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LISFLOOD-FP User Manual

1. PARKES B L WETTERHALL F PAPPENBERGER F HE Y MALAMUD B D amp CLOKE H L 2013 Assessment of a 1 hour gridded precipitation dataset to drive a hydrological model a case study of the summer 2007 floods in the Upper Severn UK Hydrology Research 44 89 105 PURVIS M J BATES P D amp HAYES C M 2008 A probabilistic methodology to estimate future coastal flood risk due to sea level rise Coastal Engineering 55 1062 1073 RIDOLFI E YAN K ALFONSO L DI BALDASSARRE G NAPOLITANO F RUSSO F amp BATES P D 2012 An Entropy Method for Floodplain Monitoring Network Design n SIMOS T E PSIHOYIOS G TSITOURAS C amp ANASTASSI Z eds Numerical Analysis and Applied Mathematics ROJAS R FEYEN L BIANCHI A amp DOSIO A 2012 Assessment of future flood hazard in Europe using a large ensemble of bias corrected regional climate simulations Journal of Geophysical Research Atmospheres 117 SALAMON P amp FEYEN L 2009 Assessing parameter precipitation and predictive uncertainty in a distributed hydrological model using sequential data assimilation with the particle filter Journal of Hydrology 376 428 47 LISFLOOD FP User Manual Code release 5 9 6 442 SAMPSON C C BATES P D NEAL J C amp HORRITT M S 2013 An automated routing methodology to enable direct rainfall in high resolution shallow water models Hydrological Processes 27 467 476 SAMPSON C C F
2. timestep stepping algorithm and a fixed time step is used specified to activate Cannot be used in conjunction with sub grid the fixed time step channels as this version of the model uses the version inertial formulation for the 2D model acceleration Invokes the inertial formulation for the 2D model Option off as default 2D inertial Not needed for sub grid and cannot be used in Not used in the model non adaptive time step model buscot test case routing Routing scheme enabled Routing only occurs when depth lt depththresh or when the water surface slope exceeds routesfthresh User should also supply routingspeed routesfthresh and depththresh parameter values see Table 10 Note this option can only be used in conjunction with the Subgrid or 2D inertial solvers Default off Subgrid and 2D inertial only SGCwidth filename Channel widths for the sub grid channel model This file is essential to switch the model to sub grid model It should be noted that sub grid uses the 2D inertial model for floodplain flow Note this keyword must be accompanied by other subgrid specific par file items given in table below No default value Not used in Buscot test case Subgrid Roe Keyword which turns on the 2D shallow water model Roe solver note don t use with adaptoff Option off as default Not used in Buscot test case 2D shallow water model 16
3. Advances in Water Resources 28 975 991 JUNG H C JASINSKI M KIM J W SHUM C K BATES P NEAL J LEE H amp ALSDORF D 2012 Calibration of two dimensional floodplain modeling in the central Atchafalaya Basin Floodway System using SAR interferometry Water Resources Research 48 KUIRY S N SEN D amp BATES P D 2010 Coupled 1D Quasi 2D Flood Inundation Model with Unstructured Grids Journal of Hydraulic Engineering Asce 136 493 506 LAGUARDIA G amp NIEMEYER S 2008 On the comparison between the LISFLOOD modelled and the ERS SCAT derived soil moisture estimates Hydrology and Earth System Sciences 12 1339 1351 LEEDAL D NEAL J BEVEN K YOUNG P amp BATES P 2010 Visualization approaches for communicating real time flood forecasting level and inundation information Journal of Flood Risk Management 3 140 150 LEWIS M HORSBURGH K BATES P amp SMITH R 2011 Quantifying the Uncertainty in Future Coastal Flood Risk Estimates for the UK Journal of Coastal Research 27 870 881 MASON D C BATES P D amp AMICO J T D 2009 Calibration of uncertain flood inundation models using remotely sensed water levels Journal of Hydrology 368 224 236 MO X BEVEN K J LIU S LESLIE L M amp DE ROO A P J 2005 Long term water budget estimation with the modified distributed model LISFLOOD WB over the Lushi basin China Meteorology and Atmospheric Physics 90 1 16
4. K J 2010 Flood plain mapping a critical discussion of deterministic and probabilistic approaches Hydrological Sciences Journal Journal Des Sciences Hydrologiques 55 364 376 DI BALDASSARRE G SCHUMANN G BRANDIMARTE L amp BATES P 2011 Timely Low Resolution SAR Imagery To Support Floodplain Modelling a Case Study Review Surveys in Geophysics 32 255 269 DOTTORI F amp TODINI E 2011 Developments of a flood inundation model based on the cellular automata approach Testing different methods to improve model performance Physics and Chemistry of the Earth 36 266 280 DURAND M ANDREADIS K M ALSDORF D E LETTENMAIER D P MOLLER D amp WILSON M 2008 Estimation of bathymetric depth and slope from data assimilation of swath altimetry into a hydrodynamic model Geophysical Research Letters 35 DURAND M RODRIGUEZ E ALSDORF D E amp TRIGG M 2010 Estimating River Depth From Remote Sensing Swath Interferometry Measurements of River Height Slope and Width IEEE Journal of Selected Topics in Applied Earth Observations and Remote Sensing 3 20 31 FEWTRELL T J BATES P D HORRITT M amp HUNTER N M 2008 Evaluating the effect of scale in flood inundation modelling in urban environments Hydrological Processes 22 5107 5118 FEWTRELL T J DUNCAN A SAMPSON C C NEAL J C amp BATES P D 2011 Benchmarking urban flood models of varying complexity and scale using high resolu
5. LISFLOOD FP User Manual Table 7 Defining river channel location and properties Code release 5 9 6 Item name input Description Value in the Buscot weir test case Diffusive case Applicable model solver riverfile filename Name of file containing channel geometry and boundary condition information Omit if no channel Option off as default Buscot buscot_D river 1D Diffusive and kinematic Multiriverfile Name of file containing index of river files for Option off as default 1D Diffusive and filename models with multiple 1D river networks inthe same Not used in the kinematic domain Buscot test case SGCwidth filename Channel widths for the sub grid channel model No default value Subgrid This file is essential to switch the model to sub grid Not used in Buscot model It should be noted that sub grid uses the test case 2D inertial model for floodplain flow SGCbank filename Channel bank heights file for the sub grid channel No default value Subgrid model Must be specified but can be the DEM file Not used in Buscot test case SGCbed filename Channel bed elevations file for the sub grid Default values Subgrid channel model If not specified channel calculated as parameters will be used to estimate the depth If detailed in box to left no channel parameters are provided see below Not used in Buscot then depth will be estimated assuming a testcase recta
6. MO X G LIU S X LIN Z G amp ZHAO W M 2003 Prediction of evapotranspiration and streamflow with a distributed model over the large Wuding River basin In TACHIKAWA Y VIEUX B E GEORGAKAKOS K P amp NAKAKITA E eds Weather Radar Information and Distributed Hydrological Modelling MO X G PAPPENBERGER F BEVEN K LIU S X DE ROO A amp LIN Z H 2006 Parameter conditioning and prediction uncertainties of the LISFLOOD WB distributed hydrological model Hydrological Sciences Journal Journal Des Sciences Hydrologiques 51 45 65 NEAL J FEWTRELL T amp TRIGG M 2009 Parallelisation of storage cell flood models using OpenMP Environmental Modelling amp Software 24 872 877 NEAL J SCHUMANN G amp BATES P 2012 A subgrid channel model for simulating river hydraulics and floodplain inundation over large and data sparse areas Water Resources Research 48 46 LISFLOOD FP User Manual Code release 5 9 6 NEAL J SCHUMANN G BATES P BUYTAERT W MATGEN P amp PAPPENBERGER F 2009 A data assimilation approach to discharge estimation from space Hydrological Processes 23 3641 3649 NEAL J SCHUMANN G FEWTRELL T BUDIMIR M BATES P amp MASON D 2011 Evaluating a new LISFLOOD FP formulation with data from the summer 2007 floods in Tewkesbury UK Journal of Flood Risk Management 4 88 95 NEAL J C BATES P D FEWTRELL T J HUNTER N M WILSON M D a
7. R amp VEGA M C 2009 Amazon flood wave hydraulics Journal of Hydrology 374 92 105 VAN DER KNIJFF J M YOUNIS J amp DE ROO A P J 2010 LISFLOOD a GIS based distributed model for river basin scale water balance and flood simulation nternational Journal of Geographical Information Science 24 189 212 VILLANUEVA amp WRIGHT N G 2006 Linking Riemann and storage cell models for flood prediction Proceedings of the Institution of Civil Engineers Water Management 159 27 33 WERNER M G F HUNTER N M amp BATES P D 2005 Identifiability of distributed floodplain roughness values in flood extent estimation Journal of Hydrology 314 139 157 WERNER M G F amp LAMBERT M F 2007 Comparison of modelling approaches used in practical flood extent modelling Journal of Hydraulic Research 45 202 215 WILSON M BATES P ALSDORF D FORSBERG B HORRITT M MELACK J FRAPPART F amp FAMIGLIETTI J 2007 Modeling large scale inundation of Amazonian seasonally flooded wetlands Geophysical Research Letters 34 WILSON M D amp ATKINSON P M 2007 The use of remotely sensed land cover to derive floodplain friction coefficients for flood inundation modelling Hydrological Processes 21 3576 3586 48 LISFLOOD FP User Manual Code release 5 9 6 WILSON M D ATKINSON P M amp IEEE IEEE 2003 Sensitivity of a flood inundation model to spatially distributed friction WRIGHT
8. Table 3 Files deployed from the LISFLOOD FP Zip archive ssssssssssssssssssssssssssssssanaaaaaaee 13 Table 4 Input data required by the LISFLOOD FP model ssssssessesessssssssssesssssesaaassaaaaee 14 Table 5 Basic and commonly used parameters setting and input files 0 0 0 ccccccceeetsteteeeeeeteeees 15 Table 6 Items that turn on or off specific model solvers If none of these items are entered then the 1D kinematic solver will be used to river channel flow and the 2D adaptive solver will be used for floodplain flow cccccccccccesseneeeeeeeeeeseenseeeeeeeetssentnsaeees 16 Table 7 Defining river channel location and properties ccseseecceeecceseeensneeeeeeeesseesnseeeteeeetseenees 17 Table 8 Defining additional water inputs and outputs rainfall evaporation and infiltration 17 Table 9 Options relating specifically to model Starting CONAITIONS sesesessesesesstsssstssnseeaeeee 18 Table 10 Additional less commonly used settings and parameters cccccccccetessteeeeeeeeteeeees 18 Table 11 Options related to additional output files or Output settings cccccccceeeesseeeeeeeteeeeees 20 Table 12 Types of boundary condition available in the bci THC ieeesssesssssssesssssssssssstststeneeee 25 Table 13 Simple shapes of sub grid channels ccssseessssssssssesessssseeassaaasaaaaaaaaaaaaaaaaaaaaaaaaaaea 28 Table 14 Command line options for LISFLOOD FP s
9. Wx dp H orifice head WL WLas egus Zr upstream depth to opening ratio d_ d Zr 1 0 when water level is at soffit level The actual calculation used by LISFLOOD FP at a bridge location will depend upon the water level at the bridge For water levels below the bridge soffit Zr lt 1 0 the normal open channel flow method is used using the bridge opening flow area not the channel area For water levels well above the soffit the orifice calculation is used There is a transition zone between the two types of flow roughly between Zr 1 0 and 1 5 where a weighted combination of the two flow types is used This transition zone is notoriously difficult to model for various reasons see Hecras manual The approach used here is simple and robust and in tests compares well with the HEC RAS sluice approach for this transition zone Typically for a bridge Zr should be specified in lisflood as 1 5 If the hydraulics approaching at the bridge are particularly extreme e g Fr gt 0 75 you may find extending this to a higher value e g 1 7 may provide extra stability at the expense of accuracy Bridge limitations and notes e For more irregular bridges it is up to the user to distil the geometry to an appropriate simple representation that can be used in LISFLOOD FP For example if a bridge has 41 LISFLOOD FP User Manual Code release 5 9 6 piers you can subtract the pier area from the bridge opening area and put the net area in
