factor characteristic soil parameter with unit of s 1 Determines how quickly during a rainfall event the infiltration capacity rate reduces over time from the Start Infiltration to the End Infiltration 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 defining the rate of the soil infiltration capacity recovery after a rainfall i e in a drying period Manning s numbe
199. aders in the top split window Boundary Description describes the nature of the boundary see Figure 4 3 There are six different types of Boundary Description e Open e Point Source e Distributed Source e Global e Structures 230 MIKE 11 Overview of the Boundary Editor os e Closed The boundary description options are explained in detail below 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 RM hnd4 2 bnd11 J oj x __ Boundary Deseription _ Boundary Type D Boundary 1D Inflow Water Level Q h Bottom Level Sediment Transport Sediment Supply Point Source Inflow i Sediment Transport ja Distributed Source Inflow mo Distributed Source Evaporation 4 Distributed Source Rainfall Fe Distributed Source Heat Balance E Distributed Source Resistance factor rik 30 Wind field EU functions i Evaporation Heat Balance Rainfall Resistance factor Wind field Dam Dambreak Regulating Structure o o o o o o ol9 9 5 5 9 2 20 20 0o o ojojojojojojo o ololololololololoo o olololololololololololo
200. age in bold Individual cross section can be selected in five different ways 1 Double click on the chainage in the tree view lt Ctrl gt click on the chainage in the tree view 2 3 Press space bar while the chainage in the tree view is in focus 4 Choose Select Unselect in the context sensitive pop up menu appear ing for Section chainage level in the tree view 5 The pop up menu at River name or Topo ID level in the tree view con tains items for selecting or unselecting all cross sections in a River name or Topo ID Cross Section Editor 191 noes Cross Section Editor 3 1 3 Raw data Tabular view The tabular view is only visible 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 X and Z pairs can be typed in manually or can be imported from a text file as described in section 3 3 below A third alternative is to Copy and Paste the two columns from a spreadsheet either together or one by one you need to highlight the column header X or Z before pasting Resist This column is used for setting relative resistance or it may be used for setting local values of Manning s M or n Chezy number or the equivalent grain diameter The selection depends on the setting in the resistance combo box see Figure 3 13 Relative resistanc
201. ai Dispersion Minimum Dispersion Minimi Name nage factor coef factor coel i o of 0 100 D Bottom Layt Figure 7 12 Property page for MIKE 12 Dispersion definitions 7 11 Additional Output MIKE 12 An addition output page also exist for MIKE 12 where additional output can be extracted from the two layers included in a MIKE 12 simulation Please note that this property page are only visible if a MIKE 12 module is included in your license and most MIKE 11 users will therefore not see this tab page when working with the AD Parameter editor The MIKE 12 Additional Output page for AD simulations is presented in Figure 7 13 below 418 MIKE 11 AD Simulations Additional features lolx Components Dispersion MIKE 12 Dispersion Init Cond Decay Cohesive ST l Sediment Layers Non Cohesive ST Additional output MIKE 12 Additional output Total Total Accumulated Grid Grid Accumulated Surface Bottom Surface Bottom Surface Bottom Surface Bottom Mass E E E Mass balance Mass in branch Decay in branch Entrainment in branch Transport total Dispersive transport Convective transport Figure 7 13 MIKE 12 Additional Output selection page 7 12 AD Simulations Additional features This section includes a number of additional features for the AD simula tion which can be activated through other options than the Parameter Edi tor 7 12 1 Alternative Solution scheme The ULTIM
202. alternative method for updating bottom levels can be defined through the MIKE11 Ini file ST_Parameters section BOTTOM LEVEL UPDATE METHODS parameter The value of this parameter determine which approach is selected for cross section updating through the entire sediment transport simulation 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 deposition and erosion above e Method no 3 444 MIKE 11 Transport model Ses 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 An illustration of the different methods available is presented in More details on the calculation of bottom levels is given in the NST Reference Manual MODEL 1 MODEL 2 MODEL 3 MODEL 4 MODEL 5 Figure 9 5 Options available for updating of bed levels and cross sections parameters Please note that it is not unfortunately not possible to extract and present the updated cross sections shapes due to morphological updating from any result file Analysis of impacts on cross section parameters Area Width Radius
203. alue Chainage The chainage in the river with the local value Advection Dispersion Editor 397 Sez Advection Dispersion Editor Example In Figure 7 3 initial conditions is defined for the component SALINITY The initial Global concentration of SALINITY is set to 35 PSU for the entire river network However the initial concentration of SALINITY var ies linearly from 20 PSU to 25 PSU to 27 PSU up to 33 PSU along the reach defined as river branch named RIVER 1 at the chainages 5000m to 10000m to 12000 m to 15000 m Initial conditions stratification table Initial conditions for AD simulations where Stratified river branches are included is given in this section Stratified river branches are defined in the River Network Editor gt Table View gt Branches gt Branch Type Stratified 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 value will be used as a local value 398 MIKE 11 Decay ma River name The name of the river with the local initial
204. amed Shield Inp is located in the simulation folder same folder as where the sim11 file is located The Shield Inp file consists of two lines only as presented below Shielding type Shielding Factor line no 1 Descriptor line 2 0 80 line no 2 Shielding Type and Shielding factor Figure 9 13 Fileformat of ASCII file Shield Inp for defining alternative options for shielding hiding exposure of grains 1 Line 1 is a header line i e could be any text string 2 Line 2 contains two numbers Shielding Type 1 or 2 and a Shielding factor Following alternative formulations are used depending on the Shielding Type definition In sf 2 Shield Type 1 T p 1 6 leld Lype c shield e n sf d d m d NS Shield Type 2 To shield Te i where Te shield 18 the critical shear stress adjusted with sheltering effects sf 1s the Shielding Factor from the Shield Inp file di is the grain size diameter of fraction i dm is the mean diameter 9 9 3 ST simulation features activated through the MIKE11 Ini file Located in the bin directory of the MIKE Zero installation you will find a MIKE11 Ini file which is used to activate and control specific behaviour and performance of the calculation engine Sediment Transport Editor 455 a Sediment Transport Editor The MIKE11 Ini file contains also a section specifically for ST simjula tions section named ST SIMULATION and a
205. amic and High Order Fully Dynamic 341 6 5 2 Diffusive Wave naaa aaa 341 6 5 3 Kinematic Wave oaaae 341 6 6 Default values aoaaa ce ee 342 6 6 1 Computation Scheme aaau aaa 342 66 2 SWitehes eors 24064 edb awe e ere E E a es 344 Of Quasi Steady ois adaware thee sk pe BARA ROS ee aaa i 344 6 7 1 Computational parameters 345 6 7 2 Steady state options o oo aa oe Ee Oe RS RS 346 6 7 3 Contraction and expansion loss coefficients 347 6 8 Heat Balance naaa aa eo eS Bw ee es 347 Sez 6 9 6 10 6 11 6 12 6 13 6 14 6 15 6 16 6 17 6 18 6 19 6 20 6 21 6 22 Stratification 02020 0020000002 eee 349 Time Series Output 2 02202022 2 a 352 6 10 1 Generating Time Series Output Files 353 6 10 2 Text File Settings 0 0 020222 eee eee 353 6 10 3 Time Period in Output 2 2 353 6 10 4 Items in Output 2 2 2 2 2 00 0 354 6 10 5 Grid Points in Output 2 2 2 22 2 2 0 354 IMapDS os tks ck nies eae ee ein eRe ee ee ee E 354 6 11 1 A step by step guide to generating two dimensional maps 361 6 11 2 A step by step guide to generating Digital Elevation Models DEM 363 Groundwater Leakage 20 202 eee eee eee 364 Reach Lengths 2 3 6adee 024 ba be ee Reed ebb eS ea ye 365 Add Output 24 24 55 44450000 be 26S Rew Re Ree Ge ES 367 6 14
206. an filter updating method is applied the user must specify the standard deviation for the measurement The standard deviation may be of three different types e Constant The user specifies a constant value e Relative The standard deviation is taken as a relative value of the measurement e Time dependent The standard deviation may vary with time with the variation defined in a dfs0 file When applying a relative or time dependent standard deviation the user may apply bounds on the standard deviation Data assimilation editor 479 Data Assimilation editor Note that for the percentage option the percentage is taken based on the absolute value for discharge and concentration For water level the per centage is interpreted as being with respect to the water depth For the weighting function method the standard deviation box is not appli cable 11 2 3 Weighting function When the weighting function update procedure is applied a weighting function must be specified for each measurement This function defines how errors at the measurement location are distributed to neighbouring points in the river network The procedure updates the parts of the model state that correspond to the measurement variable e g if water levels are measured the water level grid points are updated whereas the other parts of the model state are implicitly updated according to the numerical scheme in the next time step Type Three different types
207. ance type defined as Relative Resistance In this case the Resistance factor is interpreted as a multiplication fac tor which during the calculation will be multiplied to the resistance numbers defined in the HD Parameter editor HD11 in order to estab lish a level dependent resistance in the section That is the resistance factor works as a level dependent resistance scaling factor in the actual section It is important to notice in the case of Relative Resistance Type this factor is always multiplied to the resistance value defined in the HD Parameter Editor Dependent on the type of resistance number applied it is therefore important to be careful when editing the resistance factor values Since they are multiplied to the resistance number these factors must decrease to values smaller than one in order to increase resistance if Manning s M type of resistance number is applied However if Man ning s n 1 M is applied then it is required to define resistance factors higher than one to activate an increase in resistance with depth 2 Raw data Resistance type defined as specific Resistance number Man ning s n Manning s M or Chezy number In this case the Resistance factor column contains the actual resistance number applied in the simulation as resistance numbers defined in the HD11 file is not applied for sections and calculation points which have any of these Resistance Types defined Cross section Resistance values override any
208. anch 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 LT arix Location Head loss Factor Breach Calc Method E Network Points 7 Branches 2 Alignment Lines 0 Junctions 0 E Structures Branch name Chainage ID RES MACHU 10700 break Type Regular M Edit reservoir storage Inflow __ Outflow _ Free Overflow MIKE11 Energy Eq Positive Flow 0 5 1 1 Negative Flow 0 5 1 1 Weirs 1 gt Dam Geometry f Failure Moment and Mode ts 0 afte 0 Crest Level 60 05 Failure Moment Reservoir Water Level 7 ridges 0 Pump 0 Crest Length 3825 Hours after start D Regulating 0 01 01 1990 12 00 00 te and time r Limit for Breach Development 7 Reservoir water level 60 05 Apply Limiting Section N J oe 2 e Failure Mode Erosion Based v Erosion Parameters Tabulated Structures 0 Topo ID Energy Loss 0 Hydraulic Control MIKE 12 River Name Time Step Control E Routing Chainage 0 Time after failure when changing the time step 0 1 Runoff groundwater links gy E Grid points X coor of center breach 0 Factor by which the time step is multiplied 1 f Ove
209. 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 CKBF 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 The Ground Water parameters are described below see Figure 5 6 Rainfall Runoff Editor 269 ma Rainfall Runoff Editor 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
210. ange 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 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 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 17
211. anges multiple cross sections to these parameters there are two options 1 Use the apply to all selected to change the 8 parameters 2 Use the Resistance number interpolation method Raw data Tree View The tree view presents the hierachy of cross sections in the cross section file grouped in a tree with river names as top level Topo ID s as secondary level and river chainages as the lower tree view level Selecting a river branch Topo ID or cross section with the mouse and pressing the right mouse button will open context sensitive pop up menus with different features for editing content of either individual cross sections or the entire cross section file presents the pop up menu Figure 3 5 presents the context sensitive pop up menu s appearing for Branches Topo ID s and single chainages respectively Insert Insert Delete Insert interpolated Rename Delete f Copy f Rename Draw Site p Select All J Select Unselect Unselect All Figure 3 5 Tree view context sensitive pop up menus activated through the right mouse button click A menu similar to that on the left but also including the Combine command appears if opened at the Branch or Topo D level whereas the right menu appears when opened from a chainage value individual cross section The following editing facilities are available from the context sensitiive pop up menus Insert Once the Ins
212. aphy 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 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 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 River Network Editor 169 River Network Editor 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
213. appearance and partly the functionality of the graphical view River Network Editor 55 noes River Network Editor Network Settings x Graphics Mouse Network Data Select and Edit m Points Drawn as Powy X O Of ofolaly v Color M GB Poiti stye Color Point size po ppt Graphical Objects Tj Network Ta Cross Section Wid Cross Section Cor Y Points Alignment Points Alignment Lines Lines Drawn as Vegetation Zones Pe Display Line style or vy Dead Water Zone v Branches Colo Polygon fil style z Branch Ci tj eas sail sa Thickness fi pixels Connection Labels Weirs M Text Drawn as a JE Display Justification z Regulating Structu Control pruou g Color B i Background style z gt mes Figure 2 24 The Graphics property page The left hand side of the page presents the graphical object possible to present on the graphical view organized in a tree structure Each object in the tree view has an entry for defining individual settings for points lines labels etc Open settings for editing a specific object by opening the tree view and highlight the object you wish to edit Selecting an object allows for changes in the right hand side of the dialog The Display tick box determinates wheter the specific object will be pre sented in the Graphical view in case the
214. applies Additional output The additional output page contains check boxes which can be used to store internal model parameters in an additional result file automatically created filename is lt AD filename gt ADAdd 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 Components Dispersion Init Cond Decay Boundary Cohesive ST l Sediment Layers Non Cohesive ST Ice Model Additional output Total Grid Total Accumulated Grid Accumulated Mass E E E E Mass balance r B B E 1 order decay E E E B Mass in branches r r Transport total E 5 Dispersive transport B E Convective transport B E Figure 7 11 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 416 MIKE 11 Dispersion MIKE 12 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
215. arance of the graphical view These features are Grid Swithc for activating the grid on the graphical view Clear history Clears the view such that only the active graph is pre sented and additionaly zoomes out such that the actual cross section data graph uses the entire view History enabled Enables the drawing of multiple sections in the view which scrolling the different sections in the tree view If this ie switched off then alwaysonly one graph will appear in the view Font opens a seperate standard Font settings dialog where font type size and colour can be modified Cross Section Editor 213 a Cross Section Editor Graphical plot items selector It is possible to present the graphical plot of any of the hydraulic parame ters listed in the tabular view columns From a selection box in the top of the graphical view the requested data type for presentation in the plot can be selected as illustrated in Figure 3 32 EE Loeb eee cs pee esesesssc ceaeatuaneseseascences TITTAT TTT TITTET ATTE Water Level eie nanaaaacannafocsacascacansssseh Jansccccop SSeS Sees Niece even ewibeeddsususecaueteveueel 200 400 600 Storage width meter Figure 3 32 Drop down selection box for plot of processed data types 3 2 4 Processed Data Levels button When activating the Levels button a Levels for Processed Data dia log applears Figure 3 33 214 MIKE 11 Processed data view
216. area in Figure 2 47 Crest level of structure is at level 3 m crest level bottom of blue area in figure bottom widht is 5 m top width is 7 m ata level of 5 m A structure geometry definition in this case is normally defined as presented in Table 2 1 below Table 2 1 Weir Geometry definition Level m Width m 3 00 0 00 3 05 5 00 5 00 7 00 82 MIKE 11 Tabular view Structures a 2 3 5 Structure Plotting For structures where specification of dimensions and elevations is part of defining the structure it is possible to make a plot of the structure together with the upstream and downstream cross section This includes all weirs all culverts some bridges and most control structures all except discharge control structures Plotting structures and their neighbouring cross sec tions together helps ensuring that structure dimensions and elevations are specified correctly A typical source of model instability is a structure which is larger or lower than the neighbouring cross section For structures which can be plotted the structure dialog contains a section named Graphic with a Plot button Clicking this will open a separate graphical window showing two plots The upper plot being the upstream cross section and the structure and the lower plot being the downstream cross section and the structure Initially the centre of the structure is hori zontally aligned to marker 2 of the cross se
217. arked 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 and 4 and between 5 and 3 see Figure 2 64 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 Table 2 2 Loss factor tables for FHWA WSPRO Table Opening Function of Type Base coeffi C I m or M cient Base coeffi C H II and IV m or M L b cient Froude kp I F number Entrance Ky 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 ILH Wand e IV Piers k IU 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 LU Mand k 0 1 IV Spur dike kas kas l HandIV m or M River Network Editor 109 River Network Editor Table 2 2 Loss factor tables for FHWA WSPRO Spur dike 1 k MI m or M L4 b Spur dike 2 k II Elliptical m or M L b Spur dike 2 k II Straight m or M In the Loss Factor menu the user can choose to use m or M as axis in the tables Where m Channel contraction ratio M Bridge opening ratio
218. ate the hydrograph or else one of the two 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 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 300 MIKE 11 DRiFt Ses 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 ea
219. ated Q values can be calculated from one of two assumptions Critical flow or Uniform flow using the Manning equa tion If the latter is chosen the bed slope and Manning s n or M must be specified Both methods will take H values from the processed data of the specific cross section Levels column and Q values is calculated from either Equation 4 1 or Equation 4 2 In case of Critical Flow Q is calculated from Olh A h oO 4 1 In case of Uniform flow by Manning s formula Q is calculated from O h Conv h JI 4 2 where Q h the level depending Discharge A h the level depending Area from Cross section processed data W h the level depending Width from Cross section processed data I the bed slope Conv h is the level depending Conveyance calculated as a function of the resistance type definition in cross section raw data If raw data Resistance type Relative Resistance 2 Conv h M ontool A h i RCh If raw data Resistance type Manning s M 2 Conv h M h A h RCh If raw data Resistance type Manning s n 2 Conv h T sak 248 MIKE 11 Overview of the Boundary Editor a If raw data Resistance type Chezy or Darcy Weissbach Conw h C h ACh JR where Mantool is the Manning number defined in the Q h tool dialog M h n h and C h are the respective Resistance number definitions extracted from the resistance factor column in the in t
220. ation End Period for 709 199 for 10 1990 Apply Default ST time step multiplier fi RR time step multiplier fi M Initial Conditions to Hotstart Type of condition Hotstart filename Date and Time Add t file Steady State x Ic Program Files DHI m ja p 08 1990 12 00 00 fa E E Parameter File 7 fl p 7011990 12 00 00 Parameter File z El ai 7011990 12 00 00 Parameter File z fai 01 1990 12 00 00 Figure 1 4 The Simulation tab 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 of fixed time step the time step is spec ified in the time step edit field as a number 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 selecting a timeserie from a time series file dsf0 with Item type defined as TimeStep in the dialog presented in Figure 1 5 Simulation Editor 23 Simulation Editor xi Tabulated Time Step Time step file Item i Cancel Figure 1 5 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 presented as Figure 1 6 Time Step Settings x m Adaptative Time Step Minimum ji Maxim
221. ation 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 279 ma Rainfall Runoff Editor 5 Skawa RR11 Modified Catchments NAM UHM SMAP Timeseries Sutface Flootzone Ground Water Snow Melt Irrigation Initial Conditions Autocalibration SKAWA_UPP vO D os Vv 2 59e 003 4e 003 4e 003 xl M Objective Function M Overall Water Balance M Overall Root Mean Square Error I Peak flow RMSE Peak flow gt O T Low flow RMSE Low flow lt f Maximum number of evaluations 2000 m 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
222. ation 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 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
223. ation time Ti 300 Derivation time Td 0 8 Propottionality factor K 1 Weighting factor 5 Weighting factor 57 for timestep 1 a1 Weighting factor 1 for timestep 2 a2 for timestep 3 a3 Iteration Use absolute or relative value Value lt Target Value lt Max change of gate level Figure 2 85 The Iteration PID property page when calculation mode is chosen as P D Operation Integration Time Ti Corresponds to 7 in eqn 2 2 Derivation Time Td Corresponds to 7 in eqn 2 2 Proportionality Factor K Corresponds to K in eqn 2 2 Weighting factor for time step 1 a1 Corresponds to a in eqn 2 2 River Network Editor 141 a River Network Editor Weighting factor for time step 2 a2 Corresponds to a in eqn 2 2 Weighting factor for time step 3 a3 Corresponds to a in eqn 2 2 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 TP a Limito TP ge TP Limityien 2 4 Require Required where TPreguired iS the required value of the target point 7P4 is the actual value of the target point Limitzow is the amount that the actual value of the target point can be smaller than the required target point and Limit High is the amount that the actual value of the
224. auging programmes and investiga tions on the weeds influence on flow resistance are described in the fol lowing A 1 1 Flow Channels in Halkaer AA Jensen et al 4 describes experiments performed in a danish stream named Halk r Stream of Halkaer A straight line stretch of the stream with very dense vegetation was chosen for the experiment and reg ulators for control of the discharge into the stretch were introduced The object of the experiment was to determine Q A relations for different weed densities Q h relations were established for natural very dense weed conditions and additionally 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 occur rences of Water Thyme latin Helodea sp danish Vandpest The obtained Q h relations are presented in Fig A 1 1 Flow Resistance and Vegetation A 523 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 Fro
225. ayout Overview Left part shows River name Chainage and Bridge ID Right part show methods for the bridge openings Multiple waterway openings If working with multiple waterway openings all multiple waterway openings are marked when the bridge is activated See Figure 2 57 In order to add additional openings mark a row in the right part of the overview window and press insert on the keyboard Working with Loss factor tables Some of the bridge methods require values found in tables These tables can either be used based on default values taken from the literature or may be user defined edited In general it is recomended to use the default val ues The loss adjustment factor tables are viewed by pressing the Details but ton The default loss factor tables are generated by pressing the Edit but ton 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 keyboard when having the cursor in last bottom cell creates an additional line federal highway Administration FHWA WSPRO amp US bureau of Public Roads USPBR Bridge The FHWA WSPRO Energy Equation and the USPBR methods may be used
226. be River Nom charge offset o m Fall velocity Deposition Figure 7 6 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 Advection Dispersion Editor 403 a Advection Dispersion Editor w0 Free settling velocity Typical range 0 0025 0 01 m s 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
227. ber f30 M Local Values Bier Name Chainage A RIVERI 0 000000 2 RIVER 1 5000 000000 RIVER 1 14000 000000 RIVER 1 21000 000000 30 000000 25 000000 20 000000 Figure 6 4 Uniform approach for implementation of the bed resistance 6 3 2 Triple zone approach The Triple Zone Approach offers a possibility for the user to divide the 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 5 336 MIKE 11 Bed Resistance ZONE2 3 Figure 6 5 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 372 Global and local values of bed resistance for each zone can be specified as described for the Uniform approach see Figure 6 6 inixi Reach Lengths Add Output Flood Plain Resist User Def Marks Encroachment Heat Balance Stratification Time Series Output Maps Groundwater Leakage MIKE 12 Parameters MIKE 12 Initial Mix Coef W L Incr Curves W L Incr Sand Bars Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values Quasi Steady Approach
228. ber of rows and columns equal to the number of items in the time series input file For each item in the file a row is shown holding the coefficients in the regression equation corre sponding to the other items in the time series file The two numbers shown are the coefficients A upper and B lower in the equation Y AX B In the diagonal of the table the A and B is not shown as these always are and 0 respectively 13 6 Plot page This page allows for plotting the data in one item against data from another See Figure 13 6 514 MIKE 11 Gap Filling page aa Row number R 08780 t i y 0 8292 0 1157 l Column number 2 Change plot 1 Print HITOKURA mm Figure 13 6 Plot page Row Column number Change Plot Here you select which items to plot Once you changed the numbers you should press the Change plot button to update the plot Copy Pressing the button copies the plot to the clipboard as Windows meta file information This allows for subsequent paste into for instance a word processing tool Print Pressing this button will send the plot to a printer 13 7 Gap Filling page In this page parameters for the gap filling are specified and the gap filling process is launched See Figure 13 7 Correlation Analysis And Gap Filling Tool 515 Correlation Analysis And Gap Filling Tool gt General condition Gap filling boundary value default is empty Au
229. ble 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 Gener 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 275 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
230. by the HD model and hence a well defined amount mass of pollutant is introduced into the model Concequently the computed concentra tion in the boundary node can differ from the concentration speci fied in the boundary file It may be used where appreciable storage and hence dilution of the inflow can take place close to the bound ary 238 MIKE 11 Overview of the Boundary Editor os RM bnd4 17 bnd11 Modified _ 0 x Boundary Description Boundary Type D Boundary ID Include HD calculation Include AD boundaries Mike 12 ows eaters amen 4 _ Discharge TS Fil 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 c
231. c Alignment Lines 4 Number of rows Junctions 1 Calculation Mode Type Water level datum ee fa thurs nb s feu Edit reserva Discharge factor Weirs 8 Culverts 1 Bridges 5 Pump 2 Regulating 1 Control Str 4 Dambreak Str 0 User defined 1 Tabulated Structures 1 Energy Loss 0 Hydraulic Control MIKE 12 Routing fH Runoff groundwater links E Grid points f Overview et aso raf nn 1 JuNDsKO 3382 5 SpecialStruc Q fh 0 Figure 2 91 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 91 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 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 Type The Ication type may be Regular Side Structure or Side Struc ture Reservoir See section 2 3 Tabular view Structures for details Calculation Mode 152 MIKE 11 Tabular view Structures a Q
232. cable to hydro dynamic and or advection dispersion simulations Uncertainty assessment and updating for NAM rainfall runoff will become available in a later release Thus any reference to catchment modelling in the present inter face should be neglected One exception being that the uncertainty may be applied to output from catchments Uncertainty assessment The uncertainty assessment is a powerful tool for evaluating the effect of uncertainties on the boundary conditions in a river network To carry out an uncertainty assessment a minimum of input parameters is required from the user Model updating If reliable measurements are available within the model domain these may be utilized to improve the model results of MIKE 11 using updating Two different updating methods are available e A Kalman filter procedure e A combined weighting function and error correction procedure Forecasting With the appropriate data the updating routines of MIKE 11 can improve model results prior to a time of forecast After the time of forecast the model is corrected using forecasts of errors identified prior to the time of forecast The type of error correction to be applied in the forecast period depends on the option chosen for model updating If the Kalman filter is applied estimated errors in the boundary conditions at the time of forecast are phased out according to an exponential decay If the combined weight ing function and error correction procedur
233. calculated as the discharge divided by the cross sectional area Hydrodynamic Editor 367 Hydrodynamic parameters Editor Discharge The discharge calculated at h points is a weighting of up and downstream discharges calculated at O points 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 fe 6 4 A led i 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 368 MIKE 11 Add Output Ses 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 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
234. calculation engine reads and utilises during pre processing of the model simulation The ASCII file must ful fill a number of requirements to be used as input to the simulation Filename are LayerInp 00 where the last in the file extension refers to the Component number for which the layer thickness shall be defined That is if an ACST component is defined e g as com ponent number 2 in the list of defined components then the filename must be LayerInp 002 The ASCII files must be located in the simulation folder That is the folder where the sim11 file for the actual simulation is located Ifthe simulation engine detects a file with the requested name a message box will appear as presented in Figure 7 8 below From the dialog it can now be chosed whether the initial layer depths should be read from the external file Press Yes or using the definitions from the AD Parameter file Press No Advection Dispersion Editor 411 Advection Dispersion Editor RE Read Initial sediment depths from txt file s layerinp 00 Te Figure 7 8 Confirmation dialog for reading initial sediment layer depths from external ASCII file The ASCH file contains information on levels widhts and layer depths in m3 m for 3 layers Levels and Widths must be identical to the values for each cross section and h points in the model domain The format is presented below Data for different cross seciton
235. 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 The total required conveyance reduction is entered here in percentage 6 17 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 376 MIKE 11 Encroachment noes 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 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 ch
236. cases where the bed resist ance forces dominates It is not suitable for tidal flows 6 5 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 Hydrodynamic Editor 341 a Hydrodynamic parameters Editor 6 6 Default values ioj x Reach Lengths Add Output Flood Plain Resist User Def Marks Encroachment Heat Balance Stratification Time Series Output Maps Groundwater Leakage MIKE 12 Parameters MIKE 12 Initial Mix Coef W L Incr Curves W L Incr Sand Bars Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values Quasi Steady M Computation Scheme Delta 0 5 Zeta Min fo 1 Delhs joo Struc Fac fo Delh fo 1 Inter Max fi 0 Alpha fi Nolter fi Theta fi ManlterSteady fi 00 Eps 0 000 FroudeMax fa Dh Node joo FroudeE xp fa M Switches Node Compatibility water Level bul Figure 6 9 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 In the following a brief descriptions are provided of the different parame ters see also section Coefficients HD default parameters in the
237. ccount for backwater effects At Kinematic Routing branches it is possible to run the model without information on cross sections In turn this indicates that Kinematic Routing 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 and additional information on stratification details no of layers etc are defined in the HD Parameter file see Stratification p 349 MIKE 12 An option to define a branch as a 2 layer flow branch MIKE 12 is though no longer further developed and supported and hence it may be beneficial to select a Stratified branch instead if layered flow are to be included in a MIKE 11 simulation 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 The Edit Link Channel Parameters button This button is only enabled when a branch has been defined with the branch type of link channel Link Channels what are they The link channel is a short branch used to connect a flood plain to the main river branch and therefore typically represents
238. ch 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 6 Incorrect branch Correct branch connection connection ot ee Pa Fr Figure 2 6 Connection of four or more branches 38 MIKE 11 Graphical View Ses Disconnect branch This tool deletes a branch connection Select i 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 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 similar 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
239. ch that a Base simulation file sim11 with all relevant information on simulation models and simula tion mode input files simulation period timestep initial conditions and output file names must be defined prior to using the Batch Simulation Edi tor Batch simulations are then 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 changed 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 A number of empty rows will be introduced in the Selected Parameters grid after specifying the this number and leaving the edit field using the lt TAB gt key or clicking with the pointer anywhere in the editor Each line in the Selected Parameters grid shall only contain specifica tions of the parameters or input files which should be different from the definitions in the base simulation file Parameters which should differ from the base simulation file is selected in the tree view on the left part of the Batch Simulation Editor see Figure 12 2 Open any tree view items by clic
240. ch catchment whether or not a log should be created 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 301 Rainfall Runoff Editor DRiFt 1 RR11 DRiFt Timeseries Catchments NAM UHM SMAP Urbar FEH Surface flow Initial Conditions Rainfall DRIFT CAT E Edit esef Edit Catchment outlet node coordinate 2s Y coordinate fas m Surface Parameters CN Distributed E Edit Flow velocity in channels fi Flow velocity on hillslopes fo m Overview gt Geo morphological Parameters DEM Figure 5 19 DRiFt Surface Flow parameters Geo morphological Parameters DEM The DEM Digital Elevation Model o