10. convective acceleration term is assumed negligible Flows between cells are calculated as a function of the friction and water slopes and local water acceleration The method is first order in space and explicit in time but uses a semi implicit treatment for the friction term to aid stability Like the adaptive solver the time step used by the acceleration solver varies throughout the simulation In this case it varies according to the Courant Friedrichs Lewy condition and is related to the cell size and water depth The stable time step scales with 1 At and therefore even though it is more complex than the adaptive formulation it can significantly decrease computation time compared with the adaptive solver Finally the Roe solver includes all of the terms in the full shallow water equations The method is based on the Godunov approach and uses an approximate Riemann solver by Roe based on the TRENT model presented in Villanueva and Wright 2006 The explicit discretisation is first order in space on a raster grid It solves the full shallow water equations with a shock capturing scheme LISFLOOD Roe uses a point wise friction based on the Manning s equation while the domain boundary internal boundary wall uses the ghost cell approach The stability of this approach is approximated by the CFL condition for shallow water models Note this solver has 11 LISFLOOD FP User Manual Code release 5 9 6 thus far only been tested on a limite
11. the methodology is still at the development stage Option off as default Not used in the Buscot test case 2D Adaptive time step 1Dfriction Option to change to a 1D friction treatment when using the inertial model Option off as default uses 2D friction treatment Not used in Buscot test case 2D inertia model theta value Adds numerical diffusion to the inertial model if below 1 Default 1 Buscot not specified 2D inertial model momentumthresh value Option to change the threshold for the momentum equation used by the Roe solver Default 0 001 Not used in Buscot 2D Shallow water model 19 LISFLOOD FP User Manual Code release 5 9 6 test case qlimfact value Keyword which allows the user to vary the flow limit in the fixed time step 2D solver by a specified factor The calculated flow limit will be multiplied the input value Default 1 Not used in the buscot test case 2D Fixed timestep gravity value Keyword used to change the gravity value used for Default 9 81 2D inertia model calculations in ms and subgrid latlong In development Option to change all coordinates Default off Subgrid and cell dimensions to decimal degrees This Not used in buscot means lisflood will expect and values relating to test case location or cell size to be in decimal degrees ascii file headers bci stage gauge and weir files etc
12. using airborne synthetic aperture radar imagery Data analysis and modelling Journal of Hydrology 328 306 318 42 LISFLOOD FP User Manual Code release 5 9 6 BECKERS B amp SCHUTT B 2013 The elaborate floodwater harvesting system of ancient Resafa in Syria Construction and reliability Journal of Arid Environments 96 31 47 BIANCAMARIA S BATES P D BOONE A amp MOGNARD N M 2009 Large scale coupled hydrologic and hydraulic modelling of the Ob river in Siberia Journal of Hydrology 379 136 150 BIANCAMARIA S DURAND M ANDREADIS K M BATES P D BOONE A MOGNARD N M RODRIGUEZ E ALSDORF D E LETTENMAIER D P amp CLARK E A 2011 Assimilation of virtual wide swath altimetry to improve Arctic river modeling Remote Sensing of Environment 115 373 381 BRADBROOK K F LANE S N WALLER S G amp BATES P D 2004 Two dimensional diffusion wave modelling of flood inundation using a simplified channel representation International Journal of River Basin Management 2 211 223 CUNGE JA HOLLY FM VERWEY A 1980 Practical aspects of computational river hydraulics London Pitman Publishing p 420 DANKERS R CHRISTENSEN O B FEYEN L KALAS M amp DE ROO A 2007 Evaluation of very high resolution climate model data for simulating flood hazards in the Upper Danube Basin Journal of Hydrology 347 319 331 DANKERS R amp FEYEN L 2008 Climate change impact on flood
13. 000 20 000 0 03 68 740479 QVAR upstreaml 23107 670 1929 020 23140 552 1924 844 25617 870 1428 595 20 000 0 03 68 0 TRIB 1 etc 26706 838 1179 890 26739 636 1161 781 26759 629 1130 894 26781 873 1104 059 20 000 0 038 672139 3 24350 0 0 0 DO 0 03 69 0 QVAR upstream2 24900 0 600 0 3130 0 03 68 5 TRIB 2 25617 870 1428 595 5 0 0 03 68 0 QOUT 0 2 22950 0 600 0 50 0 03 69 0 QVAR upstream3 24900 0 600 0 220 0 03 68 5 QOUT 1 Downstream Boundary Conditions for the Diffusive Channel Solver Unlike the kinematic solver the diffusive channel solver requires a downstream boundary condition For tributaries this is handled automatically by LISFLOOD FP which uses the water level from the downstream receiving channel However for the main channel a boundary condition will have to be provided by the user and you will be warned if it is not present Currently there are two fully tested options for this e Option 1 Normal depth calculation To use this option use the keyword FREE to force the model to calculate the normal depth for the downstream water level There are two options available of which the latter is considerably more stable Option a is to allow the model to calculate the slope used for the normal depth calculation which uses the slope between the last two river sections e g 22950 0 600 0 5 0 0 03 69 0 24900 0 600 0 5 0 0 03 68 5 FREE Option b is to specify a user determined sl
14. 2 Bridges currently subgrid channel version only If bridges are to be included in the model then appendix 6 2 which gives further details on these calculations including their limitations must be read Currently bridges have only been implemented in the subgrid channel version Like weirs information about bridge linkages is also given in the weir file The file line format for bridges is as follows X Y Direction Cd Soffit elevation Transition zone Width where X and Y are the grid co ordinates in Eastings and Northings of a cell with a weir linkage X and Y can be located anywhere within the cell being identified Direction identifies the cell face with the linkage N E S or W Obviously 10 42 W is the same as 10 41 E When stating the direction you must put n s e w north south followed by a b for bridge Cd is the coefficient of discharge for a fully submerged pressure flow typically 0 8 Soffit elevation is the underside of the bridge deck elevation Transition zone is the upper end of the zone for which lisflood fp will take a weighted mean of the open channel flow and pressure flow the lower end of the zone has a value of 1 0 and represents the point where the water elevation is equal to the soffit elevation Typically for a bridge this should be a value of 1 5 see appendix 6 2for further details Width is the width of the bridge opening Note if the keyword latlong is specified in the par file then xllcorner y
15. Output file formats During a simulation the model produces a series of results files named according to the resroot convention given in the parameter file These are placed in the dirroot directory if this keyword and a directory name are placed in the parameter file The output files are produced at different time intervals according to specifications made by the user in the parameter file and are described below 5 2 1 Mass balance output file mass This file gives details of the model mass balance performance and is written at the interval specified by the keyword massint in the parameter file There is currently no keyword to suppress the output of these files The output consists of 11 columns of data space separated Column 1 Time The time in seconds at which the data was saved Column 2 Tstep Time step specified by the user initial time step in the adaptive model in seconds Column 3 MinTstep Minimum time step used so far during the simulation in seconds Column 4 NumTsteps Number of time steps since the start of the simulation Column 5 Area Area inundated in m Column 6 Vol Volume of water in the domain in m Column 7 Qin Inflow discharge in m s Column 8 Hds Water depth at the downstream exit of the model domain in meters Column 9 Qout Calculated outflow discharge at the downstream exit of the model domain in m s Column 10 Qerror Volume error per second in m s Column 11 Verror Volume error p
16. QVAR values must be given in terms of volume flux instead m s to account for varying cell dimensions in terms of meters An example bdy file for the Buscot application is given below QTBDY Obtained from results file C HALCROW KISMOD KISL 100 ZZN downstreaml 3 seconds 70 0 71 000 25000 70 000 50000 This specifies a water surface elevation varying in time between 70 and 71m for the boundary segment identified by the keyword downstream1 The location of this segment is specified in the bci file Currently the only supported units are seconds and hours If an identifier specified in the river or bci file is not found in the bdy file or one found in the bdy file has no reference in the river or bci file a warning is output verbose mode only see below and the boundary defaults to zero flux 3 2 6 Digital Elevation Model file dem ascii This file specifies the Digital Elevation Model used by the model It consists of a 2D raster array of ground elevations in ARC ascii raster format The file may be manipulated using either the ARC View or ARCGIS Geographical Information System platforms or manually edited using a text editor For full details on the ARC ascii raster format the user is referred to the ARC documentation A brief summary of the format is provided below 26 LISFLOOD FP User Manual Code release 5 9 6 The file consists of a 6 line header followed by the numerical values of each data point on
17. Used in buscot test saveint and overpass time if case specified opelev and XXXX T opelev resettimeinit value Resets the time of initial inundation counter to zero Default 0 All models at a specified time by the user The keyword Not used in the should be followed by the time in seconds at which Buscot test case the reset should take place ascheader filename Name of file containing alternative header Option off as default All models information for output of ascii raster grids Useful Not used in the for switching to lat long format Buscot test case debug Outputs a number of useful files the final dem Option off as default All models after burning in the channel and bank mods Not used in the dem in subgrid mode this is Buscot test case simply the input dem the channel mask chmask and the channel segment mask segmask If subgrid is used then files containing details of the subgrid bed elevations the bankfull depth and the channel width are produced instead _SGC_bedZ asc SGC_bfdepth asc SGC_width asc mint_hk Keyword to allow calculation of maxH maximum Option off as default All models water depth maxHtm time of maximum water depth totalHtm total inundation time and initHtm initial inundation time at the mass interval rather than every time step Useful for parallel solutions and should decrease Not used in the Buscot test case 20 LISFLOOD FP User Manu
18. a tool such as HEC RAS may be a more appropriate choice for such purposes Currently bridges have only been implemented in the subgrid channel version However if you wished to extend the bridge functionality to normal floodplain flow cells it should be fairly straightforward Extension of bridges to the 1D diffusive solver would be more of a challenge The bridge modelling method used is the pressure flow method which implements an orifice flow equation equation 6 to calculate the flow through the bridge when the bridge deck obstructs flow Q C A 2gh 6 where Cy is the Coefficient of discharge for a fully submerged pressure flow default value 0 8 A is net area of bridge opening and H is the difference between the energy gradient elevation upstream and the water surface elevation downstream This is a widely used method for 40 LISFLOOD FP User Manual Code release 5 9 6 modelling bridges and is the default bridge modelling method used in HEC RAS against which the LISFLOOD FP implementation has been tested Plan Side Figure 1 Bridge as implemented in lisflood fp Ww bridge opening width dp bridge opening depth dus ds upstream downstream depth of flow egus upstream energy grade depth V 2g Bridge approach velocity V is calculated from Qus divided by channel area not bridge area Ob bridge flow us ds upstream downstream flow WLusas upstream downstream water level A bridge open area