241. ch is added to the level column in the level width table Level Width table Weir shape defined as levels and corresponding flow widths Values in the levels column must be increasing See also section 2 3 4 Structure Geometry definition p 82 86 MIKE 11 Tabular view Structures SEX Weir formula Parameters only weir formula 1 vida96 3 nwk11 2 oj x Overview Points 369 Branches 10 Alignment Lines 4 Junctions 1 Structures Weirs 8 Culverts 0 Bridges 0 Pump 0 Regulating 0 Control Str 0 Dambreak Str 0 User defined 0 Tabulated Structures 0 Energy Loss 0 Hydraulic Control MIKE 12 Routing Runoff groundwater links Grid points E3 Ez r Location River Name Chainage ID VIDAA OVR 4700 Type Regular gt Edit reservoir f Attributes Type Weir Formula 1 X Valve None T p Head Loss Factor Inflow Out Flow Free Overflow Positive Flow 0 5 1 1 Negative Flow 0 5 1 1 r Graphic Horizontal offset from marker2 0 Plot Weir Formula Parameters Width fs Height fe WeirCoeff 1 838 Weir Exp f5 oa Invert Level Free Overflow Q h relations f Overview Broad Crested Weir None Broad Crested Weir Only Positive Flow Weir Formula 1 None Broad Crested Weir None Weir Formula 1 None Figure 2 50 The weir prop
242. ch 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 m2 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 402 MIKE 11 Cohesive ST as Chainage The chainage of the river for which the entered data applies 7 6 2 Multi Layer Cohesive Model ADPar ad11 Modified N lolx Sediment Layers NonCohesiveST Additional output MIKE 12 Additional output Components Dispersion MIKE 12 Dispersion Init Cond Decay Cohesive ST M Cohesive Sediment transport global values gt Model Type Location Single layer Multilayer River name Chainage C offset 10 00 g 4 50 m o oo Critical Shear stress x 0 050 w0 0 005000 swi 0 000332 Time centering 0 80 M EROSION Consolidation r Instant erosion Sediment Sediment roe gs Transition rates of layer 1 layer 1 layer 2 Critical shear stess gt fao70 0 300 fe 300 Layer gt Layer 2 850 Erosion coeficient fo 20 fo 200 0 200 Layer2 gt Layer3 0 150 Erosion exponent 2 00 2 000 2 000 SI fric coef j oo componen Tee Glo
243. chment 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 and model simulations 10 1 Basic definitions 10 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 10 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 10 1 2 Simulation Mode The length of the Forecast Period is always specified in the Forecast Menu see section 10 2 1 lt _ e FowsastPeried_ gt N Simulation Start Time of Fomai Figure 10 1 Definition of ToF 10 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 459 Flood Forecasting Editor cast period se
244. cify erosion based fail ure 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 Grain 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 River Network Editor 149 River Network Editor 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 T
245. clicking with the mouse in the view 194 MIKE 11 Raw data View laaa lf OAR BKK Figure 3 15 Raw data Graphical view Toolbar Icons Listed from left the icons presented in Figure 3 15 are as follows Zoom In Enables zoom in of graphical view Zoom Out Zoom out to full extent of all sections visible in view Previous zoom Zoom to previous Next zoom Zoom to next active if Previous zoom has been activated one or more times Draw Grid On Off switch for the drawing of a grid in view Undo Undo facility for the last graphically edited point Select Selector of point in the graphical view When clicking on a point in the graphical view the line in the tabular view containing values for the actual point will be highlighted Move points Moves a point in the graphical view x and z values in the tabular view is automatically updated from the moving of the point Parallel move Moves a selected number of points graphically To use this feature first select a group of points by clicking at the first point to move and the last point to move Thereafter the group of points within the selection can be moved by click and drag in the graphical view Insert points Insert additional points in a section By point to a line segment of a cross section and activating the insert points a new point will be inserted in between two existing points on that section reach Cross Section Editor 195 O Cros
246. co M Steady State Options JV Use energy equation Model contraction and expansion losses J Allow upstream slope J Velocity distribution coefficient based on conveyance No suppression of convective terms Friction slope evaluation Default Se M Contraction expansion coefficients Contraction fo Expansion jos Load branch and chainages _ River Name Chainage Contraction Expansion _ 0 1 0 3 Figure 6 10 The Quasi Steady property page 6 7 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 solution For single branches without bifurcation the value should be 1 In more complex sys tems the value should be less than 1 Hydrodynamic Editor 345 Hydrodynamic parameters Editor 6 7 2 Target_Branch Comp
247. column is presented 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 Batch Simulation Editor 505 ea Batch Simulation Editor 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 Verify Batch Simulation defitions 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 Start Batch Simulations After the verification of th
248. 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 a section where information on the Catchment Name Catchment Area and Runoff Type must be specified are now present The Catchment Name must refer to a catchment included in the MIKE 11 Rainfall Runoff model set up The area value 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 rainfall runoff editor The runoff type must be selected between Total Runoff Surface Runoff Root Zone Runoff Groundwater Runoff or Rainfall 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 EF bnd4 15 bnd11 a iol x Boundary Description Boundary Type ID Point Source inflow Ei Distributed Source Inflow AD RR Catchment Area fo RR flow type Total Runot x MAD RR Total Runoff Surface Runoff Root Zone Runoff Groundwater Runoff Rainfall Concentra TS File Concentra TS 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
249. 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 water level change To obtain the lat ter method 5 should instead be used 6 18 MIKE 12 Parameters The parameters defined in the present page is related to MIKE 12 simula tions only MIKE 12 is a 1 Dimensional 2 Layer model If you do not have the MIKE 12 module included in the license this page is not visible when opening the HD Parameter editor The present page contains variables for specifically the model parameters related to entrainment and exchange between the two layers in MIKE 12 The MIKE 12 parameter page is presented in Figure 6 27 below 378 MIKE 11 MIKE 12 Initial os nix Reach Lengths Add Output Flood Plain Resist User Def Marks Encroachment Heat Balance Stratification Time Series Output Maps Groundwater Leakage Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values Quasi Steady MIKE 12Parameters MIKE 12 Initial Mix Coef W L Incr Curves W L Incr Sand Bars M Model Constants Interface Friction Factor fp oa2 Maximum volume of entrainment 100 Maximum entrainment velocity pos Minimu
250. cted automatically Cross Section Editor 215 ea Cross Section Editor Minimum Level The minimum calculation level to be presented as the first level in the processed data table Default is the lowest point in the section defined in the Raw Data table Maximum Level The maximum calculation level to be presented in the processed data However it is strongly recommended not to apply this feature as it is important to have the cross section properly processed up to the highest point as defined in the Raw data 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 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 Figure 3 34 it is possible to read and import cross section data raw or processed from a text file into MIKE 11 216 MIKE 11 Importing cross sections using
251. ction Clicking the right mouse button in the graphical view the user will be given the following options in addition to the regular zoom and pan options e Settings This will open a separate dialog where the graphical properties of cross section structure etc can be changed e Use same axis scaling U S and D S Selecting this the two plots will be shown with the same scaling of ver tical and horizontal axis e Show next The next structure according to the list in the tabular view neighbour ing cross sections will be shown instead of the current e Show previous The previous structure according to the list in the tabular view neigh bouring cross sections will be shown instead of the current e Pan structure left The structure will be moved to the left in the graphical view e Pan structure right The structure will be moved to the right in the graphical view e Increase pan step The distance by which the structure moves left right is increased by a factor 2 River Network Editor 83 Se River Network Editor e Decrease pan step The distance by which the structure moves left right is decreased by a factor 2 The following figure shows a typical structure plot for a weir vida96 3 nwk11 3 zjn Weal Structure VIDAA NED 10900 0000 Water Level Cross Section VIDAA NED TOPO 92 10800 0000 f 0 10 merer Sructure VIDAA NED 10900 0000 50 60 Cross section X data
252. ctively Image coordinates can thereafter be adjusted through the Properties page in the Layers menu 2 Overlay Manager If muliple layers have been imported it is possible to arrange the order of the different layers in the Overlay Manager dialog Figure 2 21 by selecting a specific layer and using the arrows 4 to either move the specific layer up or down in the list of layers Layers are displayed in the Graphical View following the order defined in this Overlay manager page such that layer in line 1 is plotted first then layer 2 on top of layer 1 then Layer 3 on top of Layer 1 and 2 etc River Network Editor 53 a River Network Editor OO hhh Add Remove Layers Overlay Manager Overlay drawing order tit menla Overlay name _ ___Overiay type _ World Image ee Cancel Apply Help Figure 2 21 Overlay Management page for Layers management Properties The properties dialog Figure 2 22 defines the appearance and character istics for the individual layers imported to the Network editor file larer E s Layers Style x Sa M Image Styles Draw image Display style Copy colors with transparency gt Stretch mode Halftone ss Transparent color C___ Transparency 0 S Image Coordinates x y Min coords fo 0 Max coords fi 9272 12674 OK Cancel Apply Help Figure 2 22 Network editor Layer Properties dialog
253. d 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 1 3 Specifying the Boundary Type Data Type and File Values In this section the specification 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 th
254. d in the additional flooded area column of the processed data in a cross section defined at the same location as the link channel 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 70 MIKE 11 Tabular view Network a 2 2 3 Alignment Purpose Cross Section Geometry A depth width table defines the cross section geometry of the flow area in a link channel Both the depth and the width must be increasing Q h relations Free outflow Q h relation must be calculated prior to calculation To cal culate the O 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 geometry or loss coefficients are changed the O h relations must be re calculated Table values in the Q H relations can be changed if required but general recommendation is to leave the table as is from the automatic calculation when pressing the Calculated button Only the columns US Type and DS Type can not be changed These are only indicators of flow type derived from the calculated flow parameters in the link channel and the values of these columns are not included in the calculations Table parameters are y water depth i
255. d in the convective acceleration term of the momentum equation Theta A weighting factor used in the quadratic part of the convective 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 in the present version of the Engine Zeta min The minimum head loss coefficient allowed in the computation of flow over structures Struc Fac Not used in the present version of the Engine Max Iter Struc Inter1Max The maximum number of iterations permitted at each time step to obtain a solution at a structure Hydrodynamic Editor 343 Hydrodynamic parameters Editor 6 6 2 6 7 Switches No Iterations Nolter The number of iterations at each time step generally 0 1 or 2 Therefore a number of 0 here results in zero iterations but naturally one calculation on each timestep is performed and a number of 2 will result in 3 calcula tions of the hydrodynamic simulations on every timestep 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
256. 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 You may for example use all daily and hourly Rainfall Runoff Editor 313 ma Rainfall Runoff Editor 5 9 5 9 1 5 9 2 5 9 3 stations to determine the daily mean rainfall over the catchment and sub sequently use the hourly stations to the distribute desegregate this daily rainfall
257. ded from an existing result file Steady Parameter HD only The initial conditions will be established using both the steady state and parameter file method In those grid points where data are spec ified in the Initial p 332 Property Page of the Hydrodynamic parameters Editor p 331 the initial conditions will be taken from the parameter file other grid points will be calculated using the steady state option Hotstart Filename The name of an existing result file from which initial conditions for the simulation should be loaded For hot start to be valid using control struc tures an additional hydrodynamic result file addhd res 1 file must be present in the same location as the standard hydrodynamic result file Fur ther this additional result file should hold structure information as selected in the additional result tab in the hydrodynamic editor Add to File The results of the current simulation will be added to the end of the 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 Simulation Editor 27 Simulation Editor 1 4 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 CT icix Models Input Sim
258. 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 2 3 Tabular view Structures The Structures part of the Tabulat View contains property pages for speci fying details on all available structures in MIKE 11 Select the appropriate structure type in the Structures section of the tree view to access the page for the structure type required to include in the model 2 3 1 Introduction on structures modelling A Number of Structures such as weirs culverts bridges etc may be included in the river network set up The flow through most of the struc tures is calculated using the energy equation allowing inclusion of local head losses but more simple type of structure equations such as weir for mulas are also available The effect of the bed friction is generally not taken into account thus it is recommended that the h points up and down stream are situated close to the structure Structures are always located in Q points in which the momentum equa tion is normally solved and the reason for including a structure in a model is always to replace the momentum euqation with something more suita ble for the structure in question 2 3 2 Composite structures definition Composite structures are easily defined using an approach of combining a number of individual structure types A composite structure such as a bridge with several openings and
259. ditor have default values and in most cases these values are sufficient for obtaining satisfactory simulation results The HD parameter editor con tains a number of tabs as present in Figure 6 1 below ioi x Reach Lengths Add Output Flood Plain Resist User Def Marks Encroachment Heat Balance Stratification Time Series Output Maps Groundwater Leakage MIKE 12 Parameters MIKE 12 Initial Mix Coef W L Incr Curves W L Incr Sand Bars Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values Quasi Steady M Computational parameters Relax pos Heony_Factor ba Beta_Limit feos Min_Hconv_In_Branch feos Fac_0 ps Q_struc_Factor fooos o Qconv_Factor foor Hstop joon M Steady State Options J Use energy equation Model contraction and expansion losses Allow upstream slope Velocity distribution coefficient based on conveyance No suppression of convective terms Friction slope evaluation Default X M Contraction expansion coefficients Contraction fo 1 Expansion fos Load branch and chainages River Name Chainage Contraction Expansion_ Figure 6 1 The HD Parameters Editor opening view A list of the tab page available in the Editor are presented below and described in the following paragraphs e Initial p 332 e Wind p 334 e Bed Resistance p 335 e Bed Resistance Toolbox p 338 e Wave Approx p 340
260. e Five options are available which are documented in the refer ence manual 6 7 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 8 Heat Balance The property page used for setting up heat exchange simulations is illus trated in Figure 6 11 Hydrodynamic Editor 347 Hydrodynamic parameters Editor 10x Reach Lengths Add Output Flood Plain Resist User Def Marks Encroachment MIKE 12 Parameters MIKE 12 Initial Mix Coef W L Incr Curves W L Incr Sand Bars Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values Quasi Steady Heat Balance Stratification Time Series Output Maps Groundwater Leakage M Heat Balance Calculation IV Included m Location Latitude N pos fs fe Longitude W pos 12 Time meridian zone W pos fa 5 Displacement in time gt Solar absorption Light attenuation Consta
261. e The data must be in the dfs0 format with a calendar axis The description used for the standard deviation is to be supplied The standard deviation may be of three types constant a value is specified in the value file field relative a percentage is specified in the value file field atime series a file name and an time series is specified by brows ing If the relative or the time series option has been selected bounds can optionally be applied to the standard deviation Items 3 5 are repeated for every measurement Augmenting the list with a measurement is done by placing the courser in a row in the over view at the bottom of the measurements menu and then subsequently pressing the right tab key until a new row appears Additionally the updating method may be used for forecasting by set ting a time of forecast within the simulation period specified in the simulation editor Remember that for each measurement data must be available from simulation start until time of forecast Finally the forecast mode should be selected Either deterministic quick no forecast statistics or stochastic slow but with forecast sta tistics 11 9 A step by step guide to updating using the Weighting function method Below follows a step by step guide for setting up a model that uses the Weighting function updating method Follow steps 1 5 in the step by step guide for setting up an uncertainty run given in section 11 7 S
262. e 2 68 Arch Bridge Geometry property page 112 MIKE 11 Tabular view Structures a CL x Geometry Loss factors Coefficient of discharge Use default IV Discharge coefficient m z Figure 2 69 Arch Bridge Loss factor property page Opening width b Opening width at the Arch spring line 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 curvature Figure 2 70 Hydraulic variables for Arch Bridge Please note that Invert level is not specified in the geometrical definition of the Arch Bridge Arch Bridge flow calculation depends on the water levels and depths at up and downstream side of the bridge but these are River Network Editor 113 River Network Editor calculated from the cross sections up and downstream respectively and hence is not necessary to define in the parameters page Loss factor tables for arch bridges Biery and Delleur Coefficient of discharge Cp is a function of m
263. e Figure 10 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 10 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 applied 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 10 3 the hindcast period starts on the 4 January 1999 at 12 00 and last up to 7 January 1999 at 12 00 ites 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 10 3 Definition of Hindcast period in historical mode The forecast period is defined in the Forecast Menu 460 MIKE 11 Forecast oS 10 2 Forecast The main forecast parameters are specified in the Forecast Menu Figure 10 4 _ Catchment Upper _ Lo
264. e Y Darcy Weisbach k Figure 3 13 Resistance combo box Mark The column is used for setting the markers 1 to 7 and eventual additional user defined marks Clicking an element in the Mark column opens a marker dialog as shown below from which a requested marker number can be assigned for the selected raw data coordinate set x z 192 MIKE 11 Raw data View ms I 1 Left levee bank J 3 Right levee bank I 4 Left low flow bank J 5 Right low flow bank J 6 Left coordinate marker J 7 Right coordinate marker J 2 Lowest point P User marker 0 Figure 3 14 Select marker dialog box A number of markers may be set in this dialog Left and right levee bank Markers amp 3 Defines the extend or the active part of the cross section used for the calculations Default placement of Marker 1 and 3 is to apply marker 1 in the very first point in the raw data x z and Marker 3 at the very last point of the raw data Xlasts Ziast However placing any of these markers at different locations will limit the extent of the active part of the cross section such that only the part of a cross section in between markers 1 and 3 are included in the simulation that is Processed data are only calculated for cross section data in between these markers Note Marker locations must be defined such that Marker 1 is defined before Marker 3 in the raw data table Left and right low flow bank
265. e a oa pe pe Scaling EN TE None p E Tabulated H BEE None Graphic Horizontal offset from marker 2 Gate height opening D Overflow Routing Runoff groundwater links Grid points I Max Value 0 f Overview Bal VIDAA O 3409 7 Gate G 6 5 SG2 Radial Gate 3 1990 5 5G1 3633 Pump Underfow 1 Discharge 1 Figure 2 78 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 Flow through a radial gate is calculated as a function of the flow regime of the gate either Free Submerged or Transition Free and Submerged flow regimes are calculated individually as described in Hydraulic Aspects Radial Gates in the reference manual and flow in the transition zone is calculated as an interpolated value between the calculated Free and Submerged flows Tune Factor Discharge calibration factor The Tune Factor is applied as a multiplica tion factor solely on the part of the discharge that flows below the radial gate not applied to eventual overtopping gate flow 122 MIKE
266. e added in one operation 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 River Network Editor 37 River Network Editor 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 t 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 branch Move the cursor over the point to be excluded and click the left mouse button once The point is excluded from the bran
267. e 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 236 MIKE 11 Overview of the Boundary Editor Sse 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 concen tration to compute the mass inflow of a component in an AD simula tion When checked the associated concentrations 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 1 5 x Boundary Description Boundary Type Mount M lnclude HD calculation Include D boundaries OMike 12 exe oes ope rears 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 H
268. e 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 Thiessen Options The calculated Thiessen Weight Polygons are shown on Figure 5 30 which also shows the two sub catchments The weights 326 MIKE 11 A Step by step procedure for using the RR Editor a 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 10 Setup of other input ti
269. e is applied errors at measure ment points are forecasted Thus the updating algorithm has an effect also after the time of forecast Furthermore by using the Kalman filter proce dure a stochastic or ensemble forecast may be generated Data assimilation editor 475 ea Data Assimilation editor Depending on the method applied different menus within the editor are required 11 1 General General Measurements Equation Editor Boundary Statistics Standard Deviation Editor Output Module Selection Measurement update Kalman filter C Weighting function C Uncertainty prediction Basic Parameters Ensemble size 100 First filtering time step 9 Forecast Time of forecast 06 06 2004 12 00 00 Forecast type Deterministic Stochastic Figure 11 1 The general data assimilation model parameter tab Note that depending on the choice made in the Module selection section one or more of the other boxes will be made inactive 11 1 1 Module selection The simulation mode is selected here Either the model is run using meas urement update or uncertainty assessment The first option requires the user to choose which updating technique that should be applied The choices are e Kalman filter The model uses the ensemble Kalman filter based on Monte Carlo simulation techniques to estimate the updates to be applied 476 MIKE 11 General oes e Weighting function The model uses user defined weigh
270. e is specified to take place when the water level in the reservoir assumed to be the grid point immediately 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 Additionally if a NWS piping failure is selected the top level of the pipe must also be specified This specification takes place through the Boundary Editor p 229 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 Note That the erosion based method is only available when selecting the energy equation based calculation mode Time Step Control This feature is only applicable when using a fixed time step At the speci fied 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 River Network Editor 147 River Network Editor 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 It is recommended to use an
271. e of maximum A separate table at the bottom of the file will show the time of maximum value of the output items Delimiter in output file Between each column a special character like semicolon comma etc can be requested This makes import to for instance Excel easier Width of columns The desired minimum width of each column can be specified 6 10 3 Time Period in Output Selected this check box makes it possible to define the period for which the time series output is generated If not selected the full simulation period will apply The saving frequency is always equal to the saving fre Hydrodynamic Editor 353 Sez Hydrodynamic parameters Editor quency for the regular res11 output file as specified in the simulation edi tor 6 10 4 Items in Output Time series output is produced for the selected items of which some are dynamic and some are static Dynamic items are items between Water level and Bed shear stress In the dfs0 files only dynamic items will be saved In ASCII items both dynamic and static items will be saved A user defined name for the item can be specified If not specified the default name will apply The number of decimals will only apply for output in ASCII files 6 10 5 Grid Points in Output 6 11 Maps The grid points from which the time series output is to be generated are specified here Using the radio button to the right the user may choose to generate time series output from a
272. e 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 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 95 158 MIKE 11 Tabular view Routing K vida96 3 nwk11 2 Modified p 15 xj E Network e j Points 369 Name NGD1 Branches 10 mo Alignment Lines 4 Cheneoe Junctions 1 ID undefined E Structures 7 Init 322 8 Weirs 8 Culverts 1 Bridges 5 Pump 2 Regulating 1 Control Str 4 Dambreak Str 0 User defined 1 Tabulated Structures 1 Energy Loss 1 Hydraulic Control MIKE 12 Routing Channel Routing 1 Flood control Q and Q rate 1 Flood control H Q H curve Flood control by orifice 1 Diversions 1 Kinematic routing method 1 f Runoff groundwater links Grid points Figure 2 95 Dialog for flood control H Q H V curve 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 r
273. e setup has been performed press the Run but ton to start the batch simulations 506 MIKE 11 CORRELATION ANALYSIS AND GAP FILLING TOOL 507 508 MIKE 11 Introduction Se 13 CORRELATION ANALYSIS AND GAP FILLING TOOL 13 1 Introduction This tool can as it s name indicates do the following 10 Make a correlation analysis between 2 or more time series data 11 Fill gaps i e generate values artificially in time series data where val ues are missing To start the tool you should open or create a Correction Analysis amp Gap Filling file CGF by selecting Open or New in the File menu The tool itself consists of one window being divided into a Tree view a Data view and an Error Message view See Figure 13 1 When applying the tool you would have to step through all pages by selecting the items in the tree view from top to bottom The content of the tree view may be less than shown in Figure 13 1 This tool has been developed in cooperation with CTI Engineering CO Ltd Japan Correlation Analysis And Gap Filling Tool 509 Correlation Analysis And Gap Filling Tool ixl Description Del Fes and Cale Def Files and Calc s Corn nalysis CorAnalysisOutput Title Setup Title x RegE quationOutput Plot sess ao Filling Input Precipitation data C p m11data CTI TsTool CoorAnaGapFil Gap_ Bl Detailed Result Duration Al Start 22 11 2001 12 30 02 soci End 22
274. e table lines where local values can be defined use the lt TAB gt key at the last column of the table or press the lt Insert gt key Local values can be defined for one or multiple of the state variables in this page Select 428 MIKE 11 Constants the variable for which the local variables must be defined from the drop down selection box containing all the model state variables in the Description column and specify river location Rivername and Chain age and the local value of the specific parameter Note that if you want to specify local variations at the same locations for different state variables you must define this in individual lines for each State Variable 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
275. e that the value 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 299 Sez Rainfall Runoff Editor 5 6 5 5 6 6 Generation of an Observed Flood Event Results 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 gener
276. easurement point is located for which the weight ing function is applied Note Upper chainage must be larger than the Lower chainage regardless of branch flow direction definition Fade up The user specifies the number of time steps used to fade up the corrections initially starting from zero corrections at the first time step up to full cor rections after the fade up period Employment of this function ensures that model instabilities are avoided because the desired error correction value is obtained gradually rather than abruptly 11 2 4 Error forecast model The weighting function update procedure may be combined with error forecasting at measurement points in the forecast period In this case the Apply error forecast tick box is activated and the name of the error fore cast model is chosen from the pull down menu The error forecast model is defined in the Equation editor Up to the time of forecast the observed errors at the measurement loca tions are distributed to the neighbouring grid points according to the defined weighting functions After time of forecast the defined error fore cast models are used to forecast the errors at the measurement locations which are then distributed to the neighbouring points Thus by applying error correction the model is updated also in the forecast period If error correction is not applied updating is not performed in the forecast period and the model forecast is simply a normal MIKE 11 ru
277. ecified limit this item will not be used for gap filling 516 MIKE 11 Detailed Result page Detailed condition In the table the item specific conditions for the gap filling is given For each item to be gap filled a row with specifications is available The first column in the row indicate if the specifications are to be achieved auto matically equal to the output of the correlation analysis or to be user defined In the remaining columns the items are shown in order with the following information for each item 1 Item number in time series input file 2 Regression equation 3 Number of non missing values 4 Correlation coefficient These parameters can be edited if the check box in the first column is off Run Pressing this button starts the gap filling process and the output dfs0 file is generated The result is shown also in two pages Details Results and Outlined Results See Figure 13 8 13 8 Detailed Result page The results of the gap fillings are shown in detailed on this page See Figure 13 8 Correlation Analysis And Gap Filling Tool 517 Sec Correlation Analysis And Gap Filling Tool 1982 07 31 13 00 00 5 1982 07 31 14 00 00 0 000 0 000 0 000 6 1982 07 31 15 00 00 1982 07 31 16 00 00 0 000 0 000 0 000 a 1982 07 31 17 00 00 0 000 0 000 0 000 a 1982 07 31 18 00 00 0 000 0150 2 0 150 10 1982 07 3
278. ed 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 Editor 189 ea Cross Section Editor cross section data exist The dialog which appears once Combine is selected is presented in Figure 3 11 Combine profiles x Combine profiles from branch Rires Topo ID of DEM profiles TestDem xl Topo ID of SUR profiles o x Topo ID of combined profiles Combined Maximal difference iY Synchronize to Center mark 2 Cancel Figure 3 11 Combine cross section profiles dialog from Raw Data tree view A typical example occurs when combining survey cross sections SUR with digital elevation model sections DEM A DEM is typically used to extract sections from broad flood plains while survey data is used to obtain accurate topographical data for river sections The combine feature will produce a composite section including both data types and the com bined sections can be saved with a new user defined Topo ID The top non editable edit field presents which river branch has been selected for combining sections Following information shall be defined in the dialog e Topo ID of DEM profiles Topo ID of the DEM data or alternative first sections to be aplied in combined in new generated T
279. educed output is selected 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 4 Levelintree 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 hr Total number of selected h points Q Total number of selected Q points Filename nwk Branch Name of the branch 11 Name River Network Editor 173 noe River Network Editor Table 2 4 Level in tree view right Content of the list view left hand part hand part 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 Branches Chainage Chainage of the grid point A check mark before the chainage indicates that the grid point is selected Type horQ Data 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
280. een selected for the hydrodynamic variables consisting of water level and dis charge Thus in the additional HD result file these confidence intervals Data assimilation editor 491 Data Assimilation editor and the standard deviation in the whole network will be stored Further in Figure 11 6 two confidence intervals have been chosen for the advection dispersion components These confidence intervals are stored in the addi tional AD result file 11 7 A step by step guide to uncertainty assessment Uncertainty assessment may be carried out for hydrodynamic and or advection dispersion Below follows a step by step guide for how to set up an uncertainty assessment model 1 Setup the MIKE 11 model as a pure deterministic model i e no data assimilation 2 Inthe simulation editor activate the Data assimilation tick box Models V Hydrodynamic M Advection Dispersion M Sediment transport M ECOLab I Rainfall Runoff J Flood Forecast V Data assimilation Ice Figure 11 7 Selecting the Data assimilation mode in the simulation editor 3 Create a new data assimilation file extension DA11 4 Make sure that this file is connected with the simulation file by select ing the created DA11 file in the DA parameters box in the input tab of the simulation editor DA Parameters IIKE11 course DHI Aua exercises link stepbystep dal 1 LJ Edit Figure 11 8 Selection of the data assimilation file 5 Open t
281. een 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 surface in MIKE SHE The flood mapping procedure simply compares simulated water levels in an h point with the ground surface elevation in reference grids If the water level is higher than the ground surface elevation flooding occurs The reference system between 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 point on a coupling reach with the same floodcode value River Network Editor 167 Sez River Network Editor 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 Automatic Flood Area Option The automatic flood area option is often useful if the geometry of riv ers lakes etc is not t
282. efined 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 cross 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 Cross Section Editor 225 ea Cross Section Editor 226 MIKE 11 BOUNDARY EDITOR 227 228 MIKE 11 Overview of the Boundary Editor Sse 4 BOUNDARY EDITOR The boundary editor is used to specify boundary conditions to a MIKE11 Model It is used not only to specif
283. eisbach resistance The Edit button is only active if the tick box next to it has been ticked The vegetation parameters for the Pasche resistance formula are set within the additional resistance due to vegetation dialog The parameters which are required are fig Figure 3 4 e The river slope e The shape parameter 1 for a rectangular cross section 1 2 for a trape zoidal cross section Further for each of the two flood plains the following average values are needed e The vegetaion diameter Dp e The distance between the vegetation elements in the flow direction Ax e The distance between the vegetation elements perpendicular to the flow direction Ay Additional resistance due to vegetation Slope 0 005 Shape parameter 1 2 Vegetation Parameters Ax Ay Dp Left Flood plain 1 000000 10 000000 0 700000 Right flood plain 1 000000 8 000000 0 800000 Figure 3 4 The additional parameters to be entered for the Pasche resistance formula The import and export functionality from ASCII files see section 3 3 also functions with the additional vegetation parameters To import the additional parameters the txt file should have the line with the RESISTANCE NUMBERS augmented with the additional 8 parame ters specified in the order Cross Section Editor 185 Cross Section Editor 3 1 2 Ax left Ay left Dp left Ax right Ay right Dp right slope shape To make bulk ch
284. ekt 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 528 MIKE 11 ADDITIONAL TOOLS B 529 530 MIKE 11 Merging pfs files ea 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 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 52 under the network editor Boundary files bnd11 Rainfall Runoff files rr11 Hydrodynamic parameter files hd11
285. el The outlet level is used when defining tabulated dh Q characteris tics for the pump It then represents the outlet level on the down stream side of the pump 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 Downstream and Upstream water level in case of submerged outlet and as the differ ence between upstream level and outlet level in case of free outlet The shift between the two is fully dynamic allowing an outlet to change from being free to submerged and vice versa River Network Editor 95 River Network Editor 2 3 9 Bridges A Q AH curve pumping with chainage Q AH curve pumping against chainage Limit points Figure 2 56 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 Figure 2 56 Note also that a positive Q always is interpretated as the pump pumping from upstream to downstream i e from upstream lying area to a lower lying area disregarding any chainage conventions Typically this would be from smaller chainage to higher chainage If a negative flow direction is selected for the branch containing the structure positive discharge is still interpreated as pumping from upstream to dowstream areas However in this situation that would mean pumping
286. elect Measurement update and Weighting function in the General menu Data assimilation editor 495 Data Assimilation editor 11 10 Examples If forecasting is performed a time of forecast is set The time of fore cast should be within the simulation period specified in the simulation editor Determine the location of the measurements that are to utilized for the updating The location of the measurement is inserted through the use of a river name and a chainage Remember that the measurements do not need to be located at a cross section Set the variable type of the measurement If a concentration measure ment is to be used then the advection dispersion component number is also required Specify the location of the file holding the measured data by browsing for the file The data must be in the dfsO format with a calendar axis The measurement data do not need to cover the entire period up to the time of forecast Updating is simply performed for each measurement up to the time of the last data point in the dfs0 file Set the type of weighting function the amplitude of the function in the measurement point and the lower and upper chainages for which the function should be applied The amplitude should be se to 1 if a perfect match to the measurement is wanted whereas an amplitude less than 1 should be chosen to account for uncertainties in the measurements The type of weighting function and the bounds for which
287. en output results Note This option is only applicable in conjunction with the flood Watch option example Res11Read Floodwatch Separator xx res11 out txt Additional Tools B 535 Sez Additional Tools e RRResults Extraction of Results from Rainfall Runoff simulation specifically ded icated toward a FLOOD Watch system Hence this option is only applicable with the FloodWatch option example Res11Read Floodwatch RRResults rr res11 out txt e ArcView Exports results into an ArcView table import format Used in conjunc tion with other options Typically RRResults as a sub option to Flood watch example Res11Read Floodwatch RRResults ArcView rr res11 out txt Some of the above listed options includes a FILE in the calling conven sion FILE is here a name of a configuration file used by the Res11Read application to detect details on what results shall be converted When FILE is used in connection with the option someresFILE the for mat of the configuration file is as presented below ItemNumber Chainage Rivername 1 166 MAIN 1 266 MAIN Figure 13 10 Format for use in the file used for the someresFILE option Note Column Seperators in the configuration file FILE as presented above must be blank space characters It is not allowed to use tab charac ters as seperators Itemnumber can be extracted from the results files by running Res11Read with the Ite
288. ended 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 7 2 Components Component names and numbers must be specified in this dialog The components are user defined Each component is modelled using a defined concentration unit and component type In Figure 7 1 below an example is presented where four components are defined One Normal type salinity component type two sediment components of one single layer and one multi layer Cohesive Sediment type and one normal compo nent at the end Advection Dispersion Editor 391 Advection Dispersion Editor Please note that the combination presented in the figure is primarily for demonstration purpose In a real application it would not be recommended for several reasons include two different types of Cohesive Sediment com ponent types in the same simulation Please Note For Water Quality simulations using the ECO Lab Frame work it is not required to define any Components in this property page Component definitions names in an ECO Lab Water Quality simula tion are taken from the State Variables definition in the applied Ecolab11 file Components are only required to be defined in this page when AD simula tions without any ECOLab file are to be conduc
289. eneration in a simulation you must select the Gen erate maps tick box This will open the property page for editing of data User definitions for map generations includes e X Orig and Y Orig These are the coordinates for the Origo of the grid area in which the map will be produced e Rotation The orientation of the grid at origo is defined as the angle between true North and the angle of the y axis of the map grid defined as Clock wise positive direction Rotaiton angle is defined in either Radians or Degrees depending on the settings of the Unit Base Group settings Default unit is Radians but the fly by text when placing the cursor on top of the rotation edit field will inform you which angle unit is active in your PC 358 MIKE 11 Maps a Grid Size The grid cell size of the maps produced Maps generated can only be squared equal spacing of dx and dy of the grid J cells no and K Cells no Number of grid cells in the J and K direction respectively J direction is equivalent to the X axis and K direction is equivalent to the Y axis Filename The filename for the map you are creating Note The map file generated is a dfs2 file and hence you should ensure that the filename you specify has an extension named dfs2 use the Browse button to search for existing filename or define a new name for the map to be generated Type The map
290. energy loss type 1s 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 loss 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 2 4 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 a solution of the St Venant equations which requires cross section informa tion However if such is not available routing may be an alternative There are per default no water levels calculated in routing branches The concept of routing is basically transformion of 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 hydrograph as function of va
291. ent rainfall intensity is assumed to differ from the input rainfall data series 282 MIKE 11 UHM Ses 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 the 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 infiltratio
292. epth to avoid local deep parts of a section to control the resistance for the entire cross section D is therefore calculated as D Area Width 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 be the interpolated value from this table depending on the actual velocity Note To define the first line 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 reaso
293. er Links ma The overland groundwater exchange option and leakage coefficient specified in MIKE SHE s user interface is used Both can be single value or distributed T2 file 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 2 5 2 Rainfall runoff links E Structures E Routing E Runoff groundwater links Grid points Catchment Definitions Connection to Branches Points 369 Branches 10 Alignment Lines 4 Junctions 1 Name CATCHM1 Branch name RIVER 1 Area 223 Upstream Chainage 0 Downstream Chainage 2575 Weirs 8 Culverts 1 f Overview Bridges 5 Pump 2 Regulating 1 Control Str 4 Dambreak Str 0 User defined 1 Tabulated Structures 1 Energy Loss 1 Hydraulic Control MIKE 12 MIKE SHE links 1 Rainfall unoff links 2 Figure 2 102 Rainfall runoff links dialog Catchment discharge can be calc
294. eries Page and the selection of calibration plot has been ticked off The calibration can be loaded 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 NAM can be prepared in a number of different modes dependin
295. ersal distribution This transversal distribution defines the description of resistance across the cross section There are three choices 1 Uniform A single resistance number will be applied throughout the cross section High Low flow zones Three resistance numbers are to be specified 1 Left high flow resist ance applying between marker 1 and 4 2 Right high flow resistance applying between marker 5 and 3 and 3 Low flow resistance applying between marker 4 and 5 If marker 4 and 5 do not exist the low flow resistance number will apply throughout Distributed The resistance number is to be specified for each X Z data set in the raw data table Resistance type Multiple options exists for defining the desired type of resistance method in cross sectons Cross Section Editor 183 ea Cross Section Editor cy Important notice on selection of Resistance number type and actual resistance numbers applied in cross sections in simulation Resistance numbers can be defined as Global or spacially distributed local values through the HD Parameter Editor see section 6 3 Bed Resistance p 335 However if specific resistance numbers are defined in one or more cross sections as either Manning s n Manning s M or Chezy number values then these numbers will have first priority and over rule any resistance values defined in the HD 11 file Following choices of Resistance types are available e Relative resistance
296. ert facility is selected from either the Branch Topo ID or Section part of the tree view the Insert branch dialog as presented in Figure 3 20 is activated Through this dialog it is possible to insert either a new River Name a new Topo ID and or a new sections defined by a chainage of a cross section 186 MIKE 11 Raw data View Ses Insert Interpolated This feature is only available when activating the pop up menu from the cross section chainage level of the tree view The cross section editor gives the user the possibility of inserting interpolated cross sections in a given set up When selecting this feature a seperate dialog appears x River name River123 TopolD 2004 C Single section at chainage Multiple sections With max distance 500 From existing cross section 0 000 X To existing cross section 5001 000 v IV Calculate processed data J Extract cross section informations from river editor JV Include existing interpolated cross sections in interpolation Cancel Figure 3 6 The Insert Interpolated Cross section facility from the Raw Data Tree view 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 interpolated cross sections must be defined and additionally the range of the interpolation need to be specified Finally three tick boxes gives the user additional option
297. erty page formula 1 Width Width of the flow Height Weir height See Figure 2 52 Weir Coeff Multiplication coefficient in the weir formula Weir Exp Exponential coefficient in the weir formula Invert Level Bottom datum level See Figure 2 52 River Network Editor 87 noe River Network Editor Weir formula 2 Parameters only weir formula 2 Honma Overview E Network Points 369 Branches 10 Alignment Lines 4 Junctions 1 Structures Weirs 8 Culverts 0 Bridges 0 Pump 0 Regulating 0 Control Str 0 Dambreak Str 0 User defined 0 Tabulated Structures 0 Energy Loss 0 Hydraulic Control MIKE 12 Routing Runoff groundwater links Grid paints CT cx m Location River Name VIDAA NED Type Regular 7 Chainage ID 9500 t2 Positive Flow Negative Flow Edit reservoir f Attributes Type Valve Weir Formula 2 Honma fed Graphic m Head Loss Factor Inflow Out Flow Free Overflow 0 5 1 fi 0 5 1 fi Horizontal offset from marker2 ll Piot gt Weir Formula 2 Parameters Weir coefficient C1 1 Weir width m Weir crest level 21 4 Free Overflow Qh relations Weir Formula 2 Honma None Broad Crested Weir Only Positive Flow Weir Formula 1 None Broad Crested Weir None 4700 Weir Formula 1 None Figure 2 51 The weir
298. es 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 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 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 266 MIKE 11 The NAM Rainfall runoff model os 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 s
299. es in each grid point Figure 9 3 Sediment transport model parameters Selection of bed load and suspended load models Morphological updating is included but Bed Shear stress updating excluded in this example Note When selecting Transport models which divides sediment transport into Suspended Load and Bed load respectively it is generally recom mended if possible to apply the models of the same author e g Van Rijn or Engelund Fredsoe to secure that identical assumptions are used in Sediment Transport Editor 439 Sse Sediment Transport Editor the formulation of and division between suspended and bed load char acteristics 9 2 1 Model Parameters The transport model parameters are divided into three sub groups Model parameters appears visible as a function of the selected transport models Rel density Relative density or Specific gravity of the sediment Relative dentisy determined as Psediment Pwater Kin Viscosity Kinematic viscosity of water Note that the Kinematic Viscosity must be specified as value 10 6 m2 s A for SI Units 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 Please consult the MIKE 11 Reference Manual for further details Theta Critical Critical Shields parameter for incipient motion of sediment In case of Ashida Takahashi and
300. essing 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 Mike11 the Logical Operand type Loop Number has been imple mented The inner loop corresponds to Loop Number equal
301. eters s HD parameters AD parameters WO parameters ST parameters FF parameters HD results Figure 12 1 The MIKE 11 Batch Simulation Editor Figure 12 1 above shows an example on how to use the Batch Simulation Editor The figure presents a batch simulation setup where two different 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 resist ance values Manning numbers at locations where a hydraulic structure weir has been planned The two different network files will then be iden tical except one of the files 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 The Batch Simulation Editor has been developed in cooperation with CTI Engineering CO Ltd Japan Batch Simulation Editor 503 Za Batch Simulation Editor 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 parameters 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 su
302. ew Additional buttons Additional buttons with different functionality is present in the lower part of the editor under the raw data table see Figure 3 19 Insert Cross Section View Processed Data Update Markers Update Zone Classification Figure 3 19 Addiitonal buttons Raw data editor 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 fat bridge Cancel Figure 3 20 The Insert branch dialog In this dialog the appropriate information for a new section in a new or existing river branch must be specified and thereafter press OK View processed data This button opens the seperate processed data view Update markers This button updates markers 1 2 and 3 in the actual section as the extremes of the cross section left bank limit lowest point and right bank limit respectively Note this facility overwrites eventual user defined settings of these three markers unless the appropriate boxes in the dialog under Settings gt Cross section gt Update Markers have been unticked That is markers are only updated with this button if they are activated in this settings dia log Cross Section Editor 199 Se Cross Section Editor Update zone classification Only used in conjunction with the quasi two dimensional steady flow with vegetation mod
303. ewness Bridges 5 Eccentricity E Bridge level bottom Pump 2 MMultiple waterway openir 7 JAsymmetric opening Spur dykes Piers piles FHWA WSPRO fad f Location 7 Regulating 0 Control Str 0 Dambreak Str 0 User defined 0 Tabulated Structures 0 Energy Loss 0 Hydraulic Control MIKE 12 Overview H Routing t Runott groundwater links Chainage Grid points E Road bridg FHWA WSPRO 2500 Bridge 2 FHWA WSPRO 3 772 3 a FHWA WSPRO FHWA WSPRO EHe WSPR FHWA WSPRO Figure 2 57 Overview Branch2 has three bridge openings 2 3 and 4 Marked in the right part of the overview window The overview is split in two The left hand side gives an overview of the physical bridges in the set up and the right the different openings If a bridge consists of one opening there will be one entry on the left and one on the right for that particular bridge If a bridge has multiple openings there will only be one entry on the left for that particular bridge and a number of entries on the right corresponding to the number of openings in the bridge To add a bridge to a set up simply place the cursor in the filed of the last bridge and hit the TAB key until a new line appears Similarly for addi 100 MIKE 11 Tabular view Structures a tional openings in the same bridge As an alternative the insert key on the keyboard may be used To sumarize the l
304. eyed cross sections found in the MIKE 11 set up To visualize the DEM MIKE Animator has been used Important notive Creating maps can be rather time consuming and hence increasing the simulation time significantly Especially maps of the types Velocity Velocity Depth or h p q are heavy on processing and it is therefore recommended to save as limited timesteps as possible Use the save frequency field to decrease the number of mapping timesteps being processed and saved to the map file to improve the overall computa tional performance The maps definition property page is defined in Figure 6 17 below Hydrodynamic Editor 357 Hydrodynamic parameters Editor 01 Reach Lengths Add Output Flood Plain Resist User Def Marks Encroachment Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values Quasi Steady Heat Balance Stratification Time Series Output Maps Groundwater Leakage IV Generate maps M Output xong v Org JRotatie oid Sie Dele kee Flename er Type 390229 10 250 400 410000 25 75 120 DEM map am Max IV Apply DEM input data for ground elevations m Input topography I Apply DEM data between river cross sections 7 Map additional flooded areas using help grid from MIKE 11 GIS Help grid Bl _ Filename Br Itemno Order __ ma Figure 6 17 The Maps property page To activate the Map G
305. f 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 2 Boundary Editor Tools The 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 2 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 254 MIKE 11 Boundary Editor Tools ma 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 requested 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 w
306. f 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 396 MIKE 11 Init cond ixi Sediment Layers NonCohesiveST Additional output MIKE 12 Additional output Components Dispersion MIKE 12 Dispersion Init Cond Decay Cohesive ST M Initial conditions q feereonent consentratio Sobal _ eer fame Chua 20 000000 K 5000 0000 25 000000 10000 000 27 000000 12000 000 is SALINITY 33 000000 15000 000 M Initial conditions Stratification compon conc Cone 2 Gone 3 Cone 6 _ 2 _k3 loti River Name Figure 7 3 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 page by selecting from the drop down selection box present in the Component column Concentration The Initial concentration value for the specific component is defined here 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 v
307. f 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 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 River Network Editor 139 River Network Editor V Velocity in a point Gate level The level of a gate Concentration A concentration of any compound Hups Water level just upstream of the structure Hdws Water level just downstream of the structure Qups Discharge just upstream of the structure Qdws Discharge just downstream of the structure Vol The volume of water in a point Volups The volume of water just upstream of the structure Voldws The volume of water just downstream of the structure BranchVol The volume of water in a certain part of a river branch Depth The depth in a point Area The area in a point DepthUps The depth just upstream of the structure DepthDws The depth just downstream of the structure AreaUps The area just upstream of the structure AreaDws The area just downstream of the structure ThisGate dh The water level difference across the structure ThisGate Q_Structure The flow through the structure ThisGate Gate Level The gate level of the gate The use of references to the points up and downstream of
308. f the basin prepared and saved in a two dimensional grid file dfs2 For a better interpretation of the derived files like draining network files etc it is opportune to mask the useless parts of the territory e g the sea setting them to no data value 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 302 MIKE 11 DRiFt a Geo morphological exponent k The Geo morphological exponent k is the exponent used in the expres sion for the threshold value AS Default value is 1 7 Draining Network file The draining network file is a grid file containing some topography infor mation 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 is created by activating the Create button
309. f the bridges It is important that every bridge in the set up has a unique non empty Bridge ID The latter ensures that bridges can be uniquely identified by the calculation kernel of MIKE 11 Method Pull down menu for selecting the free flow method used in calculating the flow through the bridge The methods are briefly described above Please refer to the reference manual for a more thorough decsription of the underlying assumptions and governing equations Options Some of the bridge methods offer a number of additional options These options may include e g piers skewness etc To include an option simply select the appropriate box Geometry and Loss factors Thorugh the use of the Edit button the user can access the interface for for entering geometric and loss fac tor parameters The Detail button gives access to the edit and or review of the tables used for determining loss coefficients Graphic Not available in present release Submergence Pressure flow Available if the Submergence checkbox is marked See Options The user must select one of the methods Energy Equation FHWA WSPRO or MIKE 11 culvert For details on FHWA WSPRO see Submergence FHWA WSPRO For a description of culverts please refer to the appropriate section 2 3 7 The energy equation method is equivalent to the one used for free surface flow Note that only some methods allow the sub mergence option Culvert no When choosing a MIKE 11 culvert details of
310. f 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 as increasing chainage Tee indicated ge Xa Lros nd Xa 2 Xa Figure 6 22 Reach length definition The reach lengths to be specified at cross section with chainage X is shown in Figure 6 22 The reach lengths indicate the distance on the flow ban
311. f the pump Used for identification of the pump in case of multiple structures at the same location Specifica tion of pump ID is recommended Type The Ication type may be Regular Side Structure or Side Structure Reservoir See 2 3 3 Structure Types definition p 77 for details 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 94 MIKE 11 Tabular view Structures a 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 zero The pump discharge is changed linearly in time Pump Data 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 characteristic 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 Lev
312. f the sluice gate is taken into account when the water level up stream and or downstream exceeds the gate level plus the gate height In short the high limit and low limit parameters are used to smoothen the transitions between fow regimes and coefficient a and exponent b are pararameters for the flow equations Please refer to the reference manual for further details Control Definitions The way the gate operation is calculated is determined from 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 arbitrary 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 state ment is to be evaluated to TRUE It is hereby made possible to use differ ent operating policies depending on the actual flow regime time etc Two things are required to define a control strategy 1 The conditions that must be fulfilled for the strategy to be executed and 2 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 An example Assume that the position of the gate is determined by the downstream water level The control point is then the grid point down st
313. few of the parameters possible to alter in the ini file are mentioned below Please note that it is recommended to copy the mike11 ini file from the bin folder to your project simulation folder must be located where you have your sim11 file The simulation engine searches for the MIKE11 Ini file locally first and secondly for the global file in the bin folder By cop ying the file to the local folder you ensure that the changes you eventu ally make in the ini file only concerns the present project which is often required as changes in the ini file are possibly required and beneficial for one project whereas different values or parameters must be altered in other projects Selected variables from the ini file mentioned here includes ST Variables no 1 BOTTOM LEVEL UPDATE METHODS 4 Defines which updating method is used for calculating morphological changes in cross sections see section 9 2 3 ST variable 13 17 COUPLED ST AD 0FF CORRECT ST AD OFF NO AD ST FRACTIONS 1 AD COMP NO 1 ST FRAC NO 1 Variables affecting coupled Non cohesive and Cohesive sediments throught the graded sediments feature 456 MIKE 11 FLOOD FORECASTING EDITOR 457 458 MIKE 11 Basic definitions os 10 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 cat
314. ff 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 during the entire simulation period can be entered here Local Values Mikel1 will use the values specified under global values except for those places were local values have been specified River Name Name of the river with local dispersion values Chainage Chainage in river with local dispersion values Dispersion factor Local value of the dispersion factor Exponent Local value of the dispersion exponent Advection Dispersion Editor 395 Advection Dispersion Editor 7 4 Example Minimum disp coeff Local value of the minimum dispersion coefficient Maximum disp coeff Maximum value of the dispersion coefficient In Figure 7 2 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 Local values are defined in the reach between chainages 1000 m and 2500 m where the dispersion coefficient is dependent on the velocity D 15V 5 lt D lt 25 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 o
315. fined 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 for the actual levels Please note that the flow types are only indicators derived from 92 MIKE 11 Tabular view Structures a MIKE 11 It will have no effect on the calculation results to change the flow types The possible 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 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 Q h relations must be recalculated if any changes are made to A 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 cau
316. finitions 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 314 MIKE 11 Basin View a 5 94 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 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 This is selected on this dialog and the file name for the merged file is specified 5 10 Basin View 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 catc
317. flow 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 122 120 MIKE 11 Tabular view Structures a Sluice Formula This gate is physically the same as an underflow gate but instead of using the energy equation a set flow formulaes are applied see Parameters for gate type Sluice formula p 124 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 defining the variation of the gate level can result in very ra
318. form M aDP are also included A 1 4 Experiments in Arn A 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 and 25 m 3 s are identical to the variations observed in Kim merslev M lleb k Flow Resistance and Vegetation A 527 Sez 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 Afgangsproj
319. g on the requirement As default NAM is prepared with 9 parameters representing the Surface zone Root zone and the Ground water storages In addition NAM contains provision for Rainfall Runoff Editor 267 ma Rainfall Runoff Editor 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 Skawa RR11 Modified Catchments NAM UHM SMAP Timeseries Surface Rootzone Ground Water Snow Mett Inigation Initial Conditions Autocalibration SKAWA_UPP m Storages Maximum water content in surface storage Maximum water content in root zone storage M Runoff Parameters Overland flow runoff coefficient CQOF 10 865 Time constant for routing interflow CKIF 1238 Time constant for routing overland flow K122 113 8 Root zone treshold value for overland flow TOF 0 372 Root zone treshold value for interflow TIF 0 0283 m Overview 102 0865 238 200 07 1e 003 Figure 5 5 NAM Surface Rootzone Maximum water content in surface storage Umax Represents the cumulative total water content of the interception storage on vegetation surface depression s
320. gure 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 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 264 MIKE 11 Specifying model Catchments a 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
321. he DA parameter file 6 Select Uncertainty prediction in the General menu 492 MIKE 11 A step by step guide to uncertainty assessment 7 Choose the ensemble size Remember that the larger this number the more accurate the uncertainty assessment the trade off being longer run times A value of 100 is recommended if feasible Consider boundary conditions applied to the model of the type Water level Discharge Q H relation Wind Source point lateral discharge Concentration Output from Catchment For each of these boundaries consider which are to be assessed with respect to uncertainty Based on the selection above the boundaries are added in the DA edi tor Note that the same boundary statistics may be applied to multiple boundaries of the same type Thus for instance a 10 percent uncer tainty can be added to all discharge boundaries by selecting all the locations in the second box as shown below m Details Boundary type Discharge x I Update in catchment model tem st dev name pal Discharge STupper Figure 11 9 Multiple locations with the same boundary statistics The same sta tistics will be applied to the upstream boundaries in main stem STtrib1 and STtrib2 To add a line place the cursor in the last line or if no lines are present in the upper left hand corner and use the right tab key on the keyboard Once the uncertainties have been
322. he cross section processed data view As data from the specific cross section is required for calculating the Q h relation this facility is only available when the simulation editor is open and the paths to the cross section and boundary files have been specified ce Please note that the location defined for the boundary and the chainage of the cross section used to calculate the Q h relation must be within 1mm distance of each other If not the Q h calculation tool can not find a rele vant cross section and no calculations takes place 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 ioixi 0 Include AD boundaries 1 441 1 391 0 080240735 4 08825 2 213329060 20 7855 6 585070110 nt 0 48275 13 09413446 0 18 21 79092434 Type open concentration x 0 08025 13114239132 0 3405 42 66779477 Concentra TS File Concentra TS File Figure 4 21 Specification of a Q h boundary to be used in a combined AD HD simulation Boundary Editor 249 Boundary Editor Dam Break Boundary Dam Break boundaries need to be specified when a dam break structure with a time dependent breach formation in defined in the river network file The specification of the bou
323. he decay constant are entered default unit is per hour 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 River name The name of the river with the local initial value Chainage The chainage in the river with the local value 400 MIKE 11 Cohesive ST os Example In Figure 7 4 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 7 6 Cohesive ST Data used for each of the two cohesive sediment transport models availa ble are entered on this page When using the cohesive sediment transport models either the simple or the advanced all components specified in the AD editor must be defined as Single layer cohesive or Multi layer cohe sive in the Components 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 7 6 1 Single Layer Cohesive Model olx Sediment Layers NonCohesiveST Additional output MIKE 12 Additional output Components Dispersion MIKE 12 Dispersion Init Cond Decay Cohesive ST M Cohesive Sediment transport global values
324. he failure of the dam can initially take place in two ways asa breach starting at the top of the dam 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 initial 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 150 MIKE 11 Tabular view Structures Za 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 2 3 14 User Defined Structure vida96 3 nwk11 2 E iol x m Details Name Chainage ID Type U Revur e Edt eservoi Aray 1 Integers Doubles Pointers 99999 2i Points
325. he form of a dfs2 files that you wish to include then continue to the next step otherwise go to step 16 11 Please refer to the documentation of the bathymetry editor on how to generate a dfs2 bathymetry file 12 The topographical information from the cross sections may be aug mented or overridden with additional topographical information located in one or more dfs2 files The dfs2 files needs to be in the same projection as the working area and contain an item describing the ele vation 13 To activate the use of the an input topography use the Apply DEM data between cross sections tick box 14 Browse for the file s containing the additional topography and set the item number of the elevation 15 If there are multiple background topography files then the ranking order needs to be specified The lowest order number is given the high est priority 16 Run the simulation 17 The output files may now be viewed using the Result Viewer or MIKE View MIKE Animator if installed may also be used to view the results see Figure 6 15 6 11 2 A step by step guide to generating Digital Elevation Models DEM 1 Follow steps 1 through 5 in section 6 11 1 A step by step guide to gen erating two dimensional maps p 361 2 Select the map item as DEM 3 Please refer to the documentation of the bathymetry editor on how to generate a dfs2 bathymetry file 4 The topographical information from the cross sections may be aug mented or o
326. he numeric value to 0 and deselect the apply flag Zone 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 Please note that the calculation kernel of MIKE 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 Raw data Graphical View The graphical view presents either a single plot of a selected cross section or eventually a number of plots from different sections active and pas sive cross sections The graphical plot represents the values defined in the tabular view and eventual changes in the tabular view for a section is immediately presented graphically as well Toolbar icons Two toolbar icons for graphical editing are available once the raw data graphical view is activated See Figure 3 15 Simply activate the graphical view by