19. and any flow rates to be in ms bdy and bci file Table 11 Options related to additional output files or output settings Item name input Description Value in the Buscot Applicable weir test case model solver Diffusive case overpass value Time in seconds at which an observed flood image Option off as default All models is available for model validation When specified Buscot 100000 the model writes a set of results files water depth op and water surface elevation opelev at this point in the simulation to allow easy model validation overpassfile Name of file containing times of multiple satellite No default value All models filename overpasses See section 3 2 15 water depth and Buscot opts surface elevation files are produced for each available but overpass time xxxx T op and xxxx commented out T opelev stagefile filename Name of file containing x y locations of points at No default value All models which stage values are to be written to a text file Not used in buscot stage at each massint test case commented out depthoff Logical keyword to suppress production of depth Option off as default All models files wd ateach saveint If simulation uses Not used in buscot subgrid wdfp files are also suppressed test case commented out elevoff Logical keyword to suppress production of water Option off as default All models surface elevation files elev at each
20. bed river 3 2 11 Sub grid model bank elevation file bank asc This file can be used to specify the elevation of the river banks from which the bed elevation is calculated using the river channel parameters in the sub grid parameter file pram section 4 2 11 Like the DEM the file is in ARC Info ascii raster format The bank elevations do not control when the river banks overtop this is determined by the elevation in the DEM however they do have an effect on the channel bed elevation If the DEM elevation and the bank elevation 27 LISFLOOD FP User Manual Code release 5 9 6 are the same the DEM can be used for this file Elevations in cells without channel widths are ignored by the model In the case of NoData the DEM elevation will be used 3 2 12 Sub grid model channel region file region asc optional This file can be used to split up the sub grid channels into regions of homogeneous parameterisations without this file the model will apply the same sub grid channel parameters to the whole domain Like the DEM the file is in ARC Info ascii raster format however the values in the cells should be integers Regions should start from O up the number of regions that are required in the model domain there is no limit on the number of separate regions however each region will require parameters in the pram file Where there is no channel in a cell the region will have any effect on the model 3 2 13 Sub grid model channel par
21. calculation within the subgrid channel There is no floodplain component This can lead to localised instabilities around the weir if there are no cells around the weir cell that can carry bypass flow This arises as flow may be out of subgrid bank upstream of the weir and hence on the floodplain and then at the weir is force back in the channel and over the weir We recommend placing a stage output location upstream and downstream of the weir in order to check for this if the weir is critical The code could be changed to allow for the out of bank flow and this should be straightforward if you wish to do this for your model e f in doubt build a simple test model of your bridge and ensure you understand how it is represented and behaving in lisflood fp See the testing directory 16 for examples of bridge testing setups e The drowned out weir uses a slightly modified form of the weir flow equation but this has not been tested fully and we suspect the modular limit implementation is wrong 6 2 Bridge calculations Bridges can also be represented explicitly since version 5 6 5 The aim with the lisflood fp implementation of bridges is to allow the hydraulic effects of a bridge abutments deck etc to be represented realistically with a few simple parameters It should be noted here that it is NOT intended as an engineering tool for detailed modelling of bridge hydraulics Hydraulic modelling of bridges can be a complicated subject in itself and
22. hazard in Europe An assessment based on high resolution climate simulations Journal of Geophysical Research Atmospheres 113 DANKERS R amp FEYEN L 2009 Flood hazard in Europe in an ensemble of regional climate scenarios Journal of Geophysical Research Atmospheres 114 DAWSON R HALL J SAYERS P BATES P amp ROSU C 2005 Sampling based flood risk analysis for fluvial dike systems Stochastic Environmental Research and Risk Assessment 19 388 402 DAWSON R J DICKSON M E NICHOLLS R J HALL J W WALKDEN M J A STANSBY P K MOKRECH M RICHARDS J ZHOU J MILLIGAN J JORDAN A PEARSON S REES J BATES P D KOUKOULAS S amp WATKINSON A R 2009 Integrated analysis of risks of coastal flooding and cliff erosion under scenarios of long term change Climatic Change 95 249 288 DAWSON R J HALL J W BATES P D amp NICHOLLS R J 2005 Quantified analysis of the probability of flooding in the Thames estuary under imaginable worst case sea level rise scenarios International Journal of Water Resources Development 21 577 591 DEFRA 2003 Flood Risks to People Phase 1 R amp D Technical Report FD2317 DE ALMEIDA A M BATES P 2013 Applicability of the local inertial approximation of the shallow water equations to flood modelling Water Resources Research 49 4833 4844 DE ROO A ODIJK M SCHMUCK G KOSTER E amp LUCIEER A 2001 Assessing the effects of land us
23. inflow may be specified as a source term to represent minor tributary inflows or other catchment hydrological processes which do not require a channel to be represented Width Manning s n etc do not need to be given at these points but can be if necessary An example river file for the Buscot application is given below Tribs 1 133 22950 000 1930 000 20 000 0 03 68 740479 QFIX 73 0 23107 670 1929 020 23140 552 1924 844 23183 698 1931 253 20 000 0 03 68 5 QVAR latinflowl etc 26739 636 1161 781 25 000 0 04 68 230 26759 629 1130 894 26781 873 1104 059 20 000 0 03 67 139 The file thus denotes a fixed inflow of 73m s with channel width starting at 20m increasing to 25m and back down to 20m and a time varying lateral inflow at 23183 698 1931 253 with values found in the Latinflowl1 part of the bay file see below The keyword identifier format for lateral inflows also provides the means of describing how tributary channels connect Fora river file with multiple tributary channels the keyword Tribs on line one of the river file is followed by an integer number which specifies the number of channel segments If this line is omitted or if this keyword equals 1 then the model assumes that there is a single channel reach If multiple segments are present then the first channel is always the main stem At each point along the main stem where a tributary river enters the user specifies the channel width Manning s
24. of swath altimetry into a raster based hydrodynamics model Geophysical Research Letters 34 5 APEL H ARONICA G T KREIBICH H amp THIEKEN A H 2009 Flood risk analyses how detailed do we need to be Natural Hazards 49 79 98 ARONICA G BATES P D amp HORRITT M S 2002 Assessing the uncertainty in distributed model predictions using observed binary pattern information within GLUE Hydrological Processes 16 2001 2016 BATES P D 2004 Remote sensing and flood inundation modelling Hydrological Processes 18 2593 2597 BATES P D DAWSON R J HALL J W MATTHEW S H F NICHOLLS R J WICKS J amp HASSAN M 2005 Simplified two dimensional numerical modelling of coastal flooding and example applications Coastal Engineering 52 793 810 BATES P D amp DE ROO A P J 2000 A simple raster based model for flood inundation simulation Journal of Hydrology 236 54 77 BATES P D HORRITT M S ARONICA G amp BEVEN K 2004 Bayesian updating of flood inundation likelihoods conditioned on flood extent data Hydrological Processes 18 3347 3370 BATES P D HORRITT M S amp FEWTRELL T J 2010 A simple inertial formulation of the shallow water equations for efficient two dimensional flood inundation modelling Journal of Hydrology 387 33 45 BATES P D WILSON M D HORRITT M S MASON D C HOLDEN N amp CURRIE A 2006 Reach scale floodplain inundation dynamics observed
25. of the river files For example Line 1 3 Line 2 Thames river Line 3 Severn river Line 4 Avon river Each of the individual river files behave as normal and should be written as instructed in section 3 2 2 Be careful not to repeat boundary condition names in different river files unless you want to use the same condition across multiple rivers 3 2 4 Boundary condition type file bci This file specifies boundary conditions not associated with the channel There can be any number of boundaries on the edge of the domain or at points within the domain itself There must not be more than one point source per cell Column 1 Boundary identifier taking a value of N E S W or P and referring to the north east south or west boundaries or P referring to a point source Column 2 start of boundary segment easting or northing in map co ordinates or decimal degrees in the WGS 84 system if using the latlong option for edge boundaries or easting in map co ordinates or decimal degrees for a point source location Column 3 End of boundary segment easting or northing in map co ordinates or decimal degrees in the WGS 84 system if using the Llatlong option for edge boundaries or northing in map co ordinates or decimal degrees for a point source location Column 4 Boundary condition type Column 5 Boundary condition value This varies according to boundary condition type as indicated in Table 12 Possible boundary condition types and the
26. the grid as a 2D array of i rows and j columns Each line of the header consists of a self explanatory keyword followed by a numeric value As an example the header for the Buscot application is given below comments in brackets are not part of the file format ncols 76 Number of columns nrows 48 Number of rows xllcorner 22950 X cartesian co ordinate of the lower left corner of the grid in metres yllcorner 2400 Y cartesian co ordinate of the lower left corner of the grid in metres cellsize 50 0 Cell size in metres NODATA value 9999 Null value Note if the keyword latlong is specified in the par file then xllcorner yllcorner and cellsize must be given in terms of decimal degrees 3 2 7 Porosity file This allows details of the proportion of each cell in the grid which can become inundated thus affecting the water capacity of the cell to be simulated There are currently 4 methods implemented ranging from fixed porosity values to those which vary with inundation height with additional options for how individual cell boundaries are treated The porosity file is set out like a model par file and instructs the model to read in a number of other files and set values for related parameters It also produces some additional related output files Please email to request Tim Fewtrell s Porosity Manual for full details Note while the code for this works fine the methodology is still at the development stage and may giv