327. hen defining an error forecast model for the Weighting function method on the Measurements page 482 MIKE 11 Equation Editor Ses Equation The equation editor is based on an equation parser that uses the general arithmetic operators e Addition e Subtraction e Multiplication e Division In addition a number of mathematical functions are supported see Table 11 1 Table 11 1 Mathematical functions used by the equation parser X and Y are variable names Syntax Function SQR X Square function SQRT X Square root function SIN X Sine function SIN returns the sine of the angle X in radians COS X Cosine function COS returns the cosine of the angle X in radians TAN X Tangent function TAN returns the cosine of the angle X in radians COTAN X Cotangent function COTAN returns the cosine of the angle X in radians ATAN X ArcTangent function EXP X Exponential function LN X Natural logarithmic function LOG X 10 based logarithmic function SINH X Sinus Hyperbolic function COSH X Cosine Hyperbolic function INTPOW X Y The INTPOW function raises X to an integer power Y e g INTPOW 2 3 8 Note that the result of INTPOW 2 3 4 8 as well Data assimilation editor 483 Data Assimilation editor Table 11 1 Mathematical functions used by the equation parser X and Y are variable names Syn
328. hment 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 5 10 1 Activating 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 Rainfall Runoff Editor 315 m Rainfall Runoff Editor X Diigin Y Origin Width Height o Cance fso0 E Figure 5 24 Define Basin Area Dialog 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 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
329. iate to the design event 2 13 2 14 2 15 13 3 1 This is based on PR for the rural fraction of the catchment and scaled according to URBEXT Rainfall Runoff Editor 297 noe 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 298 MIKE 11 Flood Estimation Handbook FEH ea Very
330. iation the snow storage the rainfall etc 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 components 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 66 To 1997 16 31 6 66 TIMESTEP 12 66 HOURS Accumulated values in mm Catchment SKAWA_UPP Area 474 89 km2 SESE ES ae ea E EE a Ae Period Q obs Q sim diff Rainfall PotEvap ActEvap Sr rrr gece ae Te SS a ee a 1991
331. ibution of Sediment in Nodes Passive Branches Non Scouring Bed Level Sediment Grain Diameter Transport Model Initial Dune Dimensions Global Values Height 0 25 Length 12 5 j4 RIVER 1 5003 000 0 250000 12 50000 2 RIVER1 10000 00 0 400000 12 50000 Figure 9 11 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 9 9 ST Simulations Additional features This section includes a number of additional features for the ST simula tion which can be activated through other options than the Parameter Edi tor Sediment Transport Editor 453 a Sediment Transport Editor 9 9 1 Transport layer depth options through ASCII file TrsDepth Inp This option is valid for the Graded Sediment Transport module only The default MIKE 11 formulation for defining the transport layer depth active layer is the water depth divided by D 6 However this formula tion only gives realistic results in case of slowly varying flow and similar water depths in the entire modelled river reaches An option for selecting alternative formulations for the transport layer depth is available through the use of a ASCII text file named TrsDepth inp This textfile must be placed in the simulation folder where the
332. icient 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 temperature 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 tem
333. ifferent versions of the same cross section which eventually undergoes different changes in e g a design optimisation project Cross Section Editor 197 noes Cross Section Editor ersion Manager M Version 1 1 O version 1 1 1 0 Version 1 2 0 Version 1 2 1 Version 1 2 1 1 Load Delete Save Save All Load All EE Ee bh Figure 3 17 Version manager Raw data graphical view The version manager as presented in Figure 3 17 saves the different sec tions in a tree view format which enables the user to keep track of differ ent changes the section has undergone The Version manager data can be saved to an Ascii file by use of the Save buttons and can be re loaded by the Load buttons 3 1 5 Additional features of the Raw Data editor Additional tick boxes At the bottom left corner of the editor two tick boxes are present as pre sented in Figure 3 18 IV Synchronize processed data IV Update processed data automatically Figure 3 18 Additional tick boxes Raw data editor Synchronize processed data By ticking this box the processed data and raw data views are synchro nized i e if both views are open the data displayed corresponds to the same cross section Update processed data automatically Ticking of this box ensures automatic updating of processed data for all sections that are activated in the raw data tree view 198 MIKE 11 Raw data Vi
334. ights 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 Calcul en polygons weights ue All combinations 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 series 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 318 MIKE 11 Basin View 4 Calculated catchment rainfall based on interpolated isolines
335. ignificantly 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 extent 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 3 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 526 MIKE 11 Experiments in Arn A ma Manning s M for Kimmerslev M lleb k 7 E 2 020 025 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
336. ill 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 Make List of Fractions E gt xj E Type Fraction Data Hb of Fractions Data Type TS Type File e 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 Make List of Fractions xj i Type Fraction Data Nb of Fractions Data Type TS Type File Value eat Info 4 Fraction Value Sediment fraction percent TS Fie Fraction Value Change in Fraction Value Figure 4 29 Dialog for quick specification of graded sediment bottom level boundaries 4 2 2 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 255 Boundary Editor 4 2 3 select from the top menu bar Make List of Components The dialog that appears is shown in figure 4 30 This dialog works in a similar manner to the dialog used to set up graded sediment boundaries If constant boundary values are re
337. ime and end time Once the button is activated a search of time intervals in the timeseries files active for the actual simula tion takes place and the earliest possible start date and latest possible end date is automatically transferred to the Period date fields If no dates are proposed from activating the button the most likely reason will be that there are no overlapping timeseries in the setup ST Time Step Multiplier The ST module will typically not operate using the same time step as the HD model The ST Time Step Multiplier hence specifies the time step for the Sediment Transport simulations as a multiple of the HD time step 26 MIKE 11 Simulation a RR Time Step Multiplier The RR module generally requires a time step different from the HD model when running a coupled simulation of HD and RR The RR Time Step multiplier therefore defines the time step for the RR model as a mul tiplum of the HD time step 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 loa
338. in the channels meeting at the junction 370 MIKE 11 Flood Plain Resistance os e QSSVEG sandbars curves Water level increments due to sandbars and river curvature QSSVEG bridges The water level increments due to bridges 6 15 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 24 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 applied The resistance number on the flood plains in this reach varies linearly between 25 and 30 iix MIKE 12 Parameters MIKE 12 Initial Mix Coef W L Incr Curves W L Incr Sand Bars Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values Quasi Steady Heat Balance Stratification Time Series Output Maps Groundwater Leakage Reach Lenaths Add Output Flood Plain Resist User Def Marks Encroachment m Flood Plain Resistance gt
339. inate Ty relative resistance 218 MIKE 11 Importing cross sections using File Import The markers are set according to lt 1 gt lt 2 gt lt 4 gt lt 8 gt lt 16 gt lt 32 gt lt 64 gt marker 1 marker 2 marker 3 marker 4 marker 5 marker 6 marker 7 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 Each type of information in the ASCH file starts 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 where the first value is a coordinate data type indicator which can be defined as either 0 1 or 2 The coordinate data type options are 0 The rest of the line will be ignored 1 The x and y coordinates will follow 2 The x4 y and xX y coordinates of the section ends follow e Positive current direction Text line FLOW DIRECTION Numerical line 1 270 where the first value is a flow direction type indicator which can be defined as either 0 or 1 The flow direction type options are 0 The rest of the line will be ignored 1 The direction will follow Cross Section Editor 219 Cross Section Editor
340. ing 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 for morphological computations Calculation of Bottom Level If Morphological updating of bed levels is required in the sediment trans por simulation then activate this check box If the check box is left non active the sediment transport calculation will be performed in the so called Explicit sediment transport mode 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 Sediment Transport Editor 441 Sediment Transport Editor 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 pore volume total volume 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 for
341. ing the relative resist ance numbers in the raw data at locations where the section significantly changes chape e g changing a relative resistance value from 1 000 to 1 001 forces the processed data calculator to divide the integration of the processed data into several slices and the non monotonically increasing conveyance curve can normally be resolved from this Additional notice on Conveyance numbers presented It is important to notice that the Conveyance numbers presented in the Conveyance column is in fact not True Conveyance values Depending on the choise of Resistance Type in the Raw Data resistance numbers used in the calculation are extracted from the HD11 file and to avoid a strict dependency to a specific HD11 file during editing and processing of cross sections it has been decided to present Conveyance values which does not include the Resistance number as the True con veyance number naturally will do Consequently the conveyance does not reflect the true conveyance but is primarily offered as a possibility for analysing the converyance trend as a function of water levels in the cross sections And these should be monotonically increasing with water levels to secure a healthy output from your simulations 3 2 3 Processed data Graphical View The graphical view presents a specific item of the processed data table as a water level curve dependent graph Cross Section Editor 211 ea Cross Sect
342. inition of Kinematic Routing branches 162 MIKE 11 Tabular view Routing Details vida96 3 nwk11 2 5 x ee Nea m Location User Defined QH Relation J etworl a F River Name Chainage ID i i Points 369 Discharge Elevation in 59 RIVER 1 2500 Routt m Branches 10 Alignment Lines 4 Junctions 1 f Attributes E Structures Compute elevation by Compute discharge by Weirs 8 OH elation Z Muskingum routing method z Culverts 1 Bridges 5 r Muskingum Routing Parameters Pump 2 E Regulating 1 bi Control Str 4 60 05 Dambreak Str 0 User defined 1 IREN Tabulated Structures 1 Energy Loss 1 ___ River Nam Chainage 1D Compute e Compute k x Hydraulic Control MIKE 12 RIVER 1 2500 Rout QH relati_ Muskingu 60 0 5 5 Routing Channel Routing 1 Flood control Q and Q rate 1 Flood control H Q HV curve Flood control by orifice 1 Diversions 1 Kinematic routing method 1 f Runoff groundwater links f Grid points Figure 2 100 Definition of Kinematic Routing elements The dialog used to define a Kinematic Routing branch is shown in Figure 2 99 while the dialog used to define Kinematic Routing elements is shown in Figure 2 100 Location River name Name of the river in which the Kinematic Routing point is located Chainage Chainage at which the Kinematic Routing point is located ID String ide
343. ion oaa 385 6 22 3 Tabular view aaa aaa a 000 eee eee 386 10 MIKE 11 Advection Dispersion Editor 00 4 7 ADVECTION DISPERSION EDITOR 000000 7 1 Module Description 2 0 0 0 000000008 7 1 1 Advection Dispersion module AD 7 1 2 The Advection Dispersion Equation 7 1 3 Cohesive Sediment Transport module CST 7 1 4 Advanced Cohesive Sediment Transport module ACST 7 2 Components 000000 eee ee 7 3 Dispersion 0 0 2 ee fA WnitecOnds 2 ek eb beh ee aw wh we bE ees OD Decay se oe ee ee Ge ee ee a ee Be 76 CohesiveST ap e i a e a E E e E a e e Paia a a 7 6 1 Single Layer Cohesive Model 7 6 2 Multi Layer Cohesive Model 7 6 3 Cohesive Sediment transport dynamics Description 7 7 Sediment layers l oe EMER we See ee ee EE 7 7 1 Initial layer thicnkness values from external file 7 8 Non cohesive ST t Ered cee eee 7 9 Additionaloutput 2 2 000000000008 7 10 Dispersion MIKE 12 0 0 0 00 00000004 7 11 Additional Output MIKE 12 aaa aaa a 7 12 AD Simulations Additional features oaoa aaa 7 12 1 Alternative Solution scheme The ULTIMATE method 7 12 2 AD simulation features activated through the MIKE11 Ini file WQEcOLabEditor 200 000 0000 0058 8 W
344. ion Editor Toolbar Icons A set of toolbar icons are acitve with the graphical view see Figure 3 30 QQ 2 m Figure 3 30 Toolbar Icons for Processed Data graphical view Listed from left the icons presented in Figure 3 30 are as follows Zoom In Enables zoom in of graphical view Zoom Out Zoom out to full extent of all sections visible in view Previous zoom Zoom to previous Next zoom Zoom to next active if Previous zoom has been acti vated one or more times Draw Grid On Off switch for the drawing of a grid in view Right mouse pop up menu As in all other graphical views and editors in MIKE 11 a right mouse pop up menu is available with a number of facilities present 212 MIKE 11 Processed data view T gt o aa p g River123 2003 90000 perersssseene Kes aseSeseses SSSSSS esses greeters Zoom In Zoom Out Previous Zoom Grid Clear history y History enabled Font 500 1000 1500 Cross section area m 2 Figure 3 31 Right mouse pop up menu for Processed data Graphical view The features included in the pop up menu are as follows 1 The first group of features are the zooming facilities From here the zoom in zoom out to full extent and the previous zoom facilities as described under toolbar icons above can be activated similar functionality as when an icon has been activated The second group of features variable settings for the appe
345. iption and Boundary Type shown 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 23 250 MIKE 11 Overview of the Boundary Editor AE M bnd4 6 bnd11 iol x e bounty Level 0 Width jo 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 nega tive ie an outflow Note that if a NAM result is used a
346. 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 input 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 286 MIKE 11 Urban a 5 5 Urban 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 g
347. is recom mended for such cases When applying the weighting function method no stochastic element is applied in the simulation and thus the ensemble size is not required First filtering time step This option is only applicable when using updating The user needs to specify at which time step the updating is to be initiated The default value is 0 corresponding to the first time step The use of this variable is to ensure that the stochastic process is sufficiently evolved to give good esti mates of the uncertainty before the first update thereby avoiding model stability problems Data assimilation editor 477 noe Data Assimilation editor 11 1 3 Forecast The forecasting parameters are only applicable to the updating methods The time of forecast should be within the simulation period specified in the Simulation editor When using the Kalman filter the user may select either a deterministic or a stochastic forecast The first uses the ensemble mean of the state varia bles including corrections at the time of forecast for a deterministic run whereas the latter continues the stochastic run omitting the updating step 11 2 Measurements General Measurements Equation Editor Boundary Statistics Standard Deviation Editor Output Measurement Location Branch name mainstem Chainage Ba Variable type Concentration v Component number 1 File Bil tO Standard Deviation Error Forecast Model Type Constant
348. ithout 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 s Zef oa poe 7 4 h Tea 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 Advection Dispersion Editor 405 Advection Dispersion Editor T is the critical shear stress for deposition N m Teq is the bed shear stress N m The bed shear stress can be given by the Manning formula as an exam ple t PS Pr 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 S ae F V lt V 7 6 where V q 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 S A 4 TST 7 7 where 406 MIKE 11 Cohesive ST a S source term in the advection dispersion equation T bed
349. ivities 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 ECO Lab utilises so called Template files with the filename Ecolab in the following named ECO Lab File The ECO Lab template files are cus tomized collections of equations and parameters required for a specific type of Water Quality simulations The user may use one of the predefined ECO Lab Templates which is installed together with the MIKE Zero installation or may choose to develop own model concepts The module can describe dissolved substances 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 page consists of the selection
350. king the and select the item parameter which should be modi fied in the batch simulation by double clicking 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 and a red check mark is pre sented in the square in front of the selected item in the tree view Within the new column in the Selected Parameters it is now possible for the user to select different input files or define variations in input parameters for the different simulation performed in the batch simulation 504 MIKE 11 Setting up a Batch Simulation ma Available parameters Models HD AD wo RR FF Simulation mode G Input files x Network Cross section Boundary RR parameters s HD parameters AD parameters WO parameters ST parameters FF parameters HD results 0 6 off Figure 12 2 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 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
351. ks from the current cross section X to the next cross section increasing chainage Lop Length Left Overflow Bank Lpop Length Right Overflow Bank 366 MIKE 11 Add Output 6 14 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 A 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 iix MIKE 12 Parameters MIKE 12 Initial Mix Coef W L Incr Curves W L Incr Sand Bars Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values Quasi Steady Heat Balance Stratification Time Series Output Maps Groundwater Leakage Reach Lenaths Add Output Flood Plain Resist User Def Marks Encroachment HorQ points H andQ points Total Structures Velocity E E Discharge Cross Section Area Flow Width Radius Resistance Conveyance Froude Number Volume Flood Area Mass Error Accumulated Mass Error Lateral Inflows Water level slope Energy level slope Energy level Bed shear stress BEEBE EBB HENEHEHEHEHEENE Groundwater head Time Step Figure 6 23 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
352. l 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 depth accumulated since the previous value Timeseries item definitions for rainfall input requires Item Type must be defined as Rainfall TS Type must be set to Step Accumulated which means each value is total rainfall quantity in its time step 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 depth at the end of the period it represents The monthly potential evaporation in June should be dated 30 June or 1 July Timeseries item definitions for Evaporation input requires Item Type must be defined as Evaporation TS Type must be set to Step Accumulated Temperature A time series of temperature usually mean daily values is required only if snow melt calculations are included in the simulations Timeseries item definitions for Temperature requires Item Type must be defined as Temperature TS Type must be set to Instantaneous Irrigation An input time series is required to provide information on the amount of irrigation water applied if the irrigation module is included ina NAM simulation Timeseries item definitions for Irrigation requires Item Type must be defined a
353. l Pier coefficient K is a function of m or M 116 MIKE 11 Tabular view Structures a 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 no Bridge level bottom FHWAWSPRO 5 F Use default Details Figure 2 74 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 viewed 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 Bridge level top Length Surface ewn of FHWA WSPRO 6 5 Paved Details Figure 2 75 Overflow FHWA WSPRO property page Bridge level top Vertical level of the road Length Width of top of embankment in the direction of fl
354. l 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 Alto note that the forcings called Water depth and Water layer height both hold the actual hydraulic radius as a measure for the water depth 430 MIKE 11 Auxiliary Variables noes 8 5 8 6 rather than for instance the maximum or the average depth across the cross section Auxiliary Variables In case Auxiliary variables or help processes has been defined in the ECO Lab template file these can be stored as output in an additional out put result file named lt AD filename gt WQAdd res11 The author of the ECO Lab file has decided which of the auxiliary variables described in the ECO Lab file that the user can select and store as additional output Sim ply tick the auxiliary variables you want to save ECOLab1 Modified Model definition State variables Constants SSS 1 Nitrogen check function phytoplankton 2___ Phosphorous check function phytoplankton Chlorophyll check function phytoplankton a Check function phytoplankton 5 Nitrogen function phytoplankton e Phosphorous function phytoplankton Processes Auxiliary variables Derived output annann The Auxiliary Variables tab
355. l definitions 125 Control Strategy 139 G Head loss factors 121 Gap Filling 509 511 Iterative solution 127 Groundwater Leakage 364 Conveyance 211 Groundwater links 164 Correlation Analysis 509 510 Cross section H Interpolated 187 Hotstartt 2 2 2 27 Markers 192 540 MIKE 11 Index l result viewer 363 Ida s method 20 River curvature 382 Import File ROWING cc ee See ee dete gb 155 Alignment Points 43 Flood control 158 160 Initial conditions 27 332 Runoff links 164 Advection dispersion 396 Input files 4 s o 5 Ged sows Ree A 21 S Insert cross section 199 Sand bars 384 inundation maps 354 Sediment Single layer cohesive J component 411 Junctions 75 Sediment layers 409 Setting up a Batch Simulation 504 K Simulation Kinematic Routing Method 162 editor aaa aaa 17 Mode 246 bbe ow dh ees 19 L Splines aide eeun se Hee eles 40 Link channels 68 Start ofthe simulation 29 Longitudinal profile 46 State Variables 427 Steady state simulations 19 M Storing frequency 29 Maps on 35 oe 3 Bess baa ee a amp 354 MIKE SHE 2222 26 soo 54 aes 165 T MIKE11 i
356. l flood areas to be mapped MIKE 11 GIS is an extension to ESRI Arc GIS which amongst oth ers includes a feature where potential flooded areas outside of the area covered by the cross sections in the model can be digitizes as a polygon In MIKE 11 GIS the digitized polygon is assigned a linkage to a specific cross section and thereafter exported to a dfs2 grid file The dfs2 file contain the cross section number defined as a number in the Cross Section ID in all cells which represents the additional flooded area 360 MIKE 11 Maps ea During simulation and map generation flood maps for the area cov ered by the helping grid are generated by using the calculated water level in the actual cross section and eventual flooding in the addi tional area is included in the generated map Figure 6 18 Map area including additional Area outside of cross section defined mapping area 6 11 1 A step by step guide to generating two dimensional maps 1 Mark the Generate map tick box 2 Locate the area where the map is to be produced The area is given by the origo the orientation the cell size and the number of cells in the two directions see Figure 6 19 3 Select the cell size to be used Remember the finer the resolution the larger the result file 4 Specify a name for the output file including the extension dfs2 Note that the browse button may be used to select the directory in which the file is to saved
357. la assumes that the bridge is fully submerged Drag coefficient The drag coefficient of the bridge Figure 2 67 shows an example where a submerged bridge is inserted at the chainage 500 m in the river RIVER 1 The channel width is 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 River Network Editor 111 noes River Network Editor xi Geometry Channel width fo Section area of submerged bridge J Drag coefficient 1 6 C constant Qt Channel width sam of pie Cancel Help Figure 2 67 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 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 describe free surface flow through one or more arch bridge openings Since the equations used for arch bridges are only valid for free flow sub mergence and and overflow cannot be selected 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 fi Level for bottom of arch curvature 2 Level for top of arch curvature E Radius of arch curvature r Figur
358. lation 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 141 River Network Editor 127 River Network Editor Fully open If this calculation mode is chosen the gate is fully open For an overflow gate this means that the gate level will equal the Sill Level specified by the user For underflow gates and radial gates if will correspond to the Max Level defined by the user For a pump this corresponds to the maximum pump capacity specified as Max Value Close If this calculation mode is chosen the gate is closed For an overflow gate this means that the gate level will equal the Max Level specified by the user For underflow gates and radial gates if will correspond to the Sill Level defined by the user For a pump this corresponds to a pump discharge equal to zero Unchanged If this calculation mode is chosen the gate level or the pump discharge will remain unchanged Change with If this calculation mode is chosen the gate level or the pumps discharge will change with the amount specified in
359. lation points defined from cross sections A minimum of one cross section is required Link Channel No cross sections are required Instead the parameters given in the Link channel dialog must be specified using the The Edit Link Channel Parameters button button Note that LINK channels are ONLY to be used when conducting Hydrodynamic simulations Routing A special routing feature is available in the network branch defini tion in case a special module is present in the MIKE 11 license This feature has been developed as part of a dedicated Japanese version of MIKE 11 and hence only applicable if a special M11 Japanese module is purchased and added to the MIKE 11 license The Routing option in the branch type column of the Branches dia log as well as the Routing option in the tree view as described in section 2 4 is only visible to users holding the required special module in their license No cross sections are required Only the flow is calculated no water levels See section 2 4 Tabular view Routing p 155 River Network Editor 67 River Network Editor Connections 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 structures at Kinematic Rout ing branches Moreover the method does not a
360. le when opened for the first time in an application Note that the third split window is empty Boundary Editor 229 ea Boundary Editor 4 1 1 The Boundary Table Upper Split Window The Boundary Table shown in the first split window gives an overview of the boundaries defined in the model set up Each boundary definition requires the following details Boundary Description Boundary Type and Boundary Location River Name and Chainage 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 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 boundary type can be selected see figure 4 2 Distributed Source Global Structures Figure 4 2 Drop down list for selection of 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 lt Tab gt 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 location It is also possible to sort the boundaries alphabetically by double clicking the column headers This operates for all the column he
361. lements has to be applied Figure 2 98 shows how this is done when a branch splits into three branches res Artificial SA er ce ee ee ae Splitting into three a Adding an artificial ee a is not allowed for routing branches allows for splitting into three branches Figure 2 98 Splitting routing branch into three branches 2 4 6 Kinematic 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 the 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 located upstream of a Kinematic Routing branch are defined in the same way Definitions Branch Name Topo ID Upstr Ch Downst Ch Flow Direction Maximum dx Branch Type river fiseo Positive he 10000 Kinematic Routing Sad Figure 2 99 Def
362. les and convert results or additional information on comparison etc to an ASCII text file Thus the tool may be used as a conversion tool for subsequent post processing of MIKE 11 result files stored in the binary Res11 file format The Res11Read application must be launched from a command line in a Dos Prompt window Res11Read is located in the MIKEZero installation sub folder bin with the name Res11Read exe To execute the program open a Dos Prompt on Windows XP the Dos Prompt can normally be found under Start gt Programs gt Accessories gt Command Prompt The syntax for running the application is Res11Read exe Option s Res11FileNamel Res11FileNameN OutputFileName 532 MIKE 11 Converting simulation results to text files Res11Read os where V denotes the full path to the application located in the bin directory of the MIKE Zero installation Option s are user defined options instructing the Res 1Read utility on which operation to perform see below for list and explanation of options available Resl1FileNamel Res11FileNameN is the list of res11 files to con vert OutputFileName is the name of the ASCII output file Options available for the Res11Read utility The different Options available for usage with the application is listed and described briefly below e xy Exports X and Y coordinates as well as levels for all calculation points h and Q
363. libration 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 storage 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 273 ma 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 coeff
364. lied at Open boundaries only and are only recommended to apply at the downstream end of a model domain where water flows out of the model If a Q h relation is selected the user will be presented with the dis play as shown in figure 4 19 MM bnd4 35 bnd11 ioj x Boundary Description Boundary Type Gate ID Boundary ID 1 Open eh 0 main 50000 Include AD boundaries Figure 4 19 Specification of a Q H relation at an Open boundary The Q h relation is given in the table in the second split window The Q h relation can either be entered from a known rating curve eg copied and pasted from Excel or automatically generated by selecting Tools gt Auto Calculation of O h Table in the top menu bar If this later option is selected a new dialog appears see figure 4 20 Auto calculation of Q h table i x Topo ID adtest v Cancel if Critical flow Manning formula Slope fo o01 Manning s M jao n 0 025 Figure 4 20 Dialog used when making automatic calculation of Q h relation The Q h relation tool calculates a Q h relation from the flow characteris tics of the specific cross section located at the boundary location and hence it is required to select the TOPO ID of the cross section to be used in the Q h calculation Boundary Editor 247 Boundary Editor H values in the Q h relation is extracted from the processed data of the actual cross section and rel
365. ll selected or all but selected grid points The selection of grid points is done through specifying a number of reaches river name upstream chainage and down stream chainage Sin gle grid points can be selected by setting the upstream chainage equal to the downstream chainage Time series output is only generated from h points MIKE 11 may be used to produce two dimensional maps based on the one dimensional simulations The maps are made as dfs2 files rectangu lar grids and constructed through interpolation in space of the grid point results Thus the maps constructed in this way should be viewed as a two dimensional interpretation of results from a one dimensional model For MIKE 11 simulations producing a map as output the maps will therefore be calculated only within the extent of cross sections defined in the map ping area as illustrated in Figure 6 14 354 MIKE 11 Maps ma Figure 6 14 MIKE 11 Mapping feature Illustration of area included in map calcu lation Thick black line represents river line cross section lines along the river and the dashed polygon represents the area for the MIKE 11 simulation and hence the active area where simulation results will be transferred into a map representation No calculation of map values will take place outside the cross sections extent and the maps obtained therefore represents exactly what the model calculates during the actual simulation An example of a flood ma
366. ltiple graded sediment fractions In figure 4 25 data for only one sediment fraction is needed and the rele vant time series is assigned in the second split window 252 MIKE 11 Overview of the Boundary Editor ial pg Eeer oeeononon _ Boundary Type rene Neme chen Cama xt Bode m Open Sediment Transport pee aa Source Sediment Transport Data Type Sediment Transport Total C Sediment Transport Fractional ee ee e le 1 Sediment tran TS File 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 PM bnd4 9 bnd11 Lal oj x T Open Sediment Transport Sn Point Source Sediment Transport Data Type C Sediment Transport Total Sediment Transport Fractional Type Fraction Data Fraction Ho Data Type TS Type File ve eme Info Sediment Transport Fractional Sediment tran TS File 2___ Seditment Transport Fractional 2 Sediment tran TS File Figure 4 26 Specification of a sediment inflow boundary for
367. lue Local values are entered in the Local Values table at the bottom of the page Three resistance type options are available 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 After defining a resistance formula and the Global resistance and Local resistance values if required the resulting bed resistance number applied in the simulation is the defined resistance numbers multiplied by the water Hydrodynamic Editor 335 Hydrodynamic parameters Editor level depending Resistance factor which is specified for the cross sec tions in the cross section editor xns11 files Example Figure 6 4 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 iix Reach Lengths Add Output Flood Plain Resist User Def Marks Encroachment Heat Balance Stratification Time Series Qutput Maps Groundwater Leakage MIKE 12 Parameters MIKE 12 Initial Mix Coef W L Incr Curves W L Incr Sand Bars Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values Quasi Steady gt Approach r Resistance Formula Uniform Section A Manning M v Tripple zone M Global Values Resistance Num
368. lvert editor page Branch name River Name Name of the river branch in which the weir is located 90 MIKE 11 Tabular view Structures Ses Chainage Chainage at 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 Type The Ication type may be Regular Side Structure or Side Structure Reservoir See 2 3 3 Structure Types definition p 77 for details 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 for calculation of the Friction loss present in a structure with a certain length 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 down stream 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 River Network Editor 91 River Network Editor Head Loss Factors The factors determining the energy loss occurring f
369. ly 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 340 MIKE 11 Wave Approx a used when the simplifications assumptions upon which they are based are valid see below 6 5 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 important 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 modification typically allows simulations to be performed at longer time steps than the fully dynamic description 6 5 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