27. the model to read a file containing x y locations of virtual gauging stations where discharge will be measured and written to a text file discharge Option off as default Not used in the Buscot test case All 2D models and subgrid Switches grid output from ascii raster to double Option off as default All 2D models binary_out precision binary data and adds suffix b to all Not used in the and subgrid filenames e g wd gt wdb Does not include Buscot test case grids associated with the debug keyword hazard Forces the model to write out ascii raster grid files Option off as default All 2D models related to the water velocity at each saveint Vx Not used in the and subgrid and Vy and related to the maximum velocity Buscot test case values water depths and hazard for each simulation maxVx maxVy maxVc maxVcd and maxHaz qloutput Keyword which forces the model to write out ascii Option off as default 2D fixed raster grids of the per cell flow limiter values Not used in the timestep calculated by the adaptive time stepping routine Grids are output at each saveint and separate values are calculated for the x and y Cartesian directions QLx and QLy Buscot test case An example par file for the Buscot application is given below this is the buscot_D par file provided with the download DEMfile resroot dirroot sim_time initial _tstep mass
28. the model was executed If it finds the file it will assume that it is from a previous partial run and attempt to read it in and then restart from that point If it does not find the file it will assume that this is a fresh run and create the file If you do not want to restart the run from the checkpoint just delete the chkpnt file It is also possible to start the checkpointing from an alternative filename which does not then get overwritten by the checkpoint facility You do this by using the command line option loadcheck filename or the loadcheck filename option in the parameter file Note if there is a default named checkpoint file existing when LISFLOOD FP starts it will assume that this is newer i e later on in the run than the alternative starting point and load this to start the run Just delete the default checkpoint file if you want to start again from your alternative starting checkpoint file The loadcheck option switches on the checkpointing by default so there is no need to also specify this at the same time unless you want to dictate a user defined interval The checkpointing facility writes a copy of all important variables to a binary file This saves space compared to an ascii file and maintains model precision However it does mean you may not be able to use the checkpoint file on a different machine e g Linux then Windows LISFLOOD FP may well crash if the new machine uses a different binary convention k
29. timestep Mark Trigg OpenMP version implemented and tested on Buscot Jeff Neal Double precision version Mark Trigg Diffusive channel solver amp Bug fixed branching channels Mark Trigg Fully tested and bug fixed modular code Mark Trigg Modularised the code and added porosity scaling algorithm Tim Fewtrell Evaporation and Infiltration added Matt Wilson Added more output file and command line options Matt Wilson Checkpointing functionality added Matt Wilson Adaptive timestep implemented Neil Hunter First public release version Matt Horritt Increased output file and command line options Matt Wilson Prototype C version created Matt Horritt Original version created by Paul Bates and Ad De Roo LISFLOOD FP User Manual Code release 5 9 6 Contents DOCUMENT INFORMATION 2 DISCLAIMER 3 EXECUTIVE SUMMARY 4 MAJOR VERSION HISTORY 5 CONTENTS 6 LIST OF TABLES 9 1 INTRODUCTION 10 1 1 Overview 10 1 2 Floodplain flow solvers 11 1 3 Channel flow solvers 12 1 4 Model assumptions and key limitations 12 1 4 1 Channel flow solvers 12 1 4 2 Floodplain flow solvers 12 2 FILES DOWNLOADED IN ZIP ARCHIVE 13 3 DATA REQUIREMENTS INPUT FILES AND FILE FORMATS 14 3 1 Data requirements 14 3 2 Input file formats 15 3 2 1 Parameter file par 15 3 2 2 Channel information file river 22 3 2 3 Multiple unconnected channels rivers 25 3 2 4 Boundary condition type file bci 25 3 2 5 Time varying boundary conditions file bdy
30. value is written out at each massint interval The format of the file is as follows Line 1 Number of stage points at which water depth output time series are required Line 2 x and y locations of 1 point Line 3 x and y locations of 2 point etc ar iss sii Line i x and y locations of n point An example stage file is given below 3 388869 59 233696 3 386307 41 239076 1 383681 45 245652 34 3 2 17 Evaporation data file evap This file is used to specify a time varying evaporation rate and is read when the keyword evaporation appears in the par file This sink term is then applied to every model grid cell at each time step to give a spatially uniform evaporation loss over the domain The file format is similar to the bdy file Line 1 Comment line ignored by LISFLOOD FP Line 2 Number of time points at which boundary information is given followed by a keyword for the time units used either days hours or seconds Line 3 Value Time Line 4 Values Times etc 30 LISFLOOD FP User Manual Code release 5 9 6 Line i Value Time Where Value is evaporation rate in mm day and Time is the time at which this value occurs in the units specified on line 2 The model then linearly interpolates these values to give the evaporation rate at each time step 3 2 18 Alternative ascii header file head This file is used to an alternative 6 line header for all ascii raster file output b
31. 0 WaterDepth water depth in meters Column 11 Flow flow in cumecs 36 LISFLOOD FP User Manual Code release 5 9 6 Files saved at each saveint have the filename format riverY xxxx profile where denotes the resroot given in the parameter file y denotes the river number which will be 0 unless multiple river catchments have been specified using the keyword multiriverfile inthe par file and X is the sequential output file number 0000 0001 0002 etc Files related to a single overpass time are named riverY profile and multiple overpass filenames will take the format of riverY xxxx T profile where x is the X overpass time given in the overpassfile Numbering of overpass times commences at zero These files are not produced as default and are only output if the keyword profiles appears in the par file 5 2 4 Synoptic water depth water surface elevation files xxxx wd xxxx elev and xxxx wdfp These files consist of a grid of water depths and water surface elevations values in ARC ascii raster format for each pixel at each save interval saveint specified in the parameter file Units are in metres In this naming convention xxxx is the saveint number xxxx wdfp files are only produced when using the subgrid channel solver and represent floodplain only water depths i e in cells containing a subgrid channel this is the depth of water above bankfull depth By default these output options are turned on but produ
32. 05 Can be set individually for each point on the channel vector if necessary Can be set individually for each point on the channel vector if necessary Need not be the same as the model grid resolution Can be set individually for each point on the channel vector if necessary N typically between 0 01 and 0 05 Np typically between 0 03 and 0 15 Can be set individually for each grid cell if necessary Varies between applications but typical values are in the range 2 20 s LISFLOOD FP User Manual Code release 5 9 6 cell are usually the limiting factor Adaptive time step versions Optimum time step to maintain stability is calculated by the code Calculated by the code Optimum time step reduces quadratically with grid size with the adaptive model and linearly with the acceleration model May result in substantial increase in computational cost for fine grids These data are then input into the model using the input files described in section 3 2 3 2 Input file formats Data is input to the model using seventeen file types as described below Users should note that the file extensions are not mandatory comments can only be used in the parameter file par and all items are case sensitive 3 2 1 This file contains the information necessary to run the simulation including file names and locations and the main model and run control parameters The following general principles apply Paramete
33. 1 45 245652 34 S 200 3 2 20 Rainfall data file rain This file is used to specify a time varying rainfall rate and is read when the keyword rainfall appears in the par file When used in conjunction with the routing keyword the rainfall routing scheme replaces the shallow water equations with a fixed velocity flow for water depths lt depththresh reducing model runtime and allowing water to flow over terrain discontinuities such as off building roofs without destabilising the solution Sampson et al 2013 The rainfall term is applied to every model grid cell at each time step to give spatially uniform rainfall over the domain The file format is similar to the bay file Line 1 Comment line ignored by LISFLOOD FP Line 2 Number of time points at which boundary information is given followed by a keyword for the time units used either days hours or seconds Line 3 Value Time Line 4 Values Times etc whi Line i Value Time 31 LISFLOOD FP User Manual Code release 5 9 6 Where Value is rainfall rate in mm hr and Time is the time at which this value occurs in the units specified on line 2 The model then linearly interpolates these values to give the rainfall rate at each time step 3 2 21 Checkpointing file chkpnt This file will be written by the model if checkpointing is on by specifying the keyword checkpointing inthe par file It can be used to restart the model from the time a
34. 26 3 2 6 Digital Elevation Model file dem ascii 26 3 2 7 Porosity file 27 3 2 8 Floodplain friction coefficient file n ascii 27 3 2 9 Sub grid model river width file width asc 27 3 2 10 Sub grid model bed elevations file bed asc optional 27 3 2 11 Sub grid model bank elevation file bank asc 27 3 2 12 Sub grid model channel region file region asc optional 28 3 2 13 Sub grid model channel parameter file pram optional 28 3 2 14 Weir amp bridge cell linkage specification file weir 28 LISFLOOD FP User Manual 3 2 14 1 Weirs embankments and structures 3 2 14 2 Bridges currently subgrid channel version only 3 2 15 Multiple overpass file opts 3 2 16 Stage output data file stage 3 2 17 Evaporation data file evap 3 2 18 Alternative ascii header file head 3 2 19 Virtual gauge output data file gauge 3 2 20 Rainfall data file rain 3 2 21 Checkpointing file chkpnt 3 2 22 Start file water depth start 3 2 23 Start file water depth binary startb 3 2 24 Startfile water elevation 4 5 5 1 5 2 SETTING UP A SIMULATION RUNNING A SIMULATION Checkpointing Output file formats 5 2 1 Mass balance output file mass 5 2 2 5 2 3 Channel water surface profile profile Code release 5 9 6 Water depths and elevations at time of satellite overpass op and opelev 36 5 2 4 Synoptic water depth water surface elevation files xxxx wd xxxx ele
35. EWTRELL T J DUNCAN A SHAAD K HORRITT M S amp BATES P D 2012 Use of terrestrial laser scanning data to drive decimetric resolution urban inundation models Advances in Water Resources 41 1 17 SANYAL J CARBONNEAU P amp DENSMORE A L 2013 Hydraulic routing of extreme floods in a large ungauged river and the estimation of associated uncertainties a case study of the Damodar River India Natural Hazards 66 1153 1177 SCHUMANN G DI BALDASSARRE G ALSDORF D amp BATES P D 2010 Near real time flood wave approximation on large rivers from space Application to the River Po Italy Water Resources Research 46 STEPHENS E M BATES P D FREER J E amp MASON D C 2012 The impact of uncertainty in satellite data on the assessment of flood inundation models Journal of Hydrology 414 162 173 THIEMIG V PAPPENBERGER F THIELEN J GADAIN H DE ROO A BODIS K DEL MEDICO M amp MUTHUSI F 2010 Ensemble flood forecasting in Africa a feasibility study in the Juba Shabelle river basin Atmospheric Science Letters 11 123 131 THIREL G NOTARNICOLA C KALAS M ZEBISCH M SCHELLENBERGER T TETZLAFF A DUGUAY M MOELG N BUREK P amp DE ROO A 2012 Assessing the quality of a real time Snow Cover Area product for hydrological applications Remote Sensing of Environment 127 271 287 TRIGG M A WILSON M D BATES P D HORRITT M S ALSDORF D E FORSBERG B
36. El University of BRISTOL LISFLOOD FP User manual Code release 5 9 6 Paul Bates Mark Trigg Jeff Neal and Amy Dabrowa School of Geographical Sciences University of Bristol University Road Bristol BS8 ISS UK 25h November 2013 LISFLOOD FP User Manual Code release 5 9 6 Document information Project title LISFLOOD FP shareware version Document title LISFLOOD FP User Manual Code release 5 9 6 Prepared by Paul Bates Amy Dabrowa Tim Fewtrell Jeff Neal and Mark Trigg Checked by Amy Dabrowa Code contributions Paul Bates Matt Horritt Matt Wilson Neil Hunter Tim Fewtrell Mark Trigg and Jeff Neal Gustavo de Almeida Chris Sampson Document version 2 0 Issue date and time 25 11 2013 Original file stored at https svn ggy bris ac uk subversion lisflood password protected LISFLOOD FP User Manual Code release 5 9 6 Disclaimer Before using the LISFLOOD FP software hereafter the Software please read carefully the following terms for use Extracting files from the LISFLOOD FP zip archive on to your computer indicates you accept the following terms 1 The University of Bristol hereafter the Developers do not warrant that the software will meet your requirements or that the operation of the software will be uninterrupted or error free or that all errors in the Software can be corrected You install and use the Software at your own risk and in no even
37. N G ASCE M VILLANUEVA l BATES P D MASON D C WILSON M D PENDER G amp NEELZ S 2008 Case study of the use of remotely sensed data for modeling flood inundation on the River Severn UK Journal of Hydraulic Engineering Asce 134 533 540 YAMAZAKI D BAUGH C A BATES P D KANAE S ALSDORF D E amp OKI T 2012 Adjustment of a spaceborne DEM for use in floodplain hydrodynamic modeling Journal of Hydrology 436 81 91 YOON Y DURAND M MERRY C J amp RODRIGUEZ E 2013 Improving Temporal Coverage of the SWOT Mission Using Spatiotemporal Kriging IEEE Journal of Selected Topics in Applied Earth Observations and Remote Sensing 6 1719 1729 YOON Y DURAND M MERRY C J CLARK E A ANDREADIS K M amp ALSDORF D E 2012 Estimating river bathymetry from data assimilation of synthetic SWOT measurements Journal of Hydrology 464 363 375 YOUNIS J ANQUETIN S amp THIELEN J 2008 The benefit of high resolution operational weather forecasts for flash flood warning Hydrology and Earth System Sciences 12 1039 1051 49
38. SON D C amp WILSON M D 2010 Modelling the hydraulics of the Carlisle 2005 flood event Proceedings of the Institution of Civil Engineers Water Management 163 273 281 HORSBURGH K amp HORRITT M 2007 The Bristol Channel floods of 1607 reconstruction and analysis Weather 61 272 277 HUNTER N M BATES P D HORRITT M S DE ROO P J amp WERNER M G F 2005 Utility of different data types for calibrating flood inundation models within a GLUE framework Hydrology and Earth System Sciences 9 412 430 HUNTER N M BATES P D HORRITT M S amp WILSON M D 2006 Improved simulation of flood flows using storage cell models Proceedings 45 LISFLOOD FP User Manual Code release 5 9 6 of the Institution of Civil Engineers Water Management 159 9 18 HUNTER N M BATES P D HORRITT M S amp WILSON M D 2007 Simple spatially distriouted models for predicting flood inundation A review Geomorphology 90 208 225 HUNTER N M BATES P D NEELZ S PENDER G VILLANUEVA l WRIGHT N G LIANG D FALCONER R A LIN B WALLER S CROSSLEY A J amp MASON D C 2008 Benchmarking 2D hydraulic models for urban flooding Proceedings of the Institution of Civil Engineers Water Management 161 13 30 HUNTER N M HORRITT M S BATES P D WILSON M D amp WERNER M G F 2005 An adaptive time step solution for raster based storage cell modelling of floodplain inundation
39. ach Once bankfull depth is exceeded water moves from the channel to adjacent floodplains sections where two dimensional flood spreading is simulated using a storage cell concept applied over a raster grid There are three options for calculation of water flow between cells in the raster grid which vary in their physical complexity In the simplest case the model assumes that flood spreading over low lying topography is a function of gravity and topography whilst the most complex case uses the full shallow water equation Channels can also be represented as features within the 2D grid structure using a subgrid version of the model This calculates the combined flow of water within each cell contained both within any section of channel located in that cell and across the adjacent floodplain using an approximation to the one dimensional St Vernant equation without advection The model is designed to take advantage of recent developments in the remote sensing of topography such as airborne laser altimetry or airborne Synthetic Aperture Radar interferometry which are now beginning to yield dense and accurate digital elevation models over wide areas LISFLOOD FP User Manual Code release 5 9 6 Major Version History 5 7 5 6 5 5 5 4 5 3 5 2 5 1 5 0 4 4 4 3 4 1 3 6 3 5 3 4 3 3 3 1 3 0 2 7 2 6 2 5 2 0 1 0 0 9 0 8 0 5 Aug 05 2013 Feb 15 2013 Sep 26 2012 Aug 06 2012 Jun 27 2012 Support for LatLong added Chri
40. al Code release 5 9 6 computation time This related to ascii raster grids max mxe inittm maxtm and totaltm comp_out Keyword to initiate model time computation time Option off as default All models ratio output to standard out buffer Details in Not used in the section 6 below Buscot test case profiles Keyword which forces the model to produce Option off as default 1D Kinematic channel water surface profile files profile at Not used in the and Diffusive each saveint If any overpass times are also Buscot test case specified then water surface profile files are also produced for these times qoutput Keyword which forces the model to write out ascii Option off as default All 2D models raster grid files of the floodplain flux values inthe x Not used in the and subgrid and y Cartesian directions Qx and Qy In Buscot test case subgrid mode then channel grids of channel flux commented out values and channel flow width are also produced Qcx Qcy and Fwidth Grids are output at each saveint voutput Keyword which forces the model to write out ascii Option off as default All 2D models raster grid files vx and vy of the velocity values in the x and y Cartesian directions Grids are output at each saveint As default this option is off and this keyword must be specified to activate it Not used in the Buscot test case and subgrid gaugefile filename Tells
41. ameter file pram optional This file is used to specify the channel parameters of each region of the model domain as defined inthe region asc file For each region the format for the file is as follows Line 1 Number of regions in the model domain integer This must match the number of regions in the region asc file Line 2 Region Type Pi i S nch m Line 5 Region Types p2 tp S2 nch2 Me etc pis Line i Region Type pi fi Si nchi mi Where Region is the integer region number that matches a region in the region asc file This should start at 0 and count to the number of regions 1 Type is the type of channel this is an integer value and will be 1 for a rectangular channel Table 13 below gives more information on alternative channel types r and p control the depth of the channel given the widths where cell channel depth r width p Channel bed elevation is then the banks elevation minus channel depth S is an additional parameter for some types of channel model In the case of the rectangular sub grid channel S has no effect but it is needed for some of the other channel types see Table 13 nch is the channel Manning s coefficient Finally m is an optional meander coefficient each cell is assumed to contain a channel of length dx m where m is 1 by default and thus has no effect A value of m above 1 will lengthen the channel while a value below 1 will shorten it Note that values of m below 1 may also reduce the m
42. ase see also the limitations for bridge and weir flow in the appendix if you intend to use these options 2 Files downloaded in zip archive The model files are provided as a WinZip archive LISFLOOD FP zip which should first be unpacked into a suitable directory using the WinZip shareware programme A total of 14 files are deployed from the archive as follows Table 3 Table 3 Files deployed from the LISFLOOD FP zip archive Filename Description o O LISFLOOD WIN EXE Pre compiled executable for use on Windows systems provided for 32 and 64 bit systems LISFLOOD_MACOSX EXE Pre compiled executable for use on Mac systems compiled on an OS X v 10 9 machine LISFLOOD LIN EXE Pre compiled executable for use on Linux systems DLL FILE Library file Windows only Newer systems may not need this and it is preferable not to use it Check first whether lisflood will run without this file present in the folder BUSCOT_D PAR Example input file containing model parameters and options using the diffusive 1D solver for channel flow BUSCOT WEIR Example input file detailing location and nature of weir linkages between storage cells using the diffusive 1D solver BUSCOT BDY Example input file for time varying boundary conditions These are the model executables a viewer for LISFLOOD FP results for Windows PC systems FloodView see section 5 3 for further details and all the files necessary to run a single example application in this case for a 3
43. ated for forward compatibility and very complex channel systems Can only be used in conjunction with startq default Not used in the Buscot test case binarystartfile filename This is the same as the keyword startfile above but the input data are in binary format As default this option is off and this keyword must be specified to activate it Option is off as default Not used in the Buscot test case All 2D models and subgrid startelev filename Similar to startfile but initialises the model with water surface elevation rather than depth As default this option is off and this keyword must be specified to activate it Option is off as default Not used in the Buscot test case All 2D models and subgrid startfile filename Name of previous results file in ARC ascii raster Option is off as All 2D models format used to provide initial conditions for a model default Not used in except Roe simulation This should be a water depth file Buscot test case commented out Table 10 Additional less commonly used settings and parameters Item name input Description Value in the Buscot Applicable weir test case model solver 18 LISFLOOD FP User Manual Code release 5 9 6 Diffusive case ts_multiple value Decouples the channel and floodplain time step and increases the channel timestep Enter a value after the keyword to invoke more
44. ction of each set of files can be suppressed by putting the logical keywords depthoff or elevoff inthe par file 5 2 5 Maximum water surface elevation file mxe and maximum water depth max These files consist of a grid in ARC ascii raster format of the maximum water surface elevation mxe predicted by the model for each pixel over the course of the simulation or the maximum water depth max Units are in metres By default these values are the maximum values over the whole simulation i e over each time step but if the keyword mint_hk appears in the par file then they are the values over each time step for which the mass file is written to massint instead Calculating the maximum at the mass interval rather than at every time step will be computationally more efficient but less accurate especially if water depths are changing rapidly relative to massint There is currently no keyword to suppress the output of these files 5 2 6 Time of initial inundation inittm time of maximum depth maxtm and total time of inundation total tm These files consist of a grid in ARC ascii raster format of the time of initial inundation for each pixel inittm the time of maximum inundation depth in each pixel maxtm or the total time for which a pixel is inundated totaltm Units are in hours from the start of the simulation By default these values are the maximum values over the whole simulation i e over each time step but if t