370. lysis in carried out and the result is written to the output file specified on the first page The CorrAnalysis page is shown in Figure 13 3 Y AXWB Y regression 7 O Figure 13 3 CorrAnalysis page 13 4 CorrAnalysis Output page The result of the correlation analysis is shown on this page See Figure 13 4 512 MIKE 11 RegEquationOutput page ma Figure 13 4 CoorAnalysisOutput page This page contains a table with number of rows and columns equal to the number of items in the time series input file For each item in the file a row is shown holding the result of the correlation analysis against all items in the time series file The result of each analysis is shown with two num bers the correlation coefficient and number of values applied in the analy sis The number of values applied may differ from one analysis to the next as the number of missing values may differ from one item to the next In the diagonal of the table the correlation coefficient is always 1 000 as this is the result of correlating the item to itself 13 5 RegEquationOutput page The coefficients in the regression equation are shown in the page See Figure 13 5 Correlation Analysis And Gap Filling Tool 513 a Correlation Analysis And Gap Filling Tool 1 HITOKURA 2 MUSYU 3 MUSHU_2 0 1 0 0 0 830 1 000 0 1 0 0 Figure 13 5 RegEquationOutput page This page contains a table with num
371. m layer thickness for entrainment cutoff pao Minimum relative density difference po o Action for disappearing interface Nothing o d M Richardsens Bulk Flux No M Global values R1 upward entrainment o 0s R1 downward entrainment 0 05 Rs upward entrainment at controls fot 5 M Local values _ River Name Chainage R1 R2 0 05 0 05 Figure 6 27 MIKE 12 Parameters page 6 19 MIKE 12 Initial The parameters defined in the present page is related to MIKE 12 simula tions only MIKE 12 is a 1 Dimensional 2 Layer model If you do not have the MIKE 12 module included in the license this page is not visible when opening the HD Parameter editor Inital conditions defined for a MIKE 12 simulation includes specifications of the following Surface water level h1 Level of Interface between two layers h0 Discharge of top layer Q1 Discharge of bottom layer Q0 Initial values page for MIKE 12 is presented in Figure 6 28 below Hydrodynamic Editor 379 a Hydrodynamic parameters Editor HDPar1 hdi1 Figure 6 28 MIKE 12 Initial Conditions page 380 MIKE 11 Mixing Coefficients Sez 6 20 Mixing Coefficients a ioi x Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values Quasi Steady Heat Balance Stratification Time Series Output Maps Groundwater Leakage Reach Lengths Add
372. m 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 524 MIKE 11 Laboratory measurements using Bur Reed Se A 1 2 Laboratory measurements using 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 n F sl gna hii j u ii d ak ok Ak 0 0 0 000 0 005 0 010 0 015 0 020 0 025 0
373. mak ing the project map visible within the MIKE Zero GUI Start Page Switch on or off the MIKE Zero Start Page Tabular view Used to open the tabular view of the network file Note that a Hotkey combination CTRL T is hard coded for an easy entry to opening the Tabular View directly from the Graphical view River Network Editor 45 ea River Network Editor 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 Select Profile 2 x Profile containing 16 nodes Profile2 containing 24 nodes Profile3 containing 17 nodes Profile4 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 eantaining 19 nades xz Selection Criterion Select Profile from List Select Shortest Profile Figure 2 13 Dialog for seleting the required longitudinal profile amongst all pos sible options a
374. mber New Component Scale Factor Cancel Figure 4 35 Change Scale factor dialog 4 3 Users Upgrading from MIKE 11 Version 2002 or Previous Versions In version 2003 the layout of the boundary editor has been improved to make the specifications of boundary conditions easier and more intuitive The major changes are HD AD and ST boundaries need no longer to be specified on different property pages in the boundary editor 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 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 Constant boundary conditions can now be specified without the need to create a time series dfs0 file Boundary input time series may be scaled within the boundary editor Downstream Q h boundaries can be automatically computed assuming critical or uniform flow conditions 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 bounda
375. me 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 capacity 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
376. ment in Nodes Passive Branches Non Scouring Bed Level lt UpStr DownStr _ name trace Canan 4 LINK CH1 0 000000 100 000000 DIVERSION 0 000000 1500 000000 nal h k E Manit L banten tt IV Save result in passive branches Figure 9 9 Passive branches property page The Save result in Passive Branches check box enables saving of sedi ment transport results to include also calculation points in branches which have been defined as Passive Enable this check box to include only all calculation points in which MIKE 11 actually calculates the sediment transport in order not to start analysing further on results in points where no sediment transport calculation has actually taken place However do note that in case the result files you are producing shall eventually be used as hotstart file for additional simulations then it is actually required that the result files contains results from all calculation points in the model and therefore in this case this check box must be kept de active 9 7 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 define the thickness of active layer as half the dune height but this value can also be user defined through this property page
377. ments are cre ated from digitization 62 MIKE 11 Tabular view Network Dos However it is also possible to generate a bulk of points in one single oper ation by importing points from a text file throught the File gt Import fea ture of the Main menu bar Definitions The X and Y coordinate of the selected point may be edited here Attributes Different attributes are available for editing Branch This displays the river branch to which the present point belongs and is only for verification purposes Chainage type The chainage may either be chosen as user defined or system defined where system defined chainage type means that the chainage of a point will be calculated as a function of the location in the plan coordinate sys tem and the distance to up and downstream points User defined points are opposite where the user determines exactly which chainage a point at a certain location must take e g at a bridge where the surveyer knows the exact chainage of the bridge measured from an upstream reference point The points at the upstream and downstream ends of branches are best set to User defined and unless greater accu racy is essential the chainage is best rounded to the nearest metre 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 neither defines an A
378. meseries 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 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 277 ma Rainfall Runoff Editor Crop coefficients and operational losses May be specified separately The monthly cr
379. ms options This will export all items present in the result file and their respective numbers Note that if results are extracted from a Rainfall Runoff simulation results file the format of the FILE is slightly different Instead of Chainage and Rivername you must instead specify the Catch ment Area and Catchment Name as parameters as presented below 536 MIKE 11 Converting simulation results to text files Res11Read os ItemNumber Catchment_Area Catchment_Name 12 2300 000 CATCHHENT_A 16 2366 666 CATCHHENT_A Figure 13 11 Format of FILE when using option SomeRes and extacting results from a Rainfall Runoff result file Note that the file has a header line at the start An additional option is available to redirect individual selections to addi tional text files This can be done using the gt character at the end of a line in FILE ItemNumber Chainage Rivername 1 100 MAIN 1 200 MAIN gt main_chain200_output txt 1 300 MAIN gt main_chain300_output txt 1 400 MAIN 1 500 MAIN gt main_chain500_output txt Figure 13 12 Format of file used for the someresFILE option with alternate output file option Using the option CompareFILE the format of the FILE is presented below ItemNumber Limit Rivername 1e 6 Main 10000 2 1e 6 Main 10000 Figure 13 13 The Limit parameter defined in the FILE is the threshold for the compar ison between files such that comparison errors will not be issued if differ
380. mulation to be used for defining minimum and maximum limits of resistance number applied in the ST simulation Manning s M Manning s n or Chezy Values of resistance number limits must be defined in the selected type units Omega Calibration parameter for the resistance number ResistanceST OMEGA ResistanceHD Note that Omega is applied to the resistance number which is internally in the Mike11 engine calculated as Mannings M Hence an increased value of Omega will result in a smaller overall resistance higher value of M and a reduced value of Omega will result in a higher overall resistance Minimum Maximum Minimum maximum limits for the calculated resistance number in the computations Please Note If calculation of the bottom shear stress is selected in a mor phological computation the updated shear stress values are used in the hydraulic computations as well Thus the Chezy or Manning number specified in the cross section data base may differ from the value s applied in the hydrodynamic computations Also note that only few of the authors of sediment transport formulas has considered formulations for updated alluvial resistance Hence MIKE 11a applies alternative formulations for these formulas as presented in Table 9 1 442 MIKE 11 Transport model Ses Table 9 1 port formulas available Transport formula Bed Shear Method Ackers White Ackers White formulation Engelund Ha
381. mulations 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 will be ignored in the subsequent simulation 374 MIKE 11 Encroachment 6 17 3 Encroachment method K Method A total of five different methods are available 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 i
382. n No Transport refers to a fixed State Variable and Transport refers to a State Variable which is transported by Advection dispersion WQ EcO Lab Editor 427 Sse WQ ECO Lab Editor ECOLab1 Modified xj Model definition State variables it i i Transport Concentration _3 Transport Concentration_3 Transport Concentration_3 Transport Transport Transport Transport Transport Transport Transport Transport Concentration_3 Benthic vegetation C No transp Mass per Unit Area EEEIEE EEEE 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 through the Value column or with local exceptions Local exceptions for parameter values are defined by opening the local variables sub dialog Press the Lu button in the Local column and a local values sub dialog will open as presented in ixi State Variables Local values La Detritus N Description Value _ River nam Chainage 0 3 River 1 1500 z 0 5 River 1 3750 Detritus N Detritus P Inorganic nitrogen Inorganic phosphorous Dissolved oxygen Benthic vegetation C Figure 8 3 State Variables Local Value definition page To generat
383. n Proportional loss A runoff coefficient is specified as the ratio of runoff to the rainfall Rainfall Runoff Editor 283 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 specified 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
384. n ma 6 710000 1to fioo Find ma height C Fixed offset m Output Printer Filename M Footer Figure 3 37 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 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 Automatic and individual on each section The minimum and maximum of the axis is selected automatically corresponding to the minimum and maximum 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 224 MIKE 11 Plotting Multiple Cross Sections A Automatic minimum and fixed width All cross sections will be plotted on an axis with the same width maximum minus minimum The mini mum value of the vertical 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 d
385. n AD simulation was to be computed based on a previ ous HD simulation the Include HD Boundaries would be turned off However the discharge would still need to be specified in order to com pute the mass inflow of the components to the AD model Boundary Editor 241 Boundary Editor 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 EM bnd4 45 bnd11 E EE Boundary Description _ Boundary Type Point Source Include HD calculation Vlinclude 4D boundaries AD RR Mike 12 oss oes ene Tes 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 specification of the AD components is given in the bottom window 242 MIKE 11 Overview of the Boundary Editor a MM bnd4 13 bnd11 Siol m Boundary Description Boundary Type P peunsen Point Source Inflow
386. n link channel structure A Flow Area in link channel structure R Hydraulic Radius in link channel structure C Conveyance indicator in link channel structure Qc Critical flow in link channel structure Hus Water level in h point upstream of link channel structure Hds Water level in h point downstream of link channel structure Lines 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 River Network Editor 71 ea River Network Editor 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 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
387. n nodes The default sediment distribution in a node is carried out as the ratio of flow discharges where outflow from the node in a specific branch is related to the total inflow of the considered node The default formulation for distribution of the sediment into branch m reads ost Y ost n 9 1 up 2 2 down Where ost D Sediment transport at timestep n 1 for outflow branch m 448 MIKE 11 Preset distribution of sediment in nodes a ast Acc sediment transport in upstream branch ends up outflow from node Q Discharge from node into branch m timestep n 1 gt Q Acc inflow to node downstream branch ends down at timestep nt 1 An alternative distribution can be specified on this property page by pro viding the distribution coefficients A and exponents B through the fol lowing relationship By n 1 _ mOn A QSt m m gt Ost OB 9 2 up gt A Q down Where Index m refers to branch m and index i refers to inflow branches to the specific node The coefficients and exponents are given for each branch specified by its upstream and downstream chainage as linked to the node as illustrated in the figure below where River 1 discharges into a node defined by the Downstream type and River 2 and River 3 respectively receives water from the node outflow branches in the noe Defined by the Upstream type
388. n 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 the 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 263 Rainfall Runoff Editor EN 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 Fi
389. n the model errors that are often seen for different flow regimes 484 MIKE 11 Equation Editor a 11 3 2 Parameter definition To add a new parameter place the cursor in the last row in the Overview of Equation Parameters and press the right tab until an additional row appears Name Unique name of parameter specified in the equation Type Three different parameter types are available e Value The parameter is assigned a numerical value e Time series The parameter is assigned a time series defined in a dfs0 file This may be a boundary condition in the HD or AD setup or a rainfall input e State variable The parameter is assigned a state variable i e a water level discharge or concentration at a grid point in the river network Estimated For a parameter that is assigned a numerical value automatic parameter estimation can be applied to estimate the value from the time series of errors Otherwise the value should be specified by the user in the Value field Value Numerical value assigned to the parameter If the Estimated tick box is active this field is made inactive Minimum Allowable lower bound on the parameter when automatic parameter esti mation is adopted Maximum Allowable upper bound on the parameter when automatic parameter esti mation is adopted Variable type If the parameter is defined as a state variable the variable type should be defined e Water level e Discharge
390. n 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 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 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 0 FLOW DIRECTION 0 PROTECT DATA 0 PROCESSED DATA Level Cross sec Hydraulic Width dd fl Resist m area m2 radius m m areas m2 factor L 1 A 1 R 1 We1 Afl 1 Rf 1 L 2 A 2 R 2 W 2 Af1 2 Rf 2 Lay ac RO wan Afl M RE if HEH HEE HE E HEHEHE JE JE E JE JE JE HE JE JE E JE JE JE JE HE JE JEJE HEHEHE Figure 3 36 Format used for importing processed data The first three lines are the same 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 Protection of Data If this is set to 1 then the processed data will be
391. n using the updated model state at the time of forecast as initial conditions The Error forecast model tick box is not applicable for the Kalman filter method Data assimilation editor 481 noe Data Assimilation editor 11 3 Equation Editor 11 3 1 General General Measurements Equation Editor Boundary Statistics Standard Deviation Editor Output r General Name an2 Equation EEn B E 2 Estimation period from f2 to fo telative to time of forecast m Parameter Definition Name fA I Estimated Minimum pooo jive 2 Maximum ae Chainage Ee ey Overview of Error Forecast Model Equations Overview of Equation Parameters Figure 11 3 The Equation Editor tab The Equation editor is used to define the error forecast models used in the weighting function update procedure Error forecast models can be defined as general linear or non linear functions with a one step ahead prediction that depends on the previous errors at the measurement loca tion the model state at any grid points in the river network and the bound ary conditions or any other time series defined in a dfs0 file To add a new equation place the cursor in the last row in the Overview of Error Forecast Model Equations and press the right tab until an additional row appears Name Unique name of the defined equation This name is shown in the pull down menu of available equations w
392. naa O O O OE Location Head Loss Factor E Network Branch name Chainage Points 369 MbaA ove 34037 TOE Inflow Dutlow Free Overflow Branches 10 Positive Flow 0 5 1 1 Alignment Lines 4 Type Regular 7 a EE a Junctions 1 Sas Structures Weits 8 Attributes Control Definitions Culverts 1 Pump 2 No gates 1 ere TE Regulating 1 0 63 2 Tabulated H GateLe None Control Str 4 Undertlow CC 0 63 i Dambreak Str 0 GateWidh 57 User defined 0 Tabulated Structures 0 Salevel sks Energy Lose 0 Maxspeed 0 001 phic Hydraulic Control MIKE 12 F Initial Value a SON eres SaaS H Routing E Runoff groundwater links Gate height opening Plot Details Grid points a Gate Overflow 1 6061 85 sG2 Radial Gate 1 1990 5 sai Underfiow 1 M_ 3633 Pump Discharge 1 Figure 2 77 The control structure property page Branch name Name of the river branch in which the structure is located Chainage The chainage in which 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 Type The Ication type may be Regular Side Structure or Side Structure Reser voir See 2 3 3 Structure Types definition p 77 for details Gate Type Over
393. nable by the user for the specific setup Hydrodynamic Editor 339 Hydrodynamic parameters Editor 6 5 LY 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 Wave Approx io x Reach Lengths Add Output Flood Plain Resist User Def Marks Encroachment Heat Balance Stratification Time Series Output Maps Groundwater Leakage MIKE 12 Parameters MIKE 12 Initial Mix Coef W L Incr Curves W L Incr Sand Bars Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values Quasi Steady m Wave Approximation M Global Value Wave Approximation Fully Dynamic si m Local Values River Nam UpStr C Dnstr chd Approx _ Fully Dynamic Figure 6 8 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 ful
394. nce Manual under weir formula Weir Formula 2 Honma The Weir Formula 2 is the Honma weir expression See the Reference Manual Weir Formula 2 Honma Weir Formula 3 Extended Honma An extended version of the Honma weir formula is applied in Weir Formula 3 See the Reference Manual Weir Formula 3 Extended Honma River Network Editor 85 River Network Editor Valve None No valve regulation applies Only Positive Flow Only positive flow is allowed i e whenever the water level down stream 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 active for broad crested weir and special weir Geometry Geometry definitions applies only for broad crested weir and special weir types Type of Geometry 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 section 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 Property page see Topo ID p 65 Datum Offset whi
395. nce of the cross section Raw Data Editor The pull down menu is opened through the main menu bar as presented in Figure 3 24 File Edit View Cross Sections Settings Window Help o sa eeg 4 _cosssecton p olmo kS a EE Figure 3 24 Cross section Settings pull down menu Cross Section settings Graphics The graphics settings consists of a tree structure view of all possible set tings for the graphical elements of the cross section editor see Figure 3 25 The desired elements are ticked and the properties are set using the right hand side of the dialog box Cross section settings x Graphics Drawing Miscellaneous Update Markers r Points Drawn as vow 10 olafo olse section settings Point in active cross st Point in passive cross Z Mark 1 Point Color E IY Point isty Color Mark 2 Point Point size fe v Mark 3 Point Mark 4 Point Z Mark 5 Point r Lines Polygons Drawn as v Mark 6 Point IY Display Line style Soia z v Mark 7 Point ji f User Mark Point Color im Polygon fill style X Selected point Thickness Line in active cross se Line in passive cross s Vertical marker lines m Text Drawn as v Horizontal marker line Eoo en eU Z Vegetation height line isplay Justification _ Vegetation height a Color H im Background style z E Cancel Help Figure 3 25 Settings gt Cross Sections dialog Graphic
396. ncr Curves W L Incr Sand Bars Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values Quasi Steady Heat Balance Stratification Time Series Qutput Maps Groundwater Leakage ReachLengths Add Output Flood Plain Resist User Def Marks Encroachment tee atte _____nterpoler MAIN BRIDGE 1500 0000 5000 0000 1 RIVER 1 0 000000 2 Figure 6 25 Example of defining User Defined Marks 6 17 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 Hereby one can evaluate different encroach ment strategies through the same setup The parameters used for 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 Hydrodynamic Editor 373 Hydrodynamic parameters Editor 6 17 1 Iteration Le 6 17 2 Location lation of MIKE 11 should include a steady state module to make the
397. nction of the hydraulic parameters during the computation by applying a Bed Resistance Equation The Bed resistance toolbox page is presented in Figure 6 7 below iix Reach Lengths Add Output Flood Plain Resist User Def Marks Encroachment Heat Balance Stratification Time Series Output Maps Groundwater Leakage MIKE 12 Parameters MIKE 12 Initial Mix Coef W L Incr Curves W L Incr Sand Bars Initial Wind Bed Resist Bed Resist Toolbox wave Approx Default Values Quasi Steady M Bed Resistance Equation n 1 M a InfVR b z Factor a j m Apply to Sub sections Exponent b fo T Zone 1 lower Min Bed Resistance 0 025 V Zone 2 middle Max Resist 0 5 l Zone 3 upper jax Bed Resistance _ River Nam Chainage a b Min Res Max Res 11 Goba 1 o 0 025 0 5 Figure 6 7 The Bed Resistance Toolbox property page 338 MIKE 11 Bed Resistance Toolbox os 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 In 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 depth Please note that the Depth is calculated as an average depth or Hydraulic D
398. ncy The option named h p q produces a map file containing the three results items Depth P flux and Q flux This map type is primarily tar geted the creation of seamless dfs2 result files with results from a MIKE Flood simulation coupled 2D and 1D simulation such that inside river cross sections coverage the results in the map is calculated from MIKE 11 and the results outside the river sections coverage is calculation results obtained from MIKE 21 and transferred to the mapping creation routine during simulation of the coupled model Additionally the mapping interface may also be used to generate a digital elevation model DEM for the river bed This is done by selecting the DEM option The DEM option only requires information for the area to be 356 MIKE 11 Maps noes used This option may further be used for introducing surveyed cross sec tions into a DEM covering the surrounding area Figure 6 16 shows an example of a DEM generated using the map capabilities of MIKE 11 The DEM consists of the coarse background DEM input topography which has been superimposed with the topography found through interpolation of the cross sections in the MIKE 11 set up Please refer to the documentation of the bathymetry editor on how to gen erate a dfs2 bathymetry file Figure 6 16 An example of generating a DEM using MIKE 11 The DEM is con structed based on a background DEM in the form of a dfs2 file and surv
399. nd M tae I TORO 92 53 5900 Positive 10000 Regular Flood control H Q HV curve Tanana ia 7n Partiu innn oami E Flood control by orifice 0 Diversions 0 Kinematic routing method 0 fe Runoff groundwater links E Grid points Grid Points 0 Ki gt j Figure 2 33 The branch property page Property page parameters are described below Definitions Branch name Name of the actual river branch Topo ID Topo ID is an abreviation of Topographical Identifier which refers to the data defined in the Cross section file xns11 The cross section file offers the possibility to store several measurement campaigns e g from differ ent years or before and after the construction of a bridge structure The main purpose of this is therefore that it is extremely easy to make an alter native scenatio simulation once the river model has been properly defined As it is normally a sound assumption to say that the river digitization and length etc does not change then it is possible to change the topographical data used in a simulation just by changing name of the Topo ID for one or more river branches and eventually save the nwk11 with a different name than the original file Note that the String defined for the Topo ID must be identical to a Topo ID present in the cross section file for the actual river branch If not the cal culation can not be performed River Network Editor 65 River Network Editor
400. ndaries 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 Important Notice concerning GATE ID For Dambreak structures and Regulating structures which utilises a boundary description to control the characteristics of the structure it is Required to specify the GATE ID in the boundary file GATE ID must be identical to the defined STRUC TURE ID as defined in the Network file for the individual structures Hence it is also required to define a Structure ID for all structures defined in the network file which utilises a boundary condition as a control defini tion BM bnd4 5 bnd11 Boundary Description Boundary Type D Boundary 10 j1 Distributed Source Evaporation 2 Distributed Source Heat Balance 13 Distributed Source Resistance factor Distributed Source Wind field GI EU functions Evaporation Hest Balance Resistance factor Wind field Dambreak Regulating Structure o o ololojolojojojo 5 9 9 9 9 9 9 0 0 0 j4 Dam breach level meter TS File 2 Dam breach width meter TS File a Dam breach slope 0 TSFile 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 Descr
401. ndary HD Free Branch Ends vV Auto Update Chainages Update Chainages Number Points Consecutively Recalculate Q h relations in weirs culverts Generate M21C Grid Figure 2 14 The Network menu in the Main Menu bar A description of the menu items follows here under Workspace Area and Map Projection pecene an Workspace Area Coordinates X Lower left comer 0 Upper right comer 19000 Map Projection Type NON UTM Figure 2 15 Menu for resizing and changine map projection settings for the area of the graphical view 48 MIKE 11 Graphical View os The graphical view can be resized by entering the minimum and maxi mum coordinates for both the x axis and the y axis Also if required it is possible to change the defined map projection for the network file through this property page 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 by use of the method selected in the Settings gt Network gt Network Data dialog Network data p 57 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
402. ned to 0 1 m and Non scouring bed level is set to 1 5 m These values are used in the entire river setup except for specific reaches in RIVERI 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 RIVER 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 452 MIKE 11 Initial dune dimensions Engelund Fredsoe model 9 8 Initial dune dimensions Engelund Fredsoe model When selecting the Engelund Fredsoe 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 Figure 9 11 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 lolx Calibration Factors Data for Graded ST Preset Distr
403. 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 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 ee Ce OW KH T Figure 2 7 Tool bar for editing alignment lines 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 z Delete alignment line points This tool deletes points on an align 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 River Network Editor 39 a River Network Editor mouse button to delete Multiple points can be deleted by holding the left mouse button down while moving the cursor over the points 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
404. ng term a warning is issued and the boundary information is ignored in the subsequent simulation Data assimilation editor 487 Data Assimilation editor For wind fields and catchments two standard deviations must be supplied since both of these types consist of two input variables That is wind velocity and wind direction for a wind field and runoff and net rainfall for a catchment The specific standard deviation is defined in the Standard deviation editor and may be selected from a pull down menu The lower window gives an overview of all the boundary statistics 11 5 Standard deviation editor General Measurements Boundary Statistics Standard Deviation Editor Output Data Type Standard deviation File alue Item App App Lower Upper I TC befc 14 sti Water Level meter Relative 20 CD M a 0 2 0 2 sta Discharge m 3 s Constant 0 1 E E 0 0 0 3_ strel Wind Direction degree Constant 10 E E 0 0 0 4 _ const Wind speed m s Relative MC 1 0 0 lt gt Figure 11 5 The Standard Deviation Editor tab The standard deviation editor is used for defining the different standard deviations that may be applied at the boundaries The page is structured as a table the columns of which are described below 488 MIKE 11 Standard deviation editor Ses ID For each standard deviation an ID is chosen This ID can be any string although it must be unique within the list of standard deviations
405. ng the hydrodynamic 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 presents all processed data and a graphical view on the right hand side displays the processed data graphically see Figure 3 29 208 MIKE 11 Processed data view metel RIVER 1 manual 0 Topo ID manual Chainage fO Data status I Protect data zk Updated Notupdated Edited by user River name RIVER 1 Water level IV Synchronize raw data Delete All View Raw Data Levels 0 0 0 5 1 0 Cross section area m 2 Figure 3 29 The processed data view 3 2 1 Processed data Tree View Selection of cross sections to view analyse by use of the mouse No con text sensitive pop up menus are available in the processed data tree view as all modifications to the cross sections in terms of naming location etc all must take place in the Raw data editor 3 2 2 Processed data Tabular View The processed data is calculated from the raw data and contains the fol lowing parameters as presented in the tabular view Level Levels for which processed data are calculated in the cross section Default levels definition range from the lowest z value and up to the high est z value in the raw data table for the acutal section The me
406. nged by selecting the appropriate level in the tree view using the rename facility see Raw data Tree View 180 MIKE 11 Raw data View Ses Cross section ID An individual identification tag for each cross section may be entered here This tag is subsequently displayed in MIKEView and does not influ ence the calculations Section Type The type of section is set here Four options are available Open section The typical setting for river cross sections Closed irregular Closed sections with arbitrary shape Closed circular Closed circular section shape where only the diameter must to be defined Closed rectangular Closed rectangular section where Width and height must be defined Radius Type The type of hydraulic radius formulation is 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 relative resistance variation Total area Hydraulic Radius A hydraulic radius formulation where the total area is equal to the physical cross sectional area Datum A datum value may be entered here The Datum is normally used for adjusting the levels of the cross sections such that they conform with a specific reference datum in the model area The Datum value is added to all vertical coordinates in the tabular view and
407. ni 2222 420 Tabulated structures 152 Mixing coefficients 381 Calculationmode 152 Model Definition 425 The advection dispersion equation 390 Model types 18 Time step Multiplier aaa 26 N Tool bars oaa aaa aaa 36 Network editor 33 Graphical view 35 U Non cohesive sediment transport 414 Ultimate oaa a 419 Unsteady simulations 19 P Update Frequency 427 Point numbering 52 Update markers 199 PUMPS 64 0 alee Gat de ea ee 94 Urban Rainfall Runoff Module 287 User defined markers 372 Q User defined structures 151 Quasi steady state model 19 Quasi steady state solver 344 Ww Wave approximation 340 R Weir EXD 4 652 bh nh eis oe SS 123 Radial gates 122 Weirs 2 2 aaa 84 Rainfall runoff links 171 Formula 86 Regulating structures 118 Geometry 86 541 O Index Head loss factors 86 Honma formula 86 WIRA e secs inoa ete eh e 334 Workspace Area and Map Projection 48 WQ ECO Lab Editor 425 542 MIKE 11
408. nitions Logical Operands Control and Targetpoint Control Strategy Iteration PID Type of Scaling Scale with Time Series Point Yalue Point alue Scaling Intemal Variable Scaling Time Series Variable Type Time Series File Branch Scale Point 1 eAMy Work Temp HD Te lt Chainage Scale Point 1 Time Series Item Name Scale Point 1 wave 5 min Comp No Scale Point 1 EA Branch Scale Point 2 0 Chainage Scale Point 2 Figure 2 84 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 130 Below this field there are two sections A Scaling Internal Variables section 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 o
409. noff Editor 303 Rainfall Runoff Editor 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 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 conditions 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 20 304 MIKE 11 DRiFt 5 7 3 Rainfall DRiFt 1 RR1i1 DRiFt Timeseries Catchments NAM UHM SMAP Urban FEH Surface flow Initial Conditions Rainfall J DRIFT CAT r Surface and Rootzone SCS Antecedent Moisture Conten
410. ns Please be informed that this option for simulation a non cohesive component within the AD Parameter Editor Framework is actually a leftover from earlier versions of MIKE 11 where combined Sedi ment Water Quality interaction was simulated through this inter face However now WQ simulations are made using the ECO Lab Framework and the non cohesive component type is therefore rather un useful in the present release Simulating a Non cohesive sediment component through the AD Parameter Editor does Not include morphological updating and as such it is not very userful anymore and will be removed in a future release For Non cohesive sediment transport simulations please apply the ST Module instead Advection Dispersion Editor 393 a Advection Dispersion Editor 7 3 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 m 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
411. ns for the AD simulation then the Lay erInp 00 file option is not used as initial conditions will be applied from the hotstart result file and concequently the message box Figure 7 8 will not appear for AD simulations using hotstart Advection Dispersion Editor 413 Advection Dispersion Editor 7 8 Non cohesive ST CI ix Components Dispersion MIKE 12 Dispersion Init Cond Decay Cohesive ST Sediment Layers Non Cohesive ST Additional output MIKE 12 Additional output M Data for non cohesive sediment transport M Model constants Model type Engelund Fredsoe z Fec 1 foo Fa 2 foo kin visc foo x 10 6 porosity 0 350 rel dens j2s50 thetac foose beta 0 650 e ewan en ome E 0 001000 1 0000 v Figure 7 10 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 Please note as mentioned also in the Components section This option for simulation a non cohesive component within the AD Parameter Editor Framework is actually a leftover from earlier versions of MIKE 11 where combined Sediment Water Quality interaction was simu lated through this interface However now WQ simulations are made using the ECO Lab Framework and the non cohesive component type is therefore rather un useful in the present release Simulating a Non cohesive