45. d number of scenarios and may not be as robust as the other more commonly used solvers 1 3 Channel flow solvers The most simple of the channel flow models is a 1D kinematic wave approximation of the shallow water equations which assumes all terms except the friction and bed gradient are negligible kinematic solver The bed gradient is a simplification of the water slope term which takes into account the effect of changes in bed height with distance but not changes in the water free surface height In contrast the diffusive solver uses the 1D diffusive wave equation which includes the water slope term and thus is able to predict backwater effects Using the 1D channel solvers once channel water depth reaches bankfull height water is routed onto adjacent floodplain cells to be distributed as per the chosen floodplain solver Note there is no transfer of momentum between the channel and floodplain only mass The most recently developed method for representing rivers is as sub grid channels embedded with the 2D domain Flow between channel segments is calculated based on the friction and water slopes and local water acceleration i e using the acceleration model equations Only convective acceleration is assumed negligible For any cell containing a sub grid channel segment the solver calculates the combined flow of water within the cell contained both within the channel located in that cell and across the adjacent floodpla
46. debug Outputs 3 files the final dem after burning in the channel and bank mods dem the channel mask chmask and the channel segment mask segmask dynsw Implements the full dynamic wave steady state initial solution for the 1D diffusive channel solver dhlin value Overwrites the linearization threshold value for the adaptive version which is currently set as dx times 0 0002 from Cunge et al 1980 and Hunter et al 2005 kill value Forces the model to exit after a given length of computation time in hours which is useful on clusters which put limits on maximum run time acceleration Switch to use acceleration version of the 2D solver cfl Reset CFL value on the command line for acceleration Roe and Subgrid version Overrides the value given in the par file Default value is 0 7 theta Reset theta value on the command line for acceleration version Overrides the value given in the par file Default value is 1 steady Turn on steady state checking Simulation will automatically end when steady state is reached as default this is when Qout matches Qin to within 0 0005 m s steadytol As above but with a user specified tolerance for the difference between Qout and Qin The order in which command line options are used is not important Just remember that the parameter file is the last argument on the command line If the comp _out keyword specified LISFLOOD FP will output a time to completion estimate
47. dplain boundary conditions buscot bdy available but commented out fpfric value Manning s n value for floodplain if spatially Default 0 06 2D model uniform lf both fpfric and manningfile are Buscot 0 06 solvers only specified fpfric will not be used manningfile filename Name of file containing a grid of floodplain n No default 2D model values in ARC ascii raster format to allow spatially Buscot solvers only variable floodplain friction This should have the puscot n ascii same dimensions and resolution as the DEMfile If available but both fpfric and manningfile are specified values in manningfile will be used and fpfric will be redundant commented out as standard so not used Table 6 Items that turn on or off specific model solvers If none of these items are entered then the 1D kinematic solver will be used to river channel flow and the 2D adaptive solver will be used for floodplain flow Item name input Description Value in the Buscot Applicable weir test case model solver Diffusive case diffusive As default the code uses the kinematic solver for Option off as default 1D Diffusive the river channel If this keyword is specified inthe Used in the Buscot par file the diffusive solver is used instead test case adaptoff As default the code uses adaptive time stepping Option off as default 2D Fixed This logical keyword suppresses adaptive time Buscot keyword
48. e changes on floods in the Meuse and Oder catchment Physics and Chemistry of the Earth Part B Hydrology Oceans and Atmosphere 26 593 599 DE ROO A SCHMUCK G PERDIGAO V amp THIELEN J 2003 The influence of historic land use changes and future planned land use scenarios on 43 LISFLOOD FP User Manual Code release 5 9 6 floods in the Oder catchment Physics and Chemistry of the Earth 28 1291 1300 DE ROO A P J BARTHOLMES J BATES P D BEVEN K BONGIOANNINI CERLINI B GOUWELEEUW B HEISE E HILS M HOLLINGSWORTH M HOLST B HORRITT M HUNTER N KWADIJK J PAPPENBERGER F REGGIANI P RIVIN G SATTLER K SPROKKEREEF E THIELEN J TODINI E amp VAN DIJK M 2003 Development of a European Flood Forecasting System International Journal of River Basin Management 1 49 59 DE ROO A P J WESSELING C G amp VAN DEURSEN W P A 2000 Physically based river basin modelling within a GIS the LISFLOOD model Hydrological Processes 14 1981 1992 DI BALDASSARRE G SCHUMANN G amp BATES P 2009 Near real time satellite imagery to support and verify timely flood modelling Hydrological Processes 23 799 803 DI BALDASSARRE G SCHUMANN G amp BATES P D 2009 A technique for the calibration of hydraulic models using uncertain satellite observations of flood extent Journal of Hydrology 367 276 282 DI BALDASSARRE G SCHUMANN G BATES P D FREER J E amp BEVEN
49. e unexpected results 3 2 8 Floodplain friction coefficient file n ascii This file can be used by the user to specify a spatially variable friction coefficient across the floodplain by assigning values of Manning s n to each cell on the raster grid Again the file format is an ARC Info ascii raster as described in section 3 2 6 above 3 2 9 Sub grid model river width file width asc This file can be used to specify the locations of sub grid channel in the raster grid Like the DEM the file is in ARC Info ascii raster format Each cell can contain one value for the river width If no channels exist in a cell the value of that cell should be zero or NoData 3 2 10 Sub grid model bed elevations file bed asc optional This file can be used to specify the bed elevation of sub grid channels in the raster grid Like the DEM the file is in ARC Info ascii raster format Each cell can contain one value for the river bed elevation If there is no channel width in a cell as specified in the width file the bed elevation value will have no effect If the bed elevation is unknown in a cell the value should be set to NoData When the bed elevation is set to NoData but the channel has a width the width and bank height and either a channel parameter file or default channel parameter values will be used to calculate the channel depth and bed elevation Default values assume a rectangular cross section channel and are based on an average UK gravel
50. er mass interval massint variable in the parameter file m Column 12 Rain Inf Evap Cumulative effect of infiltration evaporation and rainfall over the simulation in 10 m 5 2 2 Water depths and elevations at time of satellite overpass op and opelev These files consist of a grid of water depths or water surface elevations in meters in ARC ascii raster format for each pixel at the time of each satellite overpass specified using the parameter file keyword overpass Of overpassfile for multiple outputs see section 3 2 15 Multiple overpass filenames will take the format of xxxx T op or xxxx T opelev where denotes the resroot given in the parameter file and x is the x overpass time given in the overpassfile Numbering of overpass times commences at zero 5 2 3 Channel water surface profile profile These files give the channel water surface profile at each saveint or overpass time This is a text file consisting of eleven columns of data for each channel segment Column 1 ChanX channel segment X location Column 2 ChanY channel segment Y location Column 3 Chainage distance along the channel thalweg from the upstream boundary in metres Column 4 Width channel width in meters Column 5 Manning s channel manning s Column 6 Slope channel slope Column 7 BankZ Bank elevation in meters Column 8 BedElev bed elevation in meters Column 9 WaterElev water elevation in meters Column 1
51. est heights Modular limits Width2 etc a 1 oh oe mt om sae Line i Xi Yi Direction Ci Crest height Modular limit Width where X and Y are the grid co ordinates in Eastings and Northings of a cell with a weir linkage X and Y can be located anywhere within the cell being identified Direction identifies the cell face with the linkage N E S or W Obviously 10 42 W is the same as 10 41 E If flow in only one direction is required e g for a culvert the direction may be fixed by using the tags NF EF SF or WF C is the weir flow coefficient typically ranging from 0 5 1 7 and taking a value if 1 4 for a standard broad crested weir Crest height is the height of the weir in m a s l or the co ordinate system being used in the model Modular limit is the modular limit of the weir typically 0 9 Width is an optional width for the weir which defaults to the grid size if not supplied An example weir file for the Buscot application is given below Note that the weir width is not specified so a grid size 50m is used as a default 14 22950 1700 N Lee 72 0 9 23000 1700 N Lad 72 0 9 23050 1700 N Tes 72 O 9 23100 1700 N 1 7 72 0 29 23150 1700 N 1 7 72 0 9 23200 1700 N 1 7 72 0 9 23250 1700 N Tase 72 0 2 9 23300 1700 N 1 7 72 0 9 Etc Note if the keyword latlong is specified in the par file then X and Y locations must be given in terms of decimal degrees although crest heights and widths remain in meters 3 2 14
52. files are not produced and are only output if the keyword gaugefile appears in the par file followed by the associated gaugefile name Units are in cubic meters per second 5 3 Visualising model results Visualisation and interrogation of results files and other output files is important not just for data analysis and presentation but also good way to check the model is acting as you expect and that there are no errors in the input files As all of the output files and input files are simple space character delimited text files they can be opened by or imported into a range of programs from your favourite text editor to more sophisticated software packages Below are suggestions of some programs which have been used in the past Water depth results files wd can be viewed as an animation in FloodView exe which is bundled with the model and data files windows only Double click the FloodView icon to open the program and load results files using File gt Open use the ctrl button to load multiple wd files for animation DEM files can be added to the animation using File gt Load DEM These options will work using other results files and filename extensions however FloodView expects files to be in ARC ascii raster format and the colour scale for animations is set for the typical expected range of water depth values FloodView is also fairly temperamental and usually likes things to be done in above order only All gridded output data from
53. he keyword mint_hk appears in the par file then they are the values over each time step for which the mass file is written to massint instead There is currently no keyword to suppress the output of these files 5 2 7 Discharge and velocity values xxxx Qx xxxx Qy xxxx Qcx xxxx Qcy xXxxx Vx and xxxx Vy These files consist of a grid in ARC ascii raster format of the discharge and velocity values at the cell interfaces in the x and y Cartesian directions Grids are output at each save interval saveint specified in the parameter file and xxxx is the saveint number The grids represent discharge and velocity at the cell interfaces so for values in the x direction there is an extra column in the output while in the y direction there is an extra row relative to the DEM raster Discharge units are in cubic meters per second while velocity is in meters per second If subgrid channels are used in the simulation then three additional files are produced xxxx Qcx and xxxx Qcy the subgrid channel discharge values in those cells where a channel is present and Fwidth the width of flow in the subgrid channel in those cells where a channel is present By default these files are not produced and are only output if the keywords qoutput and voutput appear in the par file 37 LISFLOOD FP User Manual Code release 5 9 6 5 2 8 Hazard output files maxVx maxVy maxVc maxVcd and maxHaz These files each consist of a grid in ARC a
54. in The model is designed to operate over large data sparse areas where limited channel section data are available 1 4 Model assumptions and key limitations e The code is limited to situations where there is sufficient information to accurately characterise the model boundary conditions specifically mass flux with time at all inflow points In addition for fluvial flows at least some basic information on channel geometry must also be available e The model uses standard SI units for length metres time seconds flux volume per time in m s_ etc e The solvers assume flow to be gradually varied the routing solver is the exception for this and can be used for cases of very shallow flow over steeps gradients or discontinuities the Roe solver may also handle flows that vary rapidly in time 1 4 1 Channel flow solvers e The 1D kinematic and diffusive solvers assume that the in channel flow component can be represented using a kinematic or diffusive 1D wave equation with the channel geometry simplified to a rectangle 1D kinematic and diffusive solvers only e The 1D kinematic and diffusive solvers assume the channel to be wide and shallow so the wetted perimeter is approximated by the channel width such that lateral friction is neglected 1 4 2 Floodplain flow solvers e For out of bank flow we assume that flow can be treated using a series of storage cells discretised as a raster grid with flow in Cartesian coordinate directions
55. int saveint checkpoint overpass fpfric infiltration overpassfile manningfile riverfile bcifile bdyfile buscot dem ascii res D results D 100000 0 1 0 100 0 10000 0 0 00001 100000 0 0 06 0 000001 buscot opts buscot n ascii buscot_D river buscot bci buscot bdy 21 LISFLOOD FP User Manual Code release 5 9 6 weirfile buscot weir startfile res old stagefile buscot stage elevoff depthoff diffusive adaptoff qoutput chainageoff As this application involves a steady state fixed timestep simulation and a single satellite overpass the time varying boundary condition file name bdyfile and the overpass file name overpassfile have been commented out and the keyword adaptoff specified The simulation also uses a Spatially uniform floodplain friction includes weirs and begins from the default initial conditions with no checkpointing Stage outputs at locations within the domain water elevation grids and flux grids are not requested but water depth grids are The results files all have the suffix res_D and are placed in the directory results_D 3 2 2 Channel information file river This file gives information on the location and nature of the channels along the reach Fora model domain containing no channel this file is omitted The channels are discretised as a single vector along the centreline and the model then interpolates this vector onto the raster grid specified by the user The
56. ion and warnings as the model runs or used to provide override control of certain model parameters specified in the input files The latter facility is useful for running the model in Monte Carlo mode from a batch file as it avoids the need for multiple input file versions Command line options implemented to date are given in Table 14 below Table 14 Command line options for LISFLOOD FP Option Description o V Verbose mode With v turned on the model generates a number of runtime diagnostic messages version With parameter file name omitted this option allows the user to check the version number of the executable gzip Causes model output files to be compressed on the fly Note this option issues a system command to run gzip at each saveint Linux only option ignored in windows It assumes you have gzip installed If not it generates an error but otherwise files are created ok just not compressed dir dirname Gives the directory name for results files Overrides the name given after the keyword dirroot in the par file Root for naming of results files e g root op root mass root 0001 wd etc simtime value Allows the simulation time to be specified in the command line followed by a value for the simulation time in seconds Overrides the value given after the keyword sim_time in the par file nch value Implements a spatially uniform channel friction for all channel segments with a value given in terms of Manning s n O
57. ir associated values are given in Table 12 Table 12 Types of boundary condition available in the bci file Boundary Description Value supplied in column 5 of the bci file condition type FREE Uniform flow Free surface or valley slope optional HFIX Fixed free surface elevation Free surface elevation in metres HVAR Time varying free surface elevation Boundary identifier e g downstream1 corresponding to data in the user supplied bdy file QFIX Fixed flow into domain Mass flux per unit width m s For a boundary segment this is multiplied within the code by the length of the boundary segment to give the mass flux in m s For a point source the mass flux per unit width is multiplied by the cell width to the mass flux in m s Note if the keyword latlong is specified then this value must be in terms of volume flux instead m s QVAR Time varying flow into domain Boundary identifier e g upstream1 corresponding to data in the user supplied bdy file 25 LISFLOOD FP User Manual Code release 5 9 6 An example bci file for the Buscot application is given below E 1200 1800 HFIX 69 000 This specifies a fixed free surface elevation boundary on the east side of the domain between northing co ordinates 1200 and 1800 i e on the y axis 3 2 5 Time varying boundary conditions file bdy This file is used to specify time varying boundary conditions keywords QVAR or HVAR in the river or bci files ass
58. km reach of the River Thames downstream of Buscot weir Once deployed from the archive the files require no further installation Note the model is run from the command line not by double clicking the executable see section 5 for further details 13 LISFLOOD FP User Manual Code release 5 9 6 3 Data requirements input files and file formats 3 1 Data requirements Model data requirements are outlined in Table 4 Table 4 Inout data required by the LISFLOOD FP model Raster Digital Elevation Model Boundary conditions These can be specified in a number of ways Inflow discharge hydrograph Flow across the domain edge Point sources within the domain Channel geometry Channel slope Channel width Bankfull depth Channel and floodplain friction Model time step Fixed time step version Typically derived from air photogrammetry or airborne laser altimetry LIDAR Gauging station records Flow enters the model through the upstream channel cell forming the first location on each river channel vector in the river file Can be based on gauging station records spot water elevation or flux measurements tidal curve or tide flood frequency data Defined in the bci file Can be based on gauging station records spot water elevation or flux measurements tidal curve or tide flood frequency data Defined in the bci file Taken from the DEM or surveyed cross sections Taken from the DEM
59. les e g root op Default out All models root mass root 0001 wd etc Buscot res_D giving res_D op res_D mass etc dirroot foldername Relative or absolute path for the directory where Default directory in All models results files excluding the chkpnt file are to be which model was placed The directory is created if it doesn t exist executed already If this keyword is omitted results files are Buscot results_D placed in the directory in which the model was executed saveint value Interval in seconds at which results files are saved Default 1000 All models Note each file is saved with a sequential number Buscot 10000 0 15 LISFLOOD FP User Manual Code release 5 9 6 stamp e g results 0001 wd massint value Interval in seconds at which the mass file is Default 100 All models written to Buscot 100 0 sim_time value Total length of the simulation in seconds real Default 3600 All solvers value Buscot 100000 0 initial_tstep value Fixed time step model Default 10 All solvers Model time step in seconds real value Buscot 1 0 Acceleration and Adaptive time step model Initial guess for the optimum time step and maximum possible time step bcifile filename Name of file identifying floodplain boundary No default All solvers condition types Buscot buscot bci bdyfile filename Name of file containing information on time varying No default value All solvers channel and floo
60. llcorner and cellsize must be given in terms of decimal degrees although soffit elevation and widths remain in meters 29 LISFLOOD FP User Manual Code release 5 9 6 3 2 15 Multiple overpass file opts This file is used to specify the times in seconds of multiple satellite overpasses during a single simulation This option is activated by including the optional keyword overpassfile followed by a filename in the par file The model then outputs a set of results files at each time specified with the file naming including a simple counter beginning at 0000 to signify each overpass requested It is important to remember that the model time that the overpass counter signifies is not the same as that of the regular file output interval counter The file format is as follows Line 1 Number of satellite overpasses Line 2 Time of 1 overpass in seconds of simulation time Line 3 Time of 2 overpass in seconds of simulation time etc es ah e a Line i Time of n overpass in seconds of simulation time An example opts file is given below 4 900 0 1800 0 2700 0 3600 0 3 2 16 Stage output data file stage This file is used to specify the x y locations of points where the user wishes the model to output a time series of water depths This option is activated by including the keyword stagefile in the par file and following this with the name of the stage file to be read For each location specified in the file the water depth
61. mp HORRITT M S 2009 Distributed whole city water level measurements from the Carlisle 2005 urban flood event and comparison with hydraulic model simulations Journal of Hydrology 368 42 55 NEAL J C FEWTRELL T J BATES P D amp WRIGHT N G 2010 A comparison of three parallelisation methods for 2D flood inundation models Environmental Modelling amp Software 25 398 411 NEELZ S PENDER G VILLANUEVA 1l WILSON M WRIGHT N G BATES P MASON D amp WHITLOW C 2006 Using remotely sensed data to support flood modelling Proceedings of the Institution of Civil Engineers Water Management 159 35 43 PAPPENBERGER F BEVEN K FRODSHAM K ROMANOWICZ R amp MATGEN P 2007 Grasping the unavoidable subjectivity in calibration of flood inundation models A vulnerability weighted approach Journal of Hydrology 333 275 287 PAPPENBERGER F BEVEN K J HUNTER N M BATES P D GOUWELEEUW B T THIELEN J amp DE ROO A P J 2005 Cascading model uncertainty from medium range weather forecasts 10 days through a rainfall runoff model to flood inundation predictions within the European Flood Forecasting System EFFS Hydrology and Earth System Sciences 9 381 393 PAPPENBERGER F FRODSHAM K BEVEN K ROMANOWICZ R amp MATGEN P 2007 Fuzzy set approach to calibrating distributed flood inundation models using remote sensing observations Hydrology and Earth System Sciences 11 739 752