412. ns 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 346 MIKE 11 Heat Balance a 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 distribution 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 slop
413. nsen Engelund Hansen method Smart amp Jaeggi Engelund Hansen method Engelund Fredsoe Engelund Fredsoe method Van Rijn No method implemented Meyer Peter amp Mueller Engelund Hansen method Sato Kikkawa amp Ashida Engelund Hansen method Ashida amp Michiue Engelund Hansen method Methods applied for Updating bed shear stress in sediment trans Lane Kalinski Engelund Hansen method Please note that for most of the methods there are no specific formulation for a bed resistance update method and the Engelund Hansen method has been adopted in these formulations HOWEVER It is IMPORTANT to pay extremely much attention to the results obtained if the update bed resistance is activated for ANY of the formula which does not have a specific update method available In most cases it would probably NOT be recommendable to activate the bed resist ance update for these methods 9 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 9 8 Smart Jaeggi model When selecting the Smart Jaeggi transport model
414. nt in Beer s law M Radiation under cloudy skies Vaporization Parameter A fo2 Parameter A fi Parameter B fos Parameter B fi Figure 6 11 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 column Used to distribute the incoming solar radiation over the different layers 348 MIKE 11 Stratification a Constant in Beer s law The incoming solar radiation is distributed over the layers by use of the following formula Tein E rze 7 d B exp a D z 6 1 tot where 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 x n ge 6 2 where n is sunshine hours and N is the day length Radiation Parameter B See above Vaporization Parameter A Vaporative heat loss is determined by qe LC A BW Qy Q 6 3 where L is latent heat of vaporization C is the moisture coefficient W3
415. ntification of the Kinematic Routing point The specified ID has no influence on the simulation 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 River Network Editor 163 River Network Editor 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 the water level This method requires as input cross section information the computed discharge and a bed resistance value 2 5 Tabular view Runoff
416. ntrol Type p 128 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 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 135 River Network Editor 137 River Network Editor 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 130 Branch Target Point 1 This field contains the name of the branch with the Target point Chainage Target Point 1 This field contains the chainage
417. ny length e Chainage River chainage of cross section Refer to one of the following sections for more Information e 3 1 Raw data View p 179 e 3 2 Processed data view p 208 e 3 3 Importing cross sections using File Import p 2 6 e 3 4 Exporting cross sections using File Export p 222 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 179 Sez Cross Section Editor 3 1 1 River name Topo ID Chainage Cross section ID CAROL CITY CANAL B Js 1125 00 N CCB 010 gt CCB046C Section Type Radius Type Datum Open x Resistance Radius x fo Coordinates Correction of X coor Morphological Model I Apply x A I Apply I Divide Section lt f c Level of Divide ign fF Ande Poo Resistance numbers Transversal Distribution High Low flow zones v Left high flow 10 04 Resistance Type Manning s n Z Right high flow 0 035 Low flow 0 03 C42 1_storage Canal 2 Canal 3 Canal2_storage OPWCD Canal3_storage Carol City Cana Carol City Cana FAU M
418. o The About dialog supplies details on the present MIKE Zero installation such as Current Version License owner and License Type Please note that for information on modules available in the actual license and other license details it is required to open the MIKE By DHI License Administration system dialog The License administration is found at Start gt Programs gt MIKE By DHI 2009 gt License Administration River Network Editor 61 Sez River Network Editor 2 2 2 2 1 Tabular view Network Points LY The tabular view contains a number of property pages for editing specific data types such as digitization points river branches hydraulic structures rainfall catchments etc Use hotkey lt CTRL gt T to open the tabular view from the graphical view of the network editor The geographical coordinates x y of the digitization points in the river network may edited here Note that the Points in this dialog is only digitizing points used to define the appearance of the river network in the graphical view The digitization points are not used in the calculation at all so they must not be mixed up with calculation points The points dialog is shown in Figure 2 32 vida96 3 nwk11 2 5 xj voints 969 X Coordinate Y Coordinate Branch MIDAANED Chainage 0 Big 6374 79 3148 6 Chainage Type User Defined gt Alignment Lines 0 Junctions 0 Structures ik Ove
419. o 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 thickness of the sediment layer along the transverse of the cross section 410 MIKE 11 Sediment layers ea 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 Pot fac Potency factor Initial amount of BOD attached to the sediment kg BOD kg sediment The Potency factor is another left over from previous Sediment Water Quality interaction simulations performed throught the AD Parameter Editor and not used at all in the present verison of MIKE Zero 7 7 1 Initial layer thicnkness values from external file Please note that this option applies only for the advanced 3 layer cohe sive sediment transport module ACST An alternative to the manual definition of initial layer thickness values through the AD Parameter Editor as described above exists It is possible to define initial layer thickness values through an ASCII text file which the
420. of the template eco lab file which will form the basis of the Water Quality simulation The ecolab file contains the definitions of the ECO Lab model The content of the remaining ECO Lab Dialogs depends on the contents of this file as parameters forcing functions output variables etc are extracted from the ECO Lab file and presented in the dialog pages of the ECO Lab Editor The ECO Lab 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 WQ EcO Lab Editor 425 WQ ECO Lab Editor Quality models these will be listed in the combo box as well or alterna tively then can be found in the Template folder under the installation typ ically MIKE Zero Templates ECOLab Having selected the ecolab file a brief summary of the contents of the model is shown in the Dialog as presented in Figure 8 1 ECOLab1 Modified 15 xj Model definition State variables Constants Derived output Model selection Fromm File r Solution parameters Integration method RKGC x Update frequency f1 T Disable calculation of processes AD results only r Summary State variables 12 Auxiliary variables fs Constants 70 Processes 61 Forcings 6 Derived output B Figure 8 1
421. omponent concentration needs to be defined for both top and bottom layers Boundary Editor 239 ea Boundary Editor PM bnd4 18 bnd11 Modified i lol x m Boundary Description Boundary 10 Include HD calculation Include AD boundaries Mike 12 see Pete Taere pef Tervel __ 75 eto An boundaries joerei open transport Discharge TS Fil F closed in open transport open concentration TS detined 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 unchecked it is no longer necessary 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 subse quent AD simulation zai any sss tony Tape _ erann ne cnien cnaoae nt oon Open Inflow Include HD calculation Include AD boundaries Mike 12 aver annonas em open transport TS defined Concentra Concentra File Concentra _ TS File Concentra TS File Figure 4 9 Specification of AD and MIKE 12 boundaries when using a previ ously computed HD result 240 MIKE 11 Overview of the Boundary Editor Se Point Source or Distributed Source
422. on profiles with steep fronts 7 1 2 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 29C 2 ap AKC Cyq 7 1 where G concentration D dispersion coefficient A cross sectional area 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 underlying 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 390 MIKE 11 Components ea 7 1 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 ve
423. ons Side Structure Side structures are special type of a regular structure Side structures takes water out of the river network at the location where the side structure is defined Internally in the calculation engine side structures are handled through an automatic generation of an artificial side branch with the side structure included as a regular structure placed midway in the side branch as illus trated in Figure 2 44 Specific characteristics of a Side Structure includes River Network Editor 77 River Network Editor Head losses are excluded from the flow calculation for side struc tures by setting internally the flow areas of the cross sections in the side structure branch as extremely large 1e2 m2 and hence the velocity component in these sections V Q A is a neglible number For culverts and weirs an assumption of free out and over flow respectively is implemented through an internally defined water level boundary condition for the outfflow point of the artificial side structure branch The boundary condition is defined as a water level boundary with a low water level Naming convention used for the artificial side branch are SS_ lt original branch name gt _ lt original chainage gt In case of multiple side structures defined at the same location these will all be included in the same side branch as a composite side structure A side structure branch is a simple h Q h branch with
424. oo 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 the 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 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 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 168 MIK
425. op 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 T N 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 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 278 MIKE 11 The NAM Rainfall runoff model a 5 Skawa RR11 Modified Figure 5 11 NAM Initial Conditions 5 2 6 Autocalibration Automatic calibr
426. opo ID e Topo ID of SUR profiles Topo ID of the SUR data or second part of sections to be aplied in combined in new generated Topo ID e Topo ID of combined profiles Topo ID of the combined sections New combined section will only be created at locations where corresponding chainages exist in both the DEM and SUR Topo ID s e Maximal difference The Maximal difference is the tolerance limit within which sections in DEM and SUR Topo ID are considered to correspond 190 MIKE 11 Raw data View oe e Synchronize to Specifies the method for combining sections Currently only one option is available Centre Mark 2 as illustrated in Figure 3 12 0 0 100 0 200 0 300 0 400 0 500 0 Figure 3 12 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 Select Unselect The tree view in the raw data dialog provides a feature for selecting cross sections Most features such as deleting 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 chain
427. 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 f Geometry and Loss factors Detale The details of the bridge geometry and location are inserted in the appro priate boxes 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 downstream of the bridge Total width of piers Figure 2 71 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 MIKE 11 Tabular view Structures x Geometry Cher ce gi ge p Drag coefhoient ooo C constant 0 8 Channel width upstream of piers fo Total width of piers Bs Figure 2 71 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
428. or 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 depth width table Values in the depth 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 speci fied in Topo ID p 65 For further details on structure geometry definition see section 2 3 4 Structure Geometry definition p 82 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 QO h relation the nearest upstream and downstream cross section are used The cross sections must be within the distance maximum dx Maximum dx p 67 defined for the branch in question The Q A relation can not be calculated unless the cross sections are de
429. or refreshing the view if required Note on panning It is also possible to pan the graphical view by simply holding down the lt SHIFT gt button and move the pane with the cursor of the mouse click and drag the view with the mouse Export Graphics The graphical view can be exported in the following ways Copy to Clipboard Save to metafile Save to bitmap Export layer graphics to file Fixed Aspect ratio Fixed aspect ratio are per default active in the graphical view such that the branches etc are not distorted when changing the width and height of the graphical editor window River Network Editor 47 a River Network Editor Switching off the Fixed Aspect Ration allows for distorting the content in the graphical view such that the view always fills the entire window but the width height relation is not locked when adjusting the window size Toolbars Selection tool for MIKE Zero toolbars Status bar Switch for showing or hiding the status bar in the bottom of the view 2 1 5 Main menu bar Network The Network menu as presented in Figure 2 14 offers a number of features for assisting the user in generating the river network File Edit View Layers Settings Window Help Dah Workspace area and map projection vV Snap Insert Objects to Points Auto Connect Branches Disconnect All Branches Generate Branches from Shape files Export Network Data to Shape files Auto Bou
430. orifice C2H Control Str 4 Regular w of splw BL 3 Dambreak Str 0 User defined 1 Tabulated Structures 1 Energy Loss 1 Hydraulic Control MIKE 12 Routing Channel Routing 1 Flood control Q and G rate 1 Flood control H Q H curve Flood control by orifice 1 Diversions 1 Kinematic routing method 1 Runoff groundwater links Grid points Figure 2 96 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 Additionally a range of parameters should be specified See the reference manual for more details 2 4 5 Diversions The dialog for specifying the parameters for a diversion is shown in Figure 2 97 Only visible and applicable is a special M11 Japanese mod ule is included in the actual MIKE 11 license 160 MIKE 11 Tabular view Routing oes CT ix E Network Points 369 Name RIVER 1 Branches 10 iD Alignment Lines 4 Junctions 1 Structures Weirs 8 Culverts 1 Bridges 5 Pump 2 Regulating 1 Control Str 4 Dambreak Str 0 User defined 1 Tabulated Structures 1 Energy Loss 1 Hydraulic Control MIKE 12 gt Overview Routi rated h Tributary River U S Topo ID D S Channel Routing 1 RIVER 1 2009 m
431. oss section file and a HD parameter file I e if routing is applied in all branches then it will be required to create an empty cross section xns11 and a HD parameter file HD11 with e g default values 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 Note The following sections describe a number of different Routing options in MIKE 11 However it is important to note that only the Kine matic Routing option section 2 4 6 is included in a standard MIKE 11 license Other options described sections 2 4 1 through 2 4 5 are only developed as part of a dedicated MIKE 11 Japanese version and as such only visible and possible to activate for users who has purchased and included required modules in their MIKE 11 license If the required mod ules are not present in the license these dialog entries will not appear when opning the Tabular View of the Network Editor 156 MIKE 11 Tabular view Routing 2 4 1 Channel routing ly The dialog for specifying the parameters for channel routing is shown in Figure 2 93 Only visible and applicable is a special M11 Japanese mod ule is included in the actual MIKE 11 license
432. 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 Water Quality modelling takes place through the ECO Lab model entry where a variety of Water Quality models can be selected from so called ECO Lab templates The River Ice Model as listed above is the result of a development project and the module is not yet completed and publically available as a standard module Please consult DHI for the current state if you have interest in modelling river ice formation etc 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 Simulation Editor 19 Simulation Editor If a quasi two dimensional steady state solver with vegetation is not installed the Simulation Mode Box will differ from Figure 1 2 quasi dimensional steady state solver with vegetation is a seperate module which must be present in the license file Otherwise a total of four possi ble 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
433. ource 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 256 MIKE 11 Boundary Editor Tools Ses 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 If a time series is requested from a dfs0 file with more than one item click on the L f button to specify which item you want R
434. outing 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 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 River Network Editor 159 noes River Network Editor 2 4 4 Flood control by orifice The dialog for specifying the parameters for Flood control by orifice is shown in Figure 2 96 Only visible and applicable is a special M11 Japa nese module is included in the actual MIKE 11 license f vidos anaa O O O OE G rema bore Points 369 Name NGD2 Emer w of splw BH 60 peana o i Chainage 5000 Regular h of splw DL 30 Junctions 1 ID undefined Emer d of splw DH 20 oe Number of spilways NANA 2 Reg Q coef spw open ch CIL 1 8 ei Max storage VMAX 300000000 Emer Q coef splw open ch CIH 2 Bridges 5 Regular fndh of splw HB 322 Reg Q coef splw orifice C2L Alen ai Emer fndh of splw HT 3415 Emer Q coef spw
435. ow 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 River Network Editor 117 River Network Editor 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 Lp2 0 15 Road overflow 3 Submergence factor k is a function of the ratio between minimum elevation along the top of the embankment and total head available to produce weir flow H 2 3 10 Regulating vida96 3 nwk11 2 Overview Be Network Points 369 Branches 10 Alignment Lines 4 Junctions 1 Structures Weirs 8 Culverts 1 Bridges 5 Pump 2 Regulating 1 Control Str 0 Dambreak Str 0 User defined 0 Tabulated Structures 0 Energy Loss 0 Hydraulic Control MIKE 12 Routing Runoff groundwater links Grid points Location and Type Branch Name Function type Function of h and or Q bl Structure type Regular bod r Location and Type of Control Points BranchName Chainage Type J1 Point points J2Point J O points
436. ower 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 e 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 e 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 e 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 Simulation Editor 25 SE Simulation Editor e Courant
437. ower value of X than the right stagna tion point 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 58 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 106 MIKE 11 Tabular view Structures eas Upstream Downstream cross section cross section Left stagnation point for bridge opening Bridge openin Right stagnation point ele le for neighbour opening Pi E P E N Figure 2 65 Multiple openings and stagnation points Loss factor Edit Bridge ET E peo pa 1 Figure 2 66 Loss factor property page River Network Editor 107 River Network Editor 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 whe 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
438. p produced through the map feature is presented in Figure 6 15 Graphical Items Color point gt lt Width point 8127850 8127800 8127750 8127700 Water depth m GMB Above 5 2 5 6 8127650 F 8127600 J 8127550 8127500 8127450 J imm Undefined Value 372400 372500 372600 372700 372800 372900 05 23 02 05 00 00 Time step 6 of 142 Figure 6 15 An example of a flood inundation map presented in the Result Viewer Hydrodynamic Editor 355 Hydrodynamic parameters Editor Various simulation results may be mapped The complete list selected from the Item column in the property page consists of e water level e water depth e velocity e velocity times depth e advection dispersion component e h p q The maps may be of three types e minimum values the overall minimum value throughout the simulation period for each gridcell included in the map e maximum values the overall maximum value throughout the simulation period for each gridcell included in the map e dynamic Time varying grid file for animations etc Only dynamic maps require a time span to be specified Through the mapping page the user specifies the area that is to be mapped the type of map to be produced and the desired result item Depending on the user selections additional information may be required such as the advection dispersion component the time span for which the map is to be produced and the storing freque
439. parameters are used to control the range of the calculated dispersion coefficients ioix Sediment Layers Non Cohesive ST Additional output MIKE 12 Additional output Components Dispersion MIKE 12 Dispersion InitCond Decay CohesiveST M Dispersion coeficients factors M Global values Dispersion factor hooo Exponent jooo o Minimum disp coefficient fo o00 Maximum disp coefficient fico coo M Local values River Dispersion Ll gabe eA 1000 000 15 000000 1 000000 5 000000 25 00000 2500 000 15 000000 1 000000 5 000000 25 00000 Figure 7 2 The dispersion property page 394 MIKE 11 Dispersion ma Global values The Global dispersion values are defined in this group of fields These val ues will be defined in all branches and calculation points unless Local Val ues are defined additionally Dispersion factor The dispersion factor equivalent to parameter a in equation 7 2 is defined here Exponent The dispersion exponent equivalent to parameter b in equation 7 2 is deifned here 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 during the entire simulation period can be entered here Maximum disp coe
440. perand 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 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 Factor Branch Chainage Discharge in grid point Main 1000 Discharge in grid point Trib 3500 Structure Discharge Main 20000 Gate20000 C Allowed Partial Summation Results Al values Figure 2 82 Input page to Sum of Discharges River Network Editor 135 River Network Editor 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 defined factor This factor can be both positive and negative The sum of Q can be expressed as i n sum of Q gt fac Q 2 3 i 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
441. perature 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 274 MIKE 11 The NAM Rainfall runoff model os 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 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 ta
442. phical view These features includes Grid Swithc for activating the grid on the graphical view Clear Clears the view such that only the active section is presented and additionaly zoomes out such that the actual cross section uses the entire view Move points by distance A feature for enabling a moving of a group of points by a user defined distance in both x and z direction Settings Opens the Cross Section Settings dialog as described in Sec tion 3 1 7 below Through this dialog the general appearance of the graphical plot of sections can be modified colours point type and size etc Font opens a seperate standard Font settings dialog where type size and colours of fonts can be modified The third group of features are different facilities for making graphical editing of the cross section raw data These facilities include Select points Move points Move points parallel Insert points Delete points This list of facilities is identical to the graphical editing toolbar icon facilities as described above Similar functionlity if a feature is acti vated through the pop up menu as compared to activating a toolbar icon The last group of features in the menu is a version manager facility as described in more detail below Version Manager The version manager is a facility which enables a storing of multiple ver sions of one or more cross sections It is possible through the version man ager to save d
443. pid changes in gate level This is probably not realistic further it can create instabilities in the computation Initial Value If the Initial Value checkbox is checked the value specified will be used as initial value Max Value If the Max Value checkbox is checked the value specified will interpreted as the highest possible gate level or in case of a discharge structure the highest possible pump discharge Head loss factors The factors determining the energy loss occurring for flow through hydraulic structures River Network Editor 121 noes Radial Gate Parameters River Network Editor The look of the control structure property page when a radial gate is cho sen is shown in Figure 2 78 vida96 3 nwk11 2 Overview Location Branch name Chainage GRONAA T 6061 85 Tune Factor 7 Type Peou z Heh M Hiki Radial Gate Parameters Trunnion f1 Tran Bottom 0 152 Weit Coeff 1 838 Tran Depth 0 304 E Network Points 369 Branches 10 Alignment Lines 4 Junctions 1 E Structures Weirs 8 Culverts 1 Bridges 5 Pump 2 Regulating 1 Control Str 4 Dambreak Str 0 User defined 0 Tabulated Structures 0 Energy Loss 0 Hydraulic Control MIKE 12 Edit reservoir storage Attributes Gate Type Radial Gate No gates 3 Gate Width 2 12 Sill level 11 Max speed 0 001 I Initial Value fO Radius 1 Weir Exp 1 5 M Control Definitions P
444. points in the model example Res11Read xy xx res11 out txt e xyh Exports X and Y coordinates and levels for all the h points in the model example Res11Read xyh xx res11 out txt e xyq Exports X and Y coordinates and levels for all the Q points in the model example Res11Read xyq xx res11 out txt xyxsec Exports X and Y coordinates and levels for all h points defined by cross sections in the model example Res11Read xyxsec xx res11 out txt e raw Exports Raw data for all cross sections used in the simulation example Res11Read raw xx res11 out txt Additional Tools B 533 Additional Tools sim Content of the sim11 file used for the simulation is saved as static data in the Res11 file This can be extracted using this option useful for extracting details on simulation settings example Res11Read sim xx res11 out txt minX Exports the absolute Minimum values obtained in all grid points throughout the simulation for item no X The item number can be found by using the option Items initially For a standard HD Result file Water Level is Item number 1 and Dis charge is Item number 2 example Res11Read min2 xx res11 out txt maxX Exports the absolute Maximum values obtained in all grid points throughout the simulation for item no X example Res11Read max1 xx res11 out txt
445. problems the flow is reduced linearly to zero when the water depth is below the minimum upstream height threshold Allow overbank spilling Activate this checkbox to allow overbank spilling from the river to the overland grid cells If left unchecked the exchange of overland flow is only one directional That is from the overland flow to the river Minimum flow area for overbank spilling The minimum flow area threshold prevents overbank spilling when the river is nearly dry The flow area is calculated by dividing the volume of water in a coupling reach by the length of the reach If the calculated flow area is less than the thresshold value overbank spilling from the river to the overland flow is excluded 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 betw
446. ps 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 2 3 12 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 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
447. pth options through ASCII file TrsDepth Inp 454 9 9 2 Shielding option defined through ASCII file Shield inp 454 9 9 3 ST simulation features activated through the MIKE11 Ini file 455 Flood Forecasting Editor 0 00005 457 10 FLOOD FORECASTING EDITOR 0 222004 459 10 1 Basic definitions ooa 459 10 1 1 Simulation Period and Time of Forecast 459 10 1 2 Simulation Mode naaa 459 10 2 Forecast a n se e nE d a E Re we a 4 A a 461 10 2 1 Forecast length aaa aaa a 461 10 2 2 Include updating ooo a 461 102 3 ACCUraACY oad ae i aa amp wy Soe ERR Se a eS E 461 10 2 4 Alternative Modes oaaao 462 10 2 5 Location of forecast stations o oo 463 10 3 Boundary estimates aaa a 464 1031 SGlUp 4 2485 arr e a ekaa a p eee 465 10 3 Editi g uc sa anene paR a a Hes OHS ar ee ee 466 10 3 3 Boundary data manipulation ooa aa 466 10 3 4 Storing of Estimated boundaries 469 10 4 Update specifications o oo ooo 469 10 4 1 Comparison aoaaa aa 0 00002 ee eee 470 10 4 2 Correction oaoa 0 000000 2 eee eee 471 10 4 3 Parameters 2 200000 0 bees 472 10 5 Rating curves oo ces Geb dbe eta didiweane hoa be Gh Dees 472 Data assimilation editor 2 00 00 2000000 473 12 MIKE 11 11 DATA ASSIMILATION EDITOR 00 0 0002 2004 475 TET General s 6 se 0b be ea a a
448. put file name has to be specified Most often the user will specify the regressive formula input file as being equal to the output file from the correlation analysis The output file is a dfsO time series file which will contain the result of the gap fill ing Figure 13 2 shows the page when all data selections and choices has been made Title Setup Title Input Precipitation data C p mt Idata CTI T sT ool CoornaG apFill Gap_ al Duration All Start 227 1 2001 12 30 02 4 User define End 227172001 1230 02 V Correlation Analysis Output results regressive formula C p m1 1data CTINT sTool CoorAnaGapFiltoutput j and order V Gap Filling Input regressive formula and order Epin Idata CTIST sTool Coor4naGapFill output Output Precipitation data C p mt IdataSCTISTsTool CoonaGapFil Gap_ Figure 13 2 Def Files and Calc page 13 3 CorrAnalysis page Regression Formula On this page the user selects what regression formula to use Four types of regression formulas all being linear are available 1 Y AX B Y regression 2 Y AX B XY regression 3 Y AX Y regression Correlation Analysis And Gap Filling Tool 511 Se Correlation Analysis And Gap Filling Tool 4 Y AX XY regression Lower Limit For some data types for instance rainfall is may be desirable to exclude values less than a lower limit in the analysis Run Once the run button is pressed the correlation ana
449. quested 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 a x Hb of Components DataType TSType File V alue TS Info E e mu gi oncentration mu Gi 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 Taz x Hb of Components Data Type TS Type File Value TS Info ra v Concentration mu gim 3 Constant 0 Figure 4 31 Dialog for quick specification of MIKE 12 boundaries The user must define if it is valid for the top layer or the bottom layer Copying Point S
450. r Describes roughness of the conceptual catchment surface used in hydrau lic routing of the runoff Manning s formula Note that the Mannings number here is specified as Manning M the reciprocal of Manning s n 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 gload 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 292 MIKE 11 Flood Estimation Handbook FEH ea 5 6 Flood Estimation Handbook FEH 5 6 1 Background The Flood Estimation Handbook FEH was introduced
451. re No of layers Number of layers in the stratified branches The same number of layers is 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 350 MIKE 11 Stratification a 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
452. re Regular Link Channel and Routing Following the creation of branches in the Graphical view by digitization it is possible to change the branch type if required in the Tabular view Branches page The Rotate Branch Graphical Symbols check box enables rotating of graphical symbols such as triangles rectangles etc on the plan plot Un selecting the checkbox results in symbols always being oriented north south If enabled symbols will be oriented towards the direction of the river branches as illustrated in Figure 2 27 Net2 1 Modified iol xj Graphical Symbols not rotated Graphical Symbols rotated 100000 100000 ao000 gooo0 80000 4 80000 4 70000 4 70000 4 50000 4 40000 4 4 40000 7 30000 7 i 30000 7 20000 aiandi k a i 20000 10000 4 i 1 i 0 20000 40000 0 20000 40000 Figure 2 27 Illustration of Rotate Symbols feature in MIKE 11 Network Editor Drawing Title Defines a title or header string which will be presented on top of the Graphical View Select and edit The Select and edit page Figure 2 28 includes a number of tick boxes which simply determines wihch editors shall be possible to access using the Select amp Edit tool g amp from the Graphical View toolbar River Network Editor 59 Se River Network Editor Network Settings M M M M M M Figure 2 28 The Select and Edit property page
453. re or less frequent than the general MIKE 11 HD storage frequency specified in the Results menu in the sim11 editor 10 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 boundary conditions 464 MIKE 11 Boundary estimates wa 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 10 3 3 Figure 10 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 10 9 Boundary Estimates 10 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 465 noes Flood Forecasting Editor Filename Filetype 10 3 2 Editing Press the
454. ream of the gate The value of the water level in this points thus deter mines the value of the target point which in this example will be the gate level River Network Editor 125 River Network Editor The reason for using the concept Target Point and not just call it gate level is as follows In Mikel11 there are different Calculation Modes and it is hereby made possible both to define control strategies that determines the value of the gate level directly and control strategies that determines the gate level indirectly Suppose that you want to know how the gate should be oper ated 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 time 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 cal culation mode Iterative Solution In this case Mike11 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 additional details must be defined We start with a descrip tion of the main parameters As seen in Figure 2 77 or Figure 2 78 the control definitions section con
455. red a special module in the license to activate this feature Export Network Data to Shape files The Export Network Data to Shape files dialog offers the possibility for generating shape files from different Network data information Press the file selection button to define the name of the Shape file that will contain the river network data 50 MIKE 11 Graphical View ft Export Network Data to Shape files V River Network C My Work Temp Del DHI GE net export shp J 7 Alignment Lines ica a Le V Vegetation zones V Dead water zones due to E C V Dead water zones behind vegetation Figure 2 17 Export Network Data to Shape file dialog Note that the last four options Alignment lines Vegetation zones Dead water zones due to E C and Dead water zones behind vegetation are con nected to the special Japanese version of MIKE 11 which requires special modules in the license to activate Auto Boundary Free Branch Ends An easy way to create boundary definitions for all free ends in river branches is through this feature which can create boundaries for the HD module the AD module or the ST module depending on the selections in Network data p 57 Note that in order to use this feature it is required to have both the net work file and a boundary file connected which is done by having a sim ulation file open in which both the network and the bounda
456. red 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 ariver 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 ina 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 point to be included in the branch and drag the cursor through the free points to be included in the branch Alternatively new points can b
457. rious user defined routing elements with specific characteristics and hence able to transform an inflow to a different outflow with e g different peak value and adjusted shape of the hydrograph Typically such a routing element River Network Editor 155 River Network Editor 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 defined as either Kinematic Routing or Routing See section 2 2 2 Branches p 64 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 component 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 In order to make a hydrodynamic simulation MIKE 11 requires a cr
458. rning message from the simulation will be presented in the log part of the editor and additionally saved in a file with the same name as the simulation file and a log extension Upon completion the simulation results can be viewed using MIKE View 30 MIKE 11 RIVER NETWORK EDITOR 32 MIKE 11 2 RIVER NETWORK EDITOR The River Network Editor is a key editor of MIKE 11 as it supplies the user with an overview of the current model setup components defined in the network file it self but also by presenting data which is stored in the other MIKE 11 editors The network editor has two main functions 1 River network input and editing 2 Overview of all model information in the current simulation The former includes Digitising river networks and branch connections Definition of hydraulic structures weirs culverts etc Definition of catchment inflow points for rainfall run off model The Network editor is composed of two different editors the Graphical view and the Tabular View of which the graphical editor provides an overview display in a graphical window as presented in Figure 2 1 Set tings for the appearance of the graphical view and selection of which data to be presented graphically are found in the Settings menu of the Main menu bar vida96 3 nwk11 1 O x Figure 2 1 The graphical overview display of the MIKE 11 Network Editor the Graphical View Ri
459. ross sections using File Import 216 3 3 1 ImportRawData 217 3 3 2 Import Processed Data 221 3 3 3 Import Coordinates of Levee Marks 222 3 4 Exporting cross sections using File Export 222 3 5 Plotting Multiple Cross Sections ooa oaa a 223 Boundary Editor Laaah 227 noe 4 BOUNDARY EDITOR 2 5 lt s ngocece0 d8 6 2 24 ed eo ape Beas as 229 4 1 Overview of the Boundary Editor 229 4 1 1 The Boundary Table Upper Split Window 230 4 1 2 Specifying the Boundary Description 231 4 1 3 Specifying the Boundary Type Data Type and File Values 236 42 Boundary Editor Tools 02c 02 c565 85 e8e Ske eRe eR O GS 254 4 2 1 Quick set up of Graded Sediment Boundaries 254 4 2 2 Quick set up of AD Boundaries 255 4 2 3 Copying Point Source Boundaries 256 4 2 4 Scalefactor 0 0 00 0 0 0 0 00000 ee 257 4 3 Users Upgrading from MIKE 11 Version 2002 or Previous Versions 259 Rainfall Runoff Editor 2 2 020200 261 5 RAINFALL RUNOFF EDITOR 2 260668 564 ee eee eee ee eens 263 5 1 Specifying model Catchments 0 265 5 2 The NAM Rainfall runoff model 04 267 5 2 1 Surface rootzone ooa 268 5 2 2 Ground Water aaa aaa 0 000 000 eee 269 5 2
460. ross the structure ThisGate Q_ Structure The flow through the structure ThisGate Gate Level The gate level of the gate Branch Name LOL1 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 134 MIKE 11 Tabular view Structures ea 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 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 o
461. roundwater recharge base flow and root zone moisture 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 Model A provides a hydrograph with a user specified time of concentra tion and might be suitable for larger urban catchments as well as rural catchments On the other hand Model B generally results in the hydrograph peak occurrring just when heavy ranfall ceases Model B is therefore best suited to small urban catchments 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 hydrograph 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 287 Rainfall Runoff Editor E5 RRParl Modified OAM EMA Figure 5 16 Urban Page Model A Time area Method Impervious Area The Impe
462. rview _ Paren onana i RES mAcHz 10700 Apply pastel Section break 60 05 3825 No 0 5 JEN Figure 2 88 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 88 consists of a number of dialog boxes whose functionality is described below River Network Editor 145 ea River Network Editor Location River Name Name of the river branch in which the dambreak is located 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 Type The Ication type may be Regular Side Structure or Side Structure Reservoir See 2 3 3 Structure Types definition p 77 for details Breach Calc method The calculation of the dam break may be carried out using either the energy equation or alternatively the National Weather Service NWS dambreak equations Only the former allows the breach to be erosion based If the latter is chosen the type of the initial breach must also be selected The choices are Breach failure The dam break initiates as a breach of the crest Piping failure The dam break initiates as a piping failure The shape of the pipe being trapezoidal
463. rview brad __ xCoord Coord Branch Chainage Type Chainage Bridges 0 6374 79 3148 6 VIDAA NED User Defined Pump 0 6159 21 3270 62 VIDAA NED System Defined 253 9804 Regulating 0 6047 3 3314 86 VIDAA NED System Defined 377 36029 Control Str 0 5932 78 3322 67 VIDAA NED System Defined 495 04869 Dambreak Str 0 5828 67 3294 04 VIDAA NED System Defined 605 75372 User defined 0 5732 37 3262 81 VIDAA NED System Defined 709 5509 Tabulated Structures 0 5662 1 3244 59 VIDAA NED System Defined __ 783 98012 Energy Loss 0 5589 22 3247 19 VIDAA NED System Defined 858 75045 Hydraulic Control MIKE 12 5489 94 3294 04 VIDAA NED System Defined 971 3053 Routing 5424 88 3335 69 VIDAA NED System Defined 1050 5083 Channel Routing 0 5346 8 3387 74 VIDAA NED System Defined 1146 7197 Flood control Q and Q rate 1 5206 25 3377 33 VIDAA NED System Defined 1291 2183 Flood control H Q 7 HV curve 5125 57 3327 88 MIDAA NED Svstem Defined 11388 2396 Flood control by orifice 0 Diversions 0 Kinematic routing method 0 Runoff groundwater links Grid points Grid Points 0 f Definitions Attributes Figure 2 32 The points property page Network editor Tabular view Digitization points are typically created through editing sessions in the graphical view where individual points or entire branch seg
464. rvious 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 288 MIKE 11 Urban a 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 widest at its outlet 3 convergent catchment widest at its head 5 5 3 Urban model B Time area Method The concept of surface runoff computation of Urban Runoff Model B is founded on the kinematic wave computation This means that the surface runoff is computed as flow in an open channel having the same area as the contributing catchment 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 leng
465. ry file is Boundary Editor 259 maa Boundary Editor 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 stored If the old boundary file contains any AD boundaries it is also necessary to specify the associated AD11 file AD 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 260 MIKE 11 RAINFALL RUNOFF EDITOR 261 262 MIKE 11 a 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 i
466. ry files are selected in the Input page of the simulation editor Auto Update Chainages When this option is selected the chainages of the points will be updated automatically during additional editing processed where river branches are adjusted points moved etc which can influence the chainage of points in the network 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 River Network Editor 51 a River Network Editor Number Points Consecutively Number Points Consecutively x Enter the number of the first point Cancel Figure 2 18 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 531 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 internally in one of the net work files Note that the renumbering will not re arrange the location of points in the Tabular view Points page but only change the internal numbering of points in the network file which amongst other things are used to deter mine which points is used to define each river branch in the network 2 1 6 Main menu bar Layers The Layers menu Figure 2 19 includes features for managing layers in the Graphical view File Edit Vie
467. ry low The cohe sive module uses the AD module to describe the transport of the sus 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 7 1 4 Advanced Cohesive Sediment Transport module ACST The Advanced cohesive sediment transport module provides an alterna tive more complex process description than the simple CST module This module is especially useful 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 susp
468. s 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 positions and zone classifications according to the alignment line information 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 Cross Section Editor 187 ea Cross Section Editor Delete From the pop up menu it is possible to delete either an entire river branch a single Topo ID within a river or a single cross section Once activated the delete feature will present a confirmation message box where the user must confirm the deleting of selected item by pressing Yes Waring ed Delete chainage re Figure 3 7 Confirmation box for deletion of cross section If one or more sections have been selected a different opiton dialog appears where the user must define whether the Delete action shall include e g only the selected sections within a branch or all of the sections within that branch as illustrated in Figure 3 8 peite x River Selected cross sections in this river Selected cross sections in all rivers Cancel Figure 3 8
469. s Irrigation TS Type must be set to Step Accumulated Rainfall Runoff Editor 311 ma Rainfall Runoff Editor 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 Timeseries item definitions for Abstraction requires Item Type must be defined as Ground Water Abstraction Depth TS Type must be set to Step Accumulated Radiation A time series of incoming solar radiation can be used as input to the extended snow melt routine Timeseries item definitions for Radiation requires Item Type must be defined as Sun Radiation TS Type must be set to Instantaneous Degree day coefficient A time series of seasonal variation of the degree day coefficient can be specified as input to the extended snow melt routine Timeseries item definitions for Degree day coefficient requires Item Type must be defined as Melting Coefficient TS Type must be set to Instantaneous 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 val
470. s Section Editor Delete points Deletes points from the graphical view and automatically points will be removed from the tabular view as well Right mouse pop up menu To control the settings and appearance of the graphical view a number of facilities are available through a right mouse pop up menu in the graphical view To open the pop up menu point to the graphical view with the mouse cursor and press the right mouse button A pop up menu as presented in Figure 3 16 will appear mete VIDAA OVR TOPO 96 814 0000 Zoom In T amp 30 p t OEEO ANERER Zoom Out J Previous Zoom 2 Next Zoom S pelisiers poseeseenanes Pan Shift v Grid Clear PEPEE EE Move points by distance Settings Font v Select Move Points i Move Points Parallel eageoesssesss see HoN Insert Points Delete Points Start Version Manager Save as Mew 10 Cross section X data meter Version Figure 3 16 Raw data Graphical view Right mouse pop up menu The pop up menu includes the following four feature groups 1 The first group of features are the zooming facilities From here the zoom in zoom out to full extent and the previous 196 MIKE 11 Raw data View a zoom facilities as described under toolbar icons above can be activated similar functionality as when an icon has been activated The second group of features variable settings for the appearance of the gra
471. s automatically set to both sides Since a fixed width encroachment only makes sense if both sides are to be encroached 6 17 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 the encroachment and the river bank The latter being defined by markers 4 and 5 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 Hydrodynamic Editor 375 noes Hydrodynamic parameters Editor Width only encroachment method 2 The width used for the fixed encroachment width method is entered here 6 17 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
472. s 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 Cross Section Editor 205 Cross Section Editor 1 Absolute Including Datum The displayed Z values include the datum factor 2 Absolute Excluding Datum The displayed Z values exclude the datum factor 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 Axis label The axis label feature allows for user defined axis labelling and selection whether the graphical plot should include units or not Resistance scale The resistance scale option defines whether a fixed or automatic scaling of the Resistance axis is presented In case of a fixed scale selected the min imum and maximum value of the axis scale must be defined Cross Section Settings Miscellaneous The Miscallanous page contains different options for the graphical and tabular view see Figure 3 27 x Graphics Drawing Miscellaneous Update Markers Checks M Overall Radius Setting IV Check opened closed Radius formulation type Control profiles as Total Area Hydraulic Radi C Opened Closed r Confirmations gt Align M Delete point T Align points to grid
473. s input to a HD sim ulation 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 if not otherwise spec ified Boundary Editor 251 aa Boundary Editor MM bnd4 7 bnd11 rE Boundary Description Boundary Type 1 Distributed Source Rainfall 2 Point Source Inflow 5 Include AD boundaries M rears y 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 needed and also requires information about the type of sediment transport included in the computations single or mu
474. s 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 281 ma 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 hydrograph 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 3 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 catchm
475. s page 204 MIKE 11 Raw data View Cross Section Settings Drawing x Graphics Drawing Miscellaneous Update Markers m Axis label T Draw GIS marks J Show horizontal axis label _ Test horisontal MM Draw history IV Show horizontal unit label User defined axis label M Automatic rescale Iv IShawiverical ae label jV Test Vertical IV Allow global selection IV Show vertical unit label Drawing style r Resistance scale Absolute Including Datum IV Automatic min JO may fi T Draw user defined marks l z I Label the line Cancel Help Figure 3 26 Settings gt Cross Sections dialog Drawing page A number of settings are available Figure 3 26 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 and previous cross sections can be presented in different colours dependent on settings in the Graphics dialog page 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 watermarks to be selected from the graphical view using the mouse pointer If thi
476. s should be cal culated fro using the Energy level slope When the parameter is set to ON the following equation is used dE c PERT where E is the energy level and x is the gridspacing between calculation points along the river 6 14 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 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 velocities 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
477. s 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 9 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 load Following transport models are available 436 MIKE 11 Sediment grain diameter ma 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 e Ashida Takahashi and Mizuyama ATM bed load All of the transport models can be used for both explicit and morphologi cal mode computations 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
478. scribing the relation between the blockage ratio the downstream Froude number and the upstream water level The methods that can be combined with both submergence and overflow methods are the following Energy Equation A standard step method where a backwater surface profile is determination is used to calculate the discharge through the bridge The method takes the contraction and expansion loss for bridges of arbitrary shape into account The method assumes sub criti cal flow and may default to critical flow for steep water surface gradi ents Federal Highway Administration FHWA WSPRO method The FHWA WSPRO method is based on the solution of the energy equa tion Contraction loss is taken into account through the calculation of an effective flow length Expansion losses are determined through the use of numerous experimentally based tables The method takes the effect of eccentricity skewness wingwalls embankment slope etc into account through the use of these tables US Bureau of Public Roads USBPR method The USBPR method estimates free surface flow assuming normal depth conditions the method is based on experiments and takes the effect of eccentricity skewness and piers into account The submergence methods available are Pressure Flow using the Federal Highway Administration method Two orifice equation descriptions are used One for situations when the orifice is submerged downstream and modified equation for situations
479. se 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 16 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 25shows an example where a single point marker has been defined Main Bridge at RIVERI chainage 1500 and triple zone sepa 372 MIKE 11 Encroachment os rator lines has been defined in RIVER in the reach from chainage 0 0 to 5000 iix MIKE 12 Parameters MIKE 12 Initial Mix Coef W L I
480. 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 e vegetation zone see Figure 2 39 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 Dead water line along bank Adds a dead water zone adjacent to an expansion see Figure 2 38 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 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
481. sediment component through the AD Parame ter Editor does Not include morphological updating and as such it is not very userful anymore and will be removed in a future release For Non cohesive sediment transport simulations please apply the ST Module instead 414 MIKE 11 Non cohesive ST Ses Model constants Data Model Type A pop down menu provides a choice from two types of sediment transport formulations the Engelund Fredsge 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 Fredsge model 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 Component Here a Non cohesive component is selected grain size The Dso value st dev Standard deviation in the grain size distribution Advection Dispersion Editor 415 Advection Dispersion Editor 7 9 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
482. shear stress N m Tee critical shear stress for erosion N m M erodibility of the bed g m2 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 aC Y VV 1 8 where Vie 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 S is given by w i e T lt 1 9 C where Sq rate of deposition kg m s T critical shear stress for deposition N m c suspended sediment concentration kg m3 All deposited material is added to sub layer 1 Advection Dispersion Editor 407 a Advection Dispersion Editor The model concentration c is weighted in time according to the following expression c 1 8 c 0c 7 10 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
483. simply the time 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 ensur
484. sing 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 area upstream of the culvert for all water levels Similarly the cross sectional area at the outflow end must be less than the cross sectional area immediately downstream of the cul vert River Network Editor 93 River Network Editor 2 3 8 Pumps iix E Network Location i Pump Data oo Points 389 BranchName LINDSKOV Specification Type Tabulated Characteristic Y reach valk 9 Chainage 1959 5 Discharge dures m Abstraction Pump 1 Outlet Level E Structures Q dH curve Weirs 8 Regular gt Culverts 1 Edit reservor storage Bridges 0 zma o Control Parameters Control Str 0 Start Level ssid Use dined 0 fed Tabulated Structures 0 Start up Period 2 5 Energy Loss 0 Close Down Period 1 2 Hydraulic Control MIKE 12 Fl Routing E Runoff groundwater links p Overview Eis Grid points __ Branch Chainage 1D OutletLev Spec Tyne Discharge start Le 12 _ LINDSKO oes Abstraction ae ene ae Figure 2 55 The pump property page Location Branch Name Name of the river branch in which the pump is located Chainage Chainage at which the pump is located ID String identification o
485. sists of a table Each line in this table represents the main parameters of an if statement Priority As mentioned under Control Definitions p 125 it is possible to make Mikel 1 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 lowest 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 Tabulated This is the default calculation mode which determines the value of the gate level directly gate discharge in case of a dis charge gate 126 MIKE 11 Tabular view Structures Ses 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
486. 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 2 3 7 Culverts vida96 3 nwk11 2 iojx f Branch Name z q Head Loss Factor I Network Le Inflow Out Flow Free Overflow Bends Points 369 VIDAA NED 5344 9498 C1 Positive Flow F i I fos i o Branches 10 au Sl Alignment Lines 4 2 Negative Flow 05 fi 1 o Editre Junctions 1 eona wei Attributes Type Rectangular Circular Culverts 1 Upstream Invest 12 pineg Diameter 0 Bridges 0 DownStr Invert 11 5 Depth width os eases eee Purp 0 Ep m Rectangular Regulating 0 Eeri 2 Width 32 Control Str 0 Manning s n 0 013 Height f1 5 TEE Jo No of Culverts fi ser delfiner Tabulated Structures 0 Valve Regulation None E Graphic Energy Loss 0 Section Type Closed fd Horizontal offset from marker 2 0 Plot Hydraulic Control MIKE 12 Routing p Flow Conditions Runoff groundwater links Qh relations Hydraulic Parameters Orifice Flow Coefficients Grid points B A y Qc Ne No of Q hvrelations 40 0 0161 0 0088 Inlet C 2 0 51740 0088 Outlet C 0 0642 0 0704 Inlet C 3 _ 0 5577 0 0704 Outlet C Ix f4 0 626510 23420utlet Figure 2 54 Cu
487. st Foreign Branch Segment Grid Spacing fio m r Default Branch Type m Auto Boundary Free Branch Ends g c ane Branch Type Regular x Sediment Transport Cross Section Chainage Correction IV Draw chainage correction Cross Section Drawing Style C Uniform Automatic Cancel Figure 2 26 The Network Data property page The options available in the Network page are 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 selection here determines which type of boundary conditions will be defined in the boundary file when using the the Auto Boundary xx Free Branch Ends tool in the View menu of the Main Menu bar Options are HD AD or ST models 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 58 MIKE 11 Graphical View Note the grid spacing used for snapping is not shown Default branch type The Branch Defaults determines which type of branch MIKE 11 will create during branch digitzing in the graphical view Options a
488. stant 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 Precipitation can inserted in two different ways as rainfall mm and TStype mean step accumulated as rainfall intensity mm hour and TStype instantane ous 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 Here precipitation is always treated as rainfall mm mean step accumulated Rainfall Runoff Editor 307 Rainfall Runoff Editor 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 no rainfall file exists then by activating this check box DRiFt will gener ate a time varying distributed file with the filename as specified by the user in the Rainfall File filename field In case the Create new distributed precipitation maps feature is enabled it is required to specify Raingauges definitions in the table below the checkbox
489. t 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 Rainfall Runoff Editor 325 Rainfall Runoff Editor 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 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 presented 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 of a background images select Layers Layers manage ment Th
490. t TYPE ll x mE 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 theree values are allowed Type I dry condition Type II normal condi tion and Type III 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 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 Rainfall Runoff Editor 305 Rainfall Runoff Editor The rainfall input is defined in the DRiFt Rainfall page see Figure 5 21 DRiFt 1 RR11 Catchiiints WAM UHM MAP Urten FEH DRIFt Timeseries Surface flow Initial Conditions Rainfall DRIFT CAT m Rainfall Rate Spatial distribution Temporal distribution Constant precipitation rate Uniform x Time varying 7 55 TS file C Data TSRain dist J Edit Interpolation type Precipitation time step
491. t values at different locations Friction Factor Friction Factor is a global parameter used in the calculation of exchange between vertical layers and as such the Friction factor is only applicable to Stratified flows or MIKE 12 applications An example of applying the Wind friction is presented in Figure 6 3 To activate Wind friction remember to activate the Include Wind tick mark The global wind factor is set to 0 70 and local variation of wind fac tors are defined as a linear change from 0 70 to 0 30 in the branch named RIVER 1 from chainage 0 to 5000 334 MIKE 11 Bed Resistance os ioi x Reach Lengths Add Output Flood Plain Resist User Def Marks Encroachment Heat Balance Stratification Time Series Output Maps Groundwater Leakage MIKE 12 Parameters MIKE 12 Initial Mix Coef W L Incr Curves W L Incr Sand Bars Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values Quasi Steady M Wind Factor M Global Factor J Include wind Topographical Factor fi Friction Factor 0 0024 mM Local Factors Fa eet D eee 5000 00000 m Figure 6 3 Wind tab 6 3 Bed Resistance Two approaches may be applied for the bed resistance Either a uniform or a so called triple zone approach 6 3 1 Uniform approach The bed resistance is defined by a Resistance Formula and a correspond ing global va
492. t Branch ASCII File Point and branch information can be read into the network file using a text file with one line for each point to be imported The text file must have the following format x coordinate y coordinate Branch Name Chainage Example 312333 00 6829000 00 RIVER 1 0 000 312830 00 6829050 00 RIVER 1 499 00 311385 00 6829260 00 RIVER 1 1959 00 311421 00 6829871 00 RIVER 1 2571 00 42 MIKE 11 Graphical View os 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 setup The data in the file must be of the form shown in Figure 2 10 The file should contain a section of the type AlignmentLine EndSect Align mentLine for each alignment line AlignmentLines AlignmentLine Point X 1 Y 1 Point X 2 2 Point X N Y N EndSect AlignmentLine EndSect AlignmentLines Figure 2 10 The format used for importing alignment line data 2 1 3 Main menu bar Edit The Edit menu Figure 2 11 contains the standard Windows options for copy paste select and delete as well as some specific features for the net work editor Tabular view File Edit View Network Layers Settings Window Help O Undo ctrl Z Cut Copy Paste Delete Select All Remove Rows Insert Row Find Replace Plot xY Duplicate
493. t to 0 in the simulation As an option the time constant used when forecasting may differ from the time constant used for updating Thus all in all up to four time constants should be supplied by the user The model errors being described through the auto regressive process are used in the forecast period to generate errors to be added to the bounda 490 MIKE 11 Output ea ries If the forecast is deterministic the model errors are described through the auto regressive process without adding white noise The model errors fade out according to an exponential decay 11 6 Output HD Output AD Output IV Standard deviation Standard deviation Corrections Corrections IV Confidence intervals I Confidence intervals Figure 11 6 The Output selection tab The Output page is used for specifying additional output from an uncer tainty assessment analysis or a Kalman filter update The output page is split in two one for hydrodynamic output and one for advection disper sion output For both types the user may select the following output e Standard deviation e Corrections the corrections of the state variables in the river network caused by updating with each of the measurements e Confidence intervals The latter requires the user to specify a percentage for each confidence interval For example in Figure 11 6 as additional output two confidence intervals 75 and 90 along with the standard deviation have b
494. t transport I ECOLab I Rainfall Runoff I Flood Forecast J Data assimilation I Ice M Simulation Mode Unsteady C Quasi steady QSS default v 15 x 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 The following abbreviations of module names are used HD AD ST ECO Lab Hydrodynamic Advection Dispersion Sediment Transport Including Water Quality modelling etc 18 MIKE 11 Models Dos RR Rainfall Runoff FF Flood Forecast DA Data assimilation Ice River Ice modelling Some of the model that can be selected are dependent on other modules in a simulation and it is therefore required to have more modules selected This rule for model dependency is implemented such that once a model is selected there will be an automatic selection of eventual dependent models e g Selection of FF model selects HD model also Selection of ECOLab selects AD model also etc The RR module can be selected to run together with the HD model or on its own in which case the runoff result file can be specified as input into a subsequent run of the HD module When selecting a hydrodynamic model an additional tick box entitled Encroachment becomes active When selecting the latter all
495. tax Function POW X Y The POW function raises X to any power Y ABS X Absolute value SIGN X SIGN X returns 1 if X lt 0 1 if X gt 0 0 if X 0 TRUNC X Discards the fractional part of a number e g TRUNC 3 2 is 3 MIN X Y Minimum of X and Y e g MIN 2 3 is 2 MAX X Y Maximum of X and Y e g Max 2 3 is 3 E L Error function with lag L L lt 0 e g E 1 is the error at the previous time step As an example suppose the error forecast model is to be expressed as a function of the variables X1 X2 and X3 as 5 times variable X1 minus the square of variable X2 plus 2 times the natural logarithm of X3 the Equa tion field should be written 5 X1 SQR X2 2 LN X3 If one wants to apply a second order auto regressive model the Equation field should be written A E 1 B E 2 where A and B are the auto regressive parameters Estimation period For parameters defined as values in the equation automatic parameter estimation can be applied based on the record of observed errors The period of the record to be used for the parameter estimation can be speci fied relative to the time of forecast This option allows parameters of the error forecast models to be updated continuously and hence the error forecast models to adapt from one fore cast to the next to the prevailing conditions at the time of forecast For instance the error forecast models can be adapted to the structural differ ences i
496. ted lolx Sediment Layers Non Cohesive ST Additional output MIKE 12 Additional output Components Dispersion MIKE 12 Dispersion Init Cond Decay Cohesive ST M Components __ Component units Type SALINITY PSU Normal mg l Single Layer Cohesiv mg l Multi Layer Cohesive g m3 Figure 7 1 The component property page The components definition includes Component Here one or more component names are defined by a user defined string Units The requested unit for each of the components is selected through the drop down selection box Options available 392 MIKE 11 Components my g m Microgram per cubic meter mg m Milligram per cubic meter g m3 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 1 100 ml PSU Practical Salinity Units Counts x 1E6 100 ml Bacterial counts Normal A component used for standard Advection Dispersion simulations Single layer cohesive A component used only in the single layer cohesive sediment transport model the CST module Multi cohesive A component used in the multi layer cohesive sed iment transport model the ACST module Non cohesive A component defined as a Non Cohesive is actually not simulated using the Advection Dispersion equation but rather using traditional sediment transport equatio
497. ted 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 equal 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 Concentration A concentration of any compound Hups Water level just upstream of the structure Hdws Water level just downstream of the structure Qups Discharge just upstream of the structure Qdws Discharge just downstream of the structure Vol The volume of water in a point Volups The volume of water just upstream of the structure Voldws The volume of water just downstream of the structure BranchVol The volume of water in a certain part of a river branch Depth The depth in a point Area The area in a point DepthUps The depth just upstream of the structure DepthDws The depth just downstream of the structure AreaUps The area just upstream of the structure AreaDws The area just
498. ter 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 285 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 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
499. term is taken into account in areas with steep bed gradients Convection Advection 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 Hydrodynamic Editor 351 a Hydrodynamic parameters Editor Dispersion Factor vertical viscosity A factor multiplied on the turbulent viscosity to get the vertical diffusion in the transport equation 6 10 Time Series Output On this property page request is made for time series output files to be generated during the simulation This output is in addition to the regular and the additional res11 output file Time series output can be saved in dfs0 or ASCII files Time series output
500. th slope and roughness of the catchment surface These parame ters form a base for the kinematic wave computation Manning equation Infiltration to groundwater is calculated using a modified Horton equation The Parameters for Model B are described below see Figure 5 17 Rainfall Runoff Editor 289 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 in the Manning equation for the runoff Area percentages The area distribution percentages allow the catchment area to be divided in up to five sub catchments with identical geometrical but distinct hydro logical properties The five sub catchment types are impervious steep impervious flat 290 MIKE 11 Urban pervious small impermeability pervious medium impermeability pervious large impermeability The 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 Surf
501. th 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 234 MIKE 11 Overview of the Boundary Editor a EM bnd4 49 bnd11 i l F xi Boundary Description Boundary Type Distributed Source find field main 0 10000 Wind field Loa Vind Velocity m s IB File Examples dfsO j2 ind Direction degree Ts File Examples dfs0 E En 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 Structures 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 items must be defined for such boundaries The Dam Breach Level the Dam Breach Width and the Dam Breach Slope e Regula
502. the dead water lines are created 2 1 2 Main menu bar File The File menu under the main menu bar Figure 2 9 contains the standard Windows file operation features New Open Close Save as well as fea tures for opening the most recent files or projects edited in previous edit ing instances Additional features comprise the printing and the key issue in relation to the Network Editor is the possibility of importing network data from ext renal text file containing network data for either points branches or both River Network Editor 41 Ss River Network Editor Fie Edit View Network Layers Settings Window Help New gt Open Close Close Project Save Ctrl S Save All Ctrl Shift S Save As Save Project As Template VCS Control Import Print Setup Print Preview Print Ctrl P Recent Files Recent Projects Recent Log Files Options Exit Alt F4 Figure 2 9 The File menu under the Main menu bar The import options available are described in the following Import 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 Poin
503. the embankment geometry between parallel rivers e g main river branch and flood plain branch Link channels do not require cross sections to be specified and are consequently simpler to use than regular channels The link is mod elled as a single structure branch of only three computation calculation points h Q h The Q point in the link channel branch is defined through 68 MIKE 11 Tabular view Network Ses an open culvert type of structure That is an overflow weir with a length to include the friction loss component Note Following the internal formulation of the link channel where no true cross sections are defined in a link channel branch the usage is restricted to Hydro Dynamic simulations ONLY Thus for Advection Dispersion Water Quality and Sediment Transport calculations the set up should be void of link channels and instead connecting branches between main riv ers should be defined out of regular branches with cross sections defined and eventual a weir included to describe embankment levels if this is what should be represented with the connecting branch The link channel dialog see Figure 2 35 is used for specifying all param eters appropriate for the link channel e g geometry head los coefficients etc Link Channel Parameters RIVER 1 0 1000 x m Geometry m BedResistance Bed Level US i Type Manning s M x Cancel Bed Level DS fo Value fo cm Additional Storage None hs
504. 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 River Network Editor 143 River Network Editor 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 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 87 SPILLWAY BRANCH SPILLWAY STRUCTURE E j zO RESERVOIR DAMBREAK STRUCTURE RESERVOIR BRANCH
505. the levels of the calculated processed data hence includes the Datum level as well Coordinates Plan coordinates may be entered here for the left and right end points of the cross section If non zero values are defined the values are used in the Cross Section Editor 181 Cross Section Editor graphical view of the network to display the cross section width and addi tionally if the Apply coordinates tick box is enabled determines also the extent of cross sections in the HD Mapping routine see section 6 11 Maps p 354 in HD Parameter Editor section Correction of X coor This feature is used for determining the correction angle for the X coordi nates in the profile The correction may be used for situations where the cross section profile isn t perpendicular to the centre line of the river The correction angle can be automatically calculated from the river center line defined in the graphical network editor and the section plan coordi nates by activating the Calculate angle button Note that this button requires that the simulation file is open a network file and a cross section file are defined in the simulation editor and that georeferenced coordinates have been applied as described above 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 xcos0 3 1 X cor where 0 is illustrated below gees Cross
506. the model parameters must be edited as for all other transport models Additionally user defined coefficients and exponents used in the Smart Jaeggi formulation can be specified Therefore when selecting the transport model for Total Load as Smart and Jaeggi values for coefficients and exponents can be edited in a separate dialog Sediment Transport Editor 443 a Sediment Transport Editor 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 as shown in Figure 9 4 Smart Jaeggi Factors x Dimensionless sed transport al 2 1 C theta a6 theta thetacr Coet 1a fe Coeff 2 a6 1 S Es 13 p2 Exp 4 a5 fo5 Esp 23 fe Exe Sa fl Exp 3 a4 a Exp 6 a8 i Uniformarity of sediment D90 D30 fi 34 Angle of repose degrees a3 Slope corr form Bottomlevel x Cancel Figure 9 4 Additional dialog for defining Smart and Jaeggi model factors 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 9 2 3 Bottom level update methods A choice of method for updating bottom level exists The default method is an assumption that the whole cross section is moved undistorted up in the case of deposition and down in the case of erosion If required an
507. the network file Thereafter it is possible to extract the Radius and or Width values Hydrodynamic Editor 383 a Hydrodynamic parameters Editor 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 21 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 21 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
508. 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 result 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 Print Multiple Cross Sections Settings This will open the dialog with settings for the multiple cross section plot ting see Figure 3 37 Cross Section Editor 223 noes Cross Section Editor Multiple Cross Section Plotting Page Setup x m Nb of plots on each page _ Horizontal scale options Horizontal direction fi Automatic and individual on each section Vertical direction f2 Fixed for all sections Minimum Find min mar Maximuni f ae Automatic minimum and fixed width 773 0 Find may ath Top E Fixed scale 1to frooo CSixed offset Right fo Fixed minimum Jo ocoo00 Find minimum Bottom fo Vertical scale options Horiz spacing fo Vert spacing fo Iv Design profile Topo ID DESIGN C Automatic minimum and fixed height IV Legend Fixed scale Automatic and individual on each section Fixed for all sections Minimum 3 640000 Maximum 13 670000 Find mi
509. thin the Rainfall Runoff Editor using the Cre ate Polygon Catchments icon 8 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 Rainfall Runoff Editor 321 maa 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 r File Selection File name CA MikeZero Skawalp dis0 Cancel Item number fin Fl Item name e569 Location coordinates 393550 Y 15527000 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 icon 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 32
510. thod of determining processed data levels can be selected using the Levels Dialog activated by the Levels button section 3 2 4 Cross section area Effective Cross sectional flow area calculated from the Raw Data Effec tive Area is determined from the total flow area adjusted by eventual raw data relative resistance values different from one see Reference manual Resistance for further details Radius A resistance or hydraulic radius depending on the selected type in Raw Data Editor Resistance Radius or Hydraulic Radius Cross Section Editor 209 Cross Section Editor Storage width Top width of the cross section at each processed data level 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 Additional storage areas are always user defined they will never be given a value from the automatic processing of the raw data Additional storage area is interpreted by MIKE 11 as a storage area cover ing only the distance dx determined from the actual cross section dx 2 upstream dx 2 downstream of section Resistance factor This factor can be used to apply a level dependent variable resistance in the section cross section The Resistance factor can contain two types of values depending on the Resistance Type definition in the raw data 1 Raw data Resist
511. threshold value shall be active for which result items see format of FILE below example Res11 Read CompareInpFile txt xx res11 yy res11 out txt where InpFile txt is the configuration filename silent Writing to prompt is cancelled Used in conjunction with one or more of the other options example Res11Read allres silent xx res11 out txt MessageCompare Writes additional message on Return code in output file on result of comparison 0 or 2 for the Compare results option example Res11 Read CompareInp txt MessageCompare xx res1 1 yy res11 out txt where Inp txt is the configuration file for file comparison DHIASCIP Option for suppressing header information in Outputfile in order to convert e g results Timeseries into a DHI standard ascii format Should be used in conjunction with one or more of the above example Res11Read max1 dhiascii xx res11 out txt Flood Watch Special option for converting results from a MIKE 11 simulation into a specific format used by the FLOOD Watch real time data handling sys tem from DHI MakeDfs0 Option to automatically create a timeseries containing results from spe cific calculation points Note This option can only be used in conjunction with the Someres FILE option example Res11Read SomeResFILE MakeDfs0 xx res11 out txt SeperatorSTRING Option for defining the seperator string betwe
512. ting Structure is specified to describe the discharge at a regu lating structure e NWS DAMBRK Piping is specified to describe the temporal develop ment of a dam breach using the NWS piping breach equation The sec ond dam breach level fouth parameter to be specified is the top level of the pipe Once the pipe collapses the top level is neglected in the simulation and the three remaining parameters will be used for describ ing the trapezoidal breach For all four types the location must by specified by giving a branch name and a chainage For the Dam Break NWS DAMBRK Piping and the Reg ulating structure it is also required to specify the GATE ID which corre sponds to the structure ID as defined in the Network file Please note also that the temporal development of a Dambreak must be specified in a time series file with Relative Time axis equidistant or non Boundary Editor 235 aa Boundary Editor equidistant time axis can both be applied Further please ensure that the extent of this file covers the full the simulation period When using the NWS methods the terminal breach level is defined by the last value in the corresponding time series 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 an
513. ting functions to estimate the updates to be applied If the uncertainty assessment option is chosen the model uses Monte Carlo simulation to propagate uncertainties in the boundary conditions into uncertainties in the simulated model output 11 1 2 Basic parameters Depending on the simulation mode selected in the Module selection box the user is required to supply additional data Ensemble size If applying either the uncertainty assessment simulation method or the Kalman filter updating method the user is required to supply the ensemble size The ensemble size is defined as the number of simultaneous runs that are to be carried out to evaluate the statistical properties needed for the uncertainty assessment output and also for determining the updating parameters applied in the Kalman filter The quality of the statistical estimates are strongly dependent on the ensemble size The larger the ensemble size the higher the confidence in the results On the other hand the ensemble size has a linear effect on the run time that is when the ensemble size is doubled the run time is also doubled The above considerations should be taken into account when choosing the ensemble size Recommended values are 50 200 If only reliable estimates of standard deviations are of importance a smaller value may be chosen When producing confidence intervals an estimate of the full uncertainty distribution is needed thus an increase in the ensemble size
514. tion 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 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 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 solve
515. to describe free surface flow through a bridge opening The methods use the up and down stream cross sections located in the cross section edi tor aswell as two additonal cross ections to be defined within the network editor The location of the cross sections outside the bridge should be so that any potential contraction or expansion loss is taken into account In other words the optimal location is where the stream lines are parallel prior to a contraction and post a possible expansion As a rule of thumb the distance River Network Editor 101 noe River Network Editor between the bridge and the cross sections should be of the order one open ing width see Figure 2 58 Figure 2 58 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
516. to prepare a rainmap for all catchments Rainfall Runoff Editor 309 ma Rainfall Runoff Editor The precipitation map will be created here as rainfall mm mean step accumulated The file containing the rainmap is a dfs2 file with a filename depending on the selection of spatial distribution uniform or distributed For a selected uniform spatial distribution the filename will be Rain map Catchment name dfs0 If a distributed spatial distribution has been selected then the Rainmap will be saved in the file as specified in the Rainfall file edit field 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 5 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 m Catchment MAW Overview Data type Rainfall x Type Weighted average Combination fi 7 a lI Caenm nem e2 ea oo a SKAWA_LOW 0 Figure 5 23 Time series Page 310 MIKE 11 Time Series a Input of time series The input time series for the rainfall 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 Rainfal
517. tomatic Gap filling Lower limit of sample numbers 3 Lower limit of correlation coefficient 0 Detailed condition Run St Ho Regressive formula valid no amp correlation coe Order1 Order2 Order3 2 3 Y 0 829X 0 12 Y 0 830X 0 13 43 43 0 978 0 976 oO 3 4 1 000K 0 00 Y 0 829X 012 41 43 1 000 0 978 2 4 2 vVeannnvannan v neanvan412 E Figure 13 7 Gap Filling page The gap filling works such that for each missing value in each item an estimated value will be calculated by using the value at the same time step from another item transformed using the corresponding regressing equa tion For each item the other items are ranked in the order of decreasing correlation coefficient When a missing value occurs a non missing value is searched for in the other items at the same time step and the non miss ing value in the item with the highest rank lowest order is selected The parameters for the gap filling are Gap filling boundary value Gap filling will only occur if the value applied to generate the missing value through the regression equation is larger then the boundary value Lower limit for sample numbers If the number of non missing values in an item is less than the specified limit this item will not be used for gap filling Lower limit for correlation coefficient If the correlation coefficient for an item is less than the sp
518. torage and storage in the uppermost layers a few cm of the soil Typically values are between 10 20 mm 268 MIKE 11 The NAM Rainfall runoff model 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 constants 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
519. torage capacity table type Elevation volume E Apply coordinates Initial surface area 0 000000 1000 2000 10000 100000 Lo ct Figure 2 45 Dialog for specifying Additional storage for Side Structures with Reservoir Two options for defining the Reservoir storage exists Elevation area The Elevation Area relation specified in the table are used directly as additional storage area as a function of the water level in the res ervoir Elevation volume Additional storage area is derived from the Elevation Storage rela tion following the relation FIA Sota FIA 2 2 1 FIL ENAR ij 2 1 Table where FIA Flooded or additional storage Area at level i or i 1 A VTable and A Hyypic is differences in Volumes and Levels respec tively from values defined in the Storage elevation table Additional specific features of the Side Structure with Reservoir 80 MIKE 11 Tabular view Structures noes Head losses are excluded from the flow calculation for side struc tures with Reservoir by setting internally the flow areas of the cross sections in the side structure branch as extremely large 1e2 m and hence the velocity component in these sections V Q A is a neglible number The boundary introduced through the inclusion of the side weir is internally specified as a no flow boundary Flow may be included through specification of point source boundaries at the
520. two cross sec tion h points in each end of the branch and a structure in the centre Q point Up and downstream cross sections in the Side Structure Branch are automatically assigned with a shape identical to the main river cross section located immediately downstream of the side structure loca tion Upstream cross section of the Side Structure branch is identi cal to the section in the main river but the downstream section has been shifted 10 m down in order to obtain a free outflow condition in the Side Structure See Figure 2 43 EP Levels in Cross section age TE IVER 1 6 200 01 01 1990 12 00 2 fER 1_5000 0M 0 000 01 01 1990 Figure 2 43 Cross sections as defined in the artificial Side Structure branch Left part illustrates the cross section in main river downstream of the chainage defining the Side Structure Middle part illustrates the upstream cross section at chainage 0 of the side structure branch copy of main branch section and right part illustrates the down stream cross section of the Side Structure Branch which is identical shape as the other sections but only shifted 10 m 78 MIKE 11 Tabular view Structures a Example of a Side Structure branch is illustrated in Figure 2 44 Side Structure included in RIVER 1 at chainage 5000 meter will effec tively be placed in SS_RIVER 1_5000 0M in chainage 50 meter The side branch SS_RIVER 1 5000 0M will have a length of 100 meter
521. u lating in Historical Mode can be found in Section 10 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 M Multiple forecast with historical data No of FC j4 Step h fi 2 I Seasonal forecasting with historical data Start year 11980 End pear fi 990 Figure 10 5 Selection of Historical 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 10 6 462 MIKE 11 Forecast oS 4 4 i i Sf ir 2 T 2 4 i i N 01 04 01 05 01 06 01 07 01 08 01 09 01 10 Simulation period Figure 10 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 10 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 10 2 5 Location of forecast stations Forecast points are specified as shown in Figure 10 7 below
522. ues See Section 5 11 Timeseries item definitions for Observed Discharge requires Item Type must be defined as Discharge TS Type must be set to Instantaneous 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 312 MIKE 11 Time Series a 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 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 weighted 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
523. uired either as a constant value or as a func tion 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 by the sediment transrport engine and set 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 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 Please Note Point sources takes the sign of a hydrograph into account such that postive numbers for a boundary hydrograph is considered an inflow to the model whereas negative discharges are considered as abstractions of water from the model 232 MIKE 11 Overview of the Boundary Editor a The Distributed Source Boundary The Distributed Source boundary condition is used along river reaches
524. ular Side Structure or Side Structure Reservoir See section 2 3 Tabular view Structures for details Location and Type of Control Point This section 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 h or a Q point Regulation Function This section is only available when the regulation is specified as a A Q 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 2 3 11 Control Str 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 River Network Editor 119 noes River Network Editor Location Attributes f vios an
525. ulated 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 River Network Editor 171 River Network Editor 2 6 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 catchment and connection details which have been entered manually one by one Tabular View Grid Points CT arix E Network Points 369 Branches 10 Alignment Lines 4 Junctions 1 Structures Weirs 8 Culverts 1 Bridges 5 Pump 2 Regulating 1 Control Str 4 Dambreak Str 0 User defined 1 Tabulated Structures 1 Energy Loss 1 Hydraulic Control MIKE 12 Routing Runoff groundwater links MIKE SHE links 1 Rainfall unot links 2 Grid points Grid Points 0 Generate Grid Points r Simulation Output Control Save results from all grid points Save only results from selected points a Setup 8 vida VIDAA NED 10800 1 SEJERSBK NED 15 SEJERSBK NED 320 LINDSKOY 1
526. ulation Results Star Results Filename Storing Frequency Unit a E is EEE E _ Time step Y Figure 1 7 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 28 MIKE 11 Start 1 5 Start Storing Frequency and Unit To limit the size of the result files the user can specify an interval for sav ing of results to the result files The storing frequency may be specified either as the number of time step intervals between each saving of the results or as a specific time The latter however demands that the speci fied storring time frequency is a multiplum of the time step lolx Models Input Simulation Results Start m Validation status Run Parameters HD parameters M Validation messages Figure 1 8 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 running the program Mikel 1 exe and the progress of the sim ulation will be reported in the info bar of the editor Simulation Editor 29 Simulation Editor Any error or wa
527. ule Note that this button is only active and visible in case this module is present in the actual MIKE 11 license Used for updating the zone classifications in the cross section 3 1 6 Cross sections pull down menu When the cross section editor is active the cross section pull down menu may be activated as presented in Figure 3 21 File Edit View Crass Sections Settings Window Help EEAS ollo lk kex Apply to all Sections Apply to Selected Sections Resistance Number Interpolation Figure 3 21 Cross Sections pull down menu This menu has four items Info 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 see Figure 3 22 200 MIKE 11 Raw data View Settings to Apply in All Cross Sections x gt Raw Data Radius Type m Chainages m Change Type Resistance Radius I Calculate From end coordinates and branch line NewChainage 0ldChainage C1 C2 M Raw Data Datum Change Datum ooo a an M Raw Data Section Divide M Raw Data XZ Data I Change J Invert left and right side I Divide Section LevelofDivide 0 CS M Raw Data Resistance gt i Markers I Change Transversal Distribution High Low flow zones Y Delete
528. um fao Unit fMin ka Change ratio h3 hesitecvec lt aor fore fon P Idel0l a j I idel0 0l lt on w pn T Idell lt fon delh hl lt po forh gt foo F Cowan Hp lt Po I Courant AD lt i Figure 1 6 Time step settings for adaptive time stepping Minimum maximum unit Defines the limits for the adaptation of the time step 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 24 MIKE 11 Simulation os e 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 this 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 e delQ is a meausre for the largest accetable discharge change anywhere in the grid within a time step The criteria helps to l
529. user must enter length and angle 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 number 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 III 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 108 MIKE 11 Tabular view Structures noes Eccentricity Loss factor when eccentricity is marked in options When use default a default loss factor table will be generated Skewness When skewness is m
530. uted 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 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 where 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 1 mm in situ atio
531. uting 02 0 052 eee ee 157 2 4 2 Flood control Q and Q rate 0 4 158 2 4 3 Flood control H Q H V curve 158 2 4 4 Flood control by orifice 00 160 2 4 5 Diversions 0 0200 00000008 160 2 4 6 Kinematic Routing Method 162 2 5 Tabular view Runoff Groundwater Links 164 2 5 1 MIKE SHELinks 0 165 2 5 2 Rainfall runoff links 202 202000020000002 171 2 6 Tabular View Grid Points 0 0 020200002 172 Cross Section Editor 002 002 000 004 177 3 CROSS SECTION EDITOR 0 0 0 0 0 000000 00 179 3 1 Rawdata View o 6 ocd wn ae oOo are eae ke Ba ed a ee 179 3 1 1 Cross Section headerdata 180 3 1 2 Raw data TreeView 0 00 002 186 3 1 3 Raw data Tabularview 192 3 1 4 Raw data Graphical View 194 3 1 5 Additional features of the Raw Data editor 198 3 1 6 Cross sections pull down menu 200 3 1 7 Settings pull down menu aasa aaa a 204 3 2 Processed data view noaa aaa a a 208 3 2 1 Processed data Tree View 209 3 2 2 Processed data Tabular View 209 3 2 3 Processed data Graphical View 211 3 2 4 Processed Data Levels button 214 3 3 Importing c
532. vailable Network The Network entry offers an easy way of turning on and off a number of the most common used graphical network objects in the graphical view More detailed layout of the graphical view see Graphics p 55 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 55 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 55 46 MIKE 11 Graphical View Dos 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 55 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 55 Swap Profile The Swap Profile option relates to the plotting of longitudinal profiles where the profile once plotted can be swapped in orientation plotted either Upstream towards Downstream locations or swapped Downstrem towards Upstream locations Draw Grid A switch for drawing the grid or not in the graphical view Zoom features Standard zoom features for zooming in and out previous zoom panning
533. 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 solidation Typical ranges 404 MIKE 11 Cohesive ST os layer 1 gt layer 2 2 35 3 11 g m s 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 6 3 Cohesive Sediment transport dynamics 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 w
534. values in the ensemble at every grid point The confidence internal of say 90 is found by locating the values in the lowest 5 range of the ensemble and the values in the highest 5 range Thus as an absolute minimum the ensemble size must be sufficiently large to represent this fraction For the 90 case an ensemble size of at least 20 1 20 5 is required It is recommended to use a larger ensemble size than the minimum dictated by the confidence interval 11 8 A step by step guide to updating using the Kalman filter method If water level discharge or concentration measurements are available within the model domain these may be utilized for updating the model Below follows a step by step guide for setting up a model that uses the Kalman filter updating method 1 Follow the step by step guide for setting up an uncertainty run given in section 11 7 2 Determine the location of the measurements that are to be utilized for the updating The location of the measurement is inserted through the 494 MIKE 11 A step by step guide to updating using the Weighting function method os use of a river name and a chainage Remember that the measurements do not need to be located at a cross section Set the variable type of the measurement If a concentration measure ment is to be used then the advection dispersion component number is also required Specify the location of the file holding the measured data by browsing for the fil
535. vanced variables which are editable for the user through the MIKE11 Ini file These variables comprise Errorl Error2 IR1 and TR2 River Network Editor 157 O River Network Editor 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 94 Only visible and applicable is a special M11 Japanese module is included in the actual MIKE 11 license zimiz Overview E Network Daai Points 369 Name DAMS Branches 10 Chainsge 7000 Alignment Lines 4 Junctions 1 ID undefined Stuenes Type Bucket discharging method 7 Weirs 8 Culverts 1 Discharge constant Q 100 Bridges 5 Discharge constant Q2 Pump 2 Regulating 1 Discharge constant 3 Control Str 4 Factor FACA Dambreak Str 0 Factor FACB User defined 1 ie Tabulated Structures 1 Maximum storage VMAX Energy Loss 1 Hydraulic Control MIKE 12 B Routing Channel Routing 1 Flood control Q and Q rate 1 p Overview Flood control H Q HV curve Flood control by orifice 1 Diversions 1 Kinematic routing method 1 Runoff groundwater links Grid points Figure 2 94 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 Nam
536. vel 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 River Network Editor 153 noe River Network Editor Discharge factor The discharge factor is multiplied to the discharge in the table 2 3 16 Energy Loss vida96 3 nwk11 2 E cfel E Network Points 369 Branches 10 Alignment Lines 4 Junctions 1 Structures Weirs 8 Culverts 1 Bridges 5 Pump 2 Regulating 1 Control Str 4 Dambreak Str 0 User defined 1 Tabulated Structures 1 Energy Loss 1 Hydraulic Control MIKE 12 Routing Runoff groundwater links Grid points 3 E Location River Name Chainage 0 ID Abrupt Change in River Alignment JT Apply energy loss Alignment change 0 f Gradual Change in River Alignment IT Apply energy loss Alignment change 0 Roughness coefficient 0 r User Defined Energy Loss I Apply energy loss Positive flow r
537. ver Network Editor 33 River Network Editor The Tabular View of the network editor contains a large group of sub pages in which the numerical values behind most of the objects being pre sented in the Graphical view are stored for editing The tabular view con tains individual pages with edit fields and tables for digitization points river branches definitions and connections hydraulic structures details and other data The Tabular view can be opened from the Graphical view through the View gt Tabular view option in the main menu bar or simply by using the hotkey combination lt CTRL gt T The Tabular view branch page is presented below in Figure 2 2 vida96 3 nwk11 2 5 x Overview vernon ewok Tbe pons eS Branch Name Topo ID Upst Ch Downst Ch Flow Direction Mawimum dk Branch Type i MDaane fforos2 fo 11300 Positive so Regular x Alignment Lines 0 Junctions 0 p Connections A E E Structures Branch Name Chainage Ee eee Weirs 8 Dosen Culverts 0 Bridges 0 Downstream Pump 0 Regulating 0 Solarian Control Str 0 Dambreak Str 0 Branch Type me ean barca ca ES sea User defined 0 Tabulated Structures 0 D a voaanen TOPO 32_ 0 11300 Positive nergy Loss 0 2 SEJERSBK N TOPO 96 15 1710 Positive Hydraulic Control MIKE 12 a Junoskov TOPO 95_ 1 4324 Positive F Routing a viDaa
538. verridden with additional topographical information located in one or more dfs2 files The dfs2 files need to be in the same Hydrodynamic Editor 363 Hydrodynamic parameters Editor projection as the working area and contain an item describing the ele vation 5 Do not select the Apply DEM data between cross sections tick box 6 Browse for the file s containing the additional topography and set the item number of the elevation Please refer to the documentation for the bathymetry editor on how to generate a dfs2 bathymetry file 7 If there are multiple background topography files then the ranking order needs to be specified The lowest order number is given the high est priority 8 Run the simulation 9 The output DEM may now be viewed using the Result Viewer or the grid editor If installed MIKE Animator may also be used to view the generated DEM as presented in Figure 6 16 6 12 Groundwater Leakage The Groundwater Leakage page defines leakage coefficients such that an additional loss of water from the river to the groundwater can be included in the simulation The Leakage coefficients page is presented in Figure 6 21 below 364 MIKE 11 Reach Lengths lolx Reach Lengths Add Output Flood Plain Resist User Def Marks Encroachment Initial Wind Bed Resist Bed Resist Toolbox Wave Approx Default Values Quasi Steady MIKE 12 Parameters MIKE 12 Initial Mix Coef W L
539. w Network Layers Settings Window Help DH Add Remove Properties Figure 2 19 The Layers menu of the Network editor Main menu bar Add remove The Add remove dialog as presented in Figure 2 20 offers the features for managing layers in a network file The dialog contains two tab pages 1 Add Remove Layers The Add Remove property page includes options for adding or remov ing layer files in the network file Use the 2 button to add an addi tioal line to the Layers table and select the layer type to import in the File Type drop down selection box Browse for a layer file using the file browsing button _ to search for the layer file to import 52 MIKE 11 Graphical View os Use the delete button x to remove selected layers from the layers dialog x Add Remove Layers Overlay Manager Image File C Program Files DHI 2009 MIKE Zero Exa Cancel Apply Help Figure 2 20 Add Remove Layers page It is possible to import the following type of Layer files Image files bmp jpg and gif Shape files shp Please note that Shape files including m and z data are not possible to load in the present version Grid files dfs2 dt2 2 dimensional grid files stored in the DHI dfs2 file format Note When loading image files the geo reference is automatically set to 0 0 and 10000 10000 for lower left and upper right image corners respe
540. water just upstream of the structure WVoldws The volume of water just downstream of the structure BranchVol The volume of water in a certain part of a river branch Depth The depth in a point Area The area in a point DepthUps The depth just upstream of the structure 130 MIKE 11 Tabular view Structures a DepthDws The depth just downstream of the structure AreaUps The area just upstream of the structure AreaDws The area just downstream of the structure ThisGate dh The water level difference across the structure ThisGate Q Structure The flow through the structure ThisGate Gate Level The gate level of the gate The use of references to the points up and downstream of the structure and reference to the ThisGate enables a faster editing of the strategies because no location data must be entered Type 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 139 for a list of the internal vari ables 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 a factor taken from a time series Value Specific value of a structure change
541. wer 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 10 4 Basic Forecast Definitions 10 2 1 Forecast length The Forecast length is equal to the Forecast Period Figure 10 4 The length of the Forecast Period can be specified in hours or in days 10 2 2 Include updating Tick on the appropriate check box to include the updating routine Update points and parameters are specified on the Update Specification menu see section 10 4 10 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 461 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 10 3 4 10 2 4 Alternative Modes Multiple forecast with historical data To execute simulations in Historical Mode tick on the Multiple forecast check box see Figure 10 4 or below Additional information about sim
542. where uncertainty is to be applied are spec ified here Boundary Type The boundary types that uncertainty may be applied to are e Water levels e Discharges e Lateral source point inflows e Q h relations e Output from catchments e Concentrations e Wind fields Note that at present uncertainty cannot be attributed to distributed lateral discharge sources Also note that the interface has been prepared for including updates on rainfall runoff models though the present release does not include any rainfall runoff update capabilities Once the boundary type has been selected the locations where the uncer tainty is to be applied is entered in the second of the upper tables Use the tab key on the keyboard to supply additional locations A location is spec ified through a branch name and a chainage If a concentration is to be given the component number is also required The component number is given by the order found in the Components page of the AD editor For rainfall runoff only the catchment name needs to be specified Wind fields in MIKE 11 can be of two types either distributed or global If a dis tributed wind field is to be augmented with uncertainty then the chainage where the distributed wind source starts is required If uncertainty is to be described for the global wind field then the river name should be chosen as GLOBAL WIND without a chainage If the user supplied location does not coincide with a boundary forci
543. x I Apply error forecast Value File oo lt 9 I Lower limit Ln I Upper limit _ Branch na Chainage mainstem 4921 Figure 11 2 The Measurements tab Depending on the choice made in the gen eral tab some fields are made inactive The measurements page is used for specifying the location and parameters of the measurements that are to be used for the updating Note that the page is only used when applying the updating option To add a new measurement place the cursor in the last row in the overview and press the right tab until an additional row appears 478 MIKE 11 Measurements a 11 2 1 Measurement location The location of the measurement is specified here The location does not have to coincide with a grid point location since MIKE 11 uses linear interpolation for determining the simulation value at the appropriate meas urement location Branch Name The branch name where the measurement is located is specified Chainage The chainage of the measurement is specified Variable Type Presently three types of measurements may be applied e Water level e Discharge e Concentration If a concentration measurement is selected the component number is required The component number is given by the order found in the Com ponents page of the AD editor File The location of the measurement data is required The dfs0 file may be selected by browsing 11 2 2 Standard deviation When the Kalm
544. y 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 Overview of the Boundary Editor Figure 4 1 shows the initial layout of the boundary editor when opened for the first time in an application It consists of three split windows The top split window contains the overall details of boundary conditions defined in the model Each boundary condition is defined as one row in the Boundary Table and the table therefore contains all boundaries included in a model set up There is no limit to the number of boundaries table rows that can be included in a model The view and contents of the second and the third split window depends on the specifications of the selected boundary identified by the highlighted row in the upper window active row is highlighted in the Boundary Table Additional information needed to specify the boundary conditions are entered in the second and third split windows bnd4 1 bndi1 E ioj x Boundary Description Boundary Type Gate ID Boundary ID 1 0 o Ld Include HD calculation Include AD boundaries Mike 12 ste Tyre Type File Watue Jrs ita fr i paz Discharge TS Fil 2 Figure 4 1 Layout of the boundary fi
545. ydrodynamic result file Figure 11 10 illustrates the temporal variation of the discharge through the structure located in Trib2 along with a 90 confidence inter val band m 3 s Time Series Discharge UNCERTAINTY res11 12 00 00 00 00 00 12 00 00 00 00 00 12 00 00 00 00 00 12 00 00 00 00 00 12 00 00 00 00 00 Figure 11 10 The discharge through the structure in Trib2 The upper and lower limits of the 90 confidence interval are also illustrated 11 10 2 Kalman filter updating on hydrodynamic set up Based on the set up from the example described previously an updating model has been implemented The full set up is located in the folder UpdateKalman The example illustrates how the Kalman filter is capable of recreating a lost peak of a hydrograph Figure 11 11 illustrates the effectiveness of the updating technique Data assimilation editor 497 Data Assimilation editor m 3 s Time Series Discharge 110 0 100 0 90 0 80 0 70 0 60 0 50 0 40 0 30 0 20 0 10 0 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 Figure 11 11 Updating using the Kalman filtering technique The discharge at the upstream end of the main stem is illustrated The blue curve is the result obtained using MIKE 11 without updating the black curve with crosses is the result obtained using the updating method The updating is based on a measurement located further downstream in the main stem 11 10 3 Uncertainty

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