62. n and bed elevation and follows this by the keyword Trib and an integer number This number identifies the segment number in the river file which discharges into the main stem at this point Segments are numbered sequentially in the order they appear in the river file starting at O which should be the main stem Each channel segment is described in the river file in exactly the same way as a single channel would be with the exception that the x y co ordinates width Manning s n and bed elevation for the last point on each segment is followed by the keyword QouT followed by the number of the channel segment into which this tributary discharges The format is thus Line 1 Number of data points in the channel vector i Line 2 X Y Width n Bed elevation BC Value Line 3 X2 Y2 Widths No Bed elevation Lateral inflow Line 4 X3 Y3 Widths Ng Bed elevations etc 2 a a ie oe Line i Xi Yi Width ni Bed elevation QOUT Segment number Repeating this process allows a dendritic drainage pattern with infinite stream order to be described As an example the following is a river file for the Buscot reach assuming a single tributary joining the main stem In addition this tributary is itself joined by a single tributary Time 23 LISFLOOD FP User Manual Code release 5 9 6 varying discharge into the head of each channel segment is described by the keywords upstreaml upstream2 and upstream3 PETOS 133 22950 000 1930
63. ncluding bed and acceleration above free surface gradients d z h dx Sub grid Friction and water slopes Convective Adaptive Neal et al 2012a channel local acceleration acceleration 1 2 Floodplain flow solvers The simplest method employed to move water between cells is via the routing solver If implemented it is applied only to cells containing either very shallow water lt 1 mm as default or user defined or where water slopes are very high gt 1 in 10 or user defined It replaces the shallow water equations in cells with water depths below or water slopes above a user defined threshold Water flows with a fixed flow velocity from the specified cell into whichever neighbouring cell has the lowest elevation assuming it is lower than the current cell as determined by an pre calculated flow direction map that is generated automatically This solver has the effect of reducing model runtime and allowing water to flow over terrain discontinuities such as off building roofs without destabilising the solution For deeper low gradient flows the acceleration model scheme is used for the flow calculation The least complex solver based on the shallow water equations is referred to as the flow limited model This uses an approximation of the diffusion wave equations based on the Manning s equation It calculates flow between cells during a time step as a function of the free surface and bed gradients the wa
64. ngular cross section channel and geometry values suitable for an average UK gravel bed river SGCchangroup Channel parameter regions file for the sub grid No default value Subgrid filename channel model Not used in Buscot test case SGCchanprams Channel parameters file for sub grid channel No default value Subgrid filename parameter regions Not used in Buscot test case SGCn value Global channel n for the sub grid channel model Default 0 035 Subgrid Not used in Buscot test case SGCr value Global parameter for calculating the sub grid Default 0 3 Subgrid channel depth Not used in Buscot test case SGCp value Global parameter for calculating the sub grid Default 0 76 Subgrid channel depth Not used in Buscot test case SGCchan value Global sub grid channel model shape type Default 1 Subgrid integer rectangular Not used in Buscot test case SGCs value Global parameter necessary for some sub grid Default 2 Subgrid channel model shape types parabolic Not used in Buscot test case Table 8 Defining additional water inputs and outputs rainfall evaporation and infiltration Item input name Description Value in the Buscot weir test case Diffusive case Applicable model solver rainfall filename Name of file containing rainfall data Applies spatially uniform rainfall field to all cells It is recommended to enable the routing scheme if DEM contains any steep slopes see routing keywo
65. nown as little or big endian You may also experience a crash if you change some of the run parameters and expect LISFLOOD FP to restart from a checkpoint file written with different parameters LISFLOOD FP does do some basic parameter checks when reading in a checkpoint file such as domain size but mostly assumes the basic parameters don t change Importantly if the LISFLOOF FP version number or checkpoint version number has changed since the checkpoint file was created the code will issue a warning and exit This is to prevent problems of forward and backward compatibility A checkpoint is made at the end of the simulation as well as during it this makes it possible to for example run the model in steady state for a period and then run multiple different hydrographs from that point the new hydrograph should include the period of steady state in the timings Important Note after a checkpoint restart the output written to the mass file is appended to the file rather than overwriting the previous lines A checkpoint break line is added before the new lines are written and this will let you see where it started up again but leads to a discontinuous mass record You can manually edit the mass file after the run to remove the overlap if you want 35 LISFLOOD FP User Manual Code release 5 9 6 the data continuous The stage output file behaves in a similar fashion Numbered results files continue to be output at the correct time 5 2
66. ociated with a channel segment boundary segment or point source For each time varying boundary condition the format for the file is as follows Line 1 Comment line ignored by LISFLOOD FP Line 2 Boundary identifier this should be consistent with notation supplied in the river or bci file Line 3 Number of time points at which boundary information is given followed by a keyword for the time units used either days hours or seconds Line 4 Value Time Line 5 Values Times etc a Line i Value Time Where Value is the value of the relevant quantity for the given boundary type For all HVAR boundaries Value is a water surface elevation in metres However the units of Value for QVAR boundaries depend on whether the given boundary identifier is specified in the river or bci files This seems complex but is a consequence of having a 1D channel model coupled to a 2D floodplain model and actually makes setting up the code a lot easier For a QVAR boundary specified in the river file Value is given as mass flux with units of m s By contrast for a QVAR boundary specified in the bci file Value is given as mass flux per unit width with units of m s In this latter case the flux per unit width is multiplied within the code either by the length of the boundary segment for a boundary flux or the cell size for a point source to give the mass flux in m s Note if the keyword latlong is specified then
67. odel time step Table 13 Simple shapes of sub grid channels Channel Type Channel shape Impact of parameter s 1 Rectangular channel None 2 Power Determines the shape of the channel An example pran file is given below the first channel is rectangular and the second is a power shape Both channels have the same width depth relationship and Manning s coefficient The third channel is the same as the first but has a higher friction coefficient and will be 10 deeper for the same channel width 3 0 1 0 30 0 78 9999 0 035 1 2 0233 0 078 3x2 0 035 2 1 0 33 0 78 9999 0 045 3 2 14 Weir amp bridge cell linkage specification file weir The location and properties of weir and bridge type objects in the domain are both read in using the weir input file The format of the direction information in the input file is used to specify whether a feature should be treated by lisflood as a weir type or bridge type object 28 LISFLOOD FP User Manual Code release 5 9 6 3 2 14 1 Weirs embankments and structures If weirs are to be included in the model then appendix 6 1 which gives further details on these calculations including their limitations must be read Information about these linkages is given in the weir file The file format is as follows Line 1 total number of weir and bridge type linkages between cells i Line 2 X Y Direction C Crest height Modular limit Width Line 3 Xo Y2 Directions C2 Cr
68. only e There is no exchange of momentum between 1D channel solvers and floodplain flows only mass e During floodplain flow lateral friction is assumed negligible and is neglected e The flow limited solver underestimates wave propagation speeds and can be a poor representation of flow dynamics and is left as an option for comparative experimentation only e Due to high computation cost the adaptive solver is rarely suitable for high resolution simulations 12 LISFLOOD FP User Manual Code release 5 9 6 e Wave propagation speed can be underestimated during flows in extremely low Manning s friction conditions and or relatively high Froude number by all solvers except Roe see de Almeida and Bates 2013 for further details e Using the acceleration solver low Manning s friction conditions can cause instabilities and a numerical diffusion term must be included e The routing solver assumes that flow between cells occurs at a constant speed and that flow direction is controlled purely by DEM elevation However it also assumes that water will not flow between cells when the water elevation in the recipient cell is greater than the DEM elevation in the source cell e The routing solver assumes no knowledge of roof level drainage structures e Using the routing solver instabilities can occur if depththresh is set to greater than 10 mm though this condition shouldn t generally be required even during extreme rainfall events Ple
69. ope which is normally taken as the overall valley slope e g 22950 0 600 0 24900 0 600 0 5 0 s 3 5 0 0 03 68 5 FREE 0 0006 e Option 2 Constant water level To use this option to simulate a steady state water level BC use the keyword HFIX and the associated water ELEVATION value at the downstream end of the model in m e g 22950 0 600 0 5 0 0 03 69 0 24900 0 600 0 5 0 0 03 68 5 HFIX 38 345 e Option 3 Time varying water level To use this option to simulate a dynamic flood wave BC use the keyword HVAR and the associated value is a boundary identifier chosen by the user e g downstream1 Information about the time varying boundary condition data is then held in the time varying boundary condition file bdy 24 LISFLOOD FP User Manual Code release 5 9 6 3 2 3 Multiple unconnected channels rivers This file is used as an index of river files and is required when there are two or more 1D channel networks within a model domain It is therefore needed if you wish to model multiple catchments that supply different main stem rivers within the same domain It is NOT needed for a single network of sub catchments where all tributaries supply the same main stem channel this scenario is handled within a single river file The file is read when the keyword multiriverfile appears in the par file The first line of the file specifies the number of river files in the model The following lines supply the file names
70. or surveyed cross sections Taken from the DEM or surveyed cross sections User defined parameters typically chosen with reference to published tables such as those given by Chow 1959 or Acrement and Schneider 1984 User defined An explicit numerical scheme is used so the stability is a function of the cell dimensions and the flow rate As water enters the model via a single inflow cell at the head of the reach flow rates in this 14 Grid resolutions of approximately 25 100m would seem appropriate for most rural floodplain applications although smaller resolutions are preferable in urban areas Vertical accuracy of the DEM should generally be less than 0 25 m Experience has shown the coarse resolution models 250 500m can produce good inundation extent predictions for rural floodplains if the predicted water levels are projected back on to the high resolution DEM Model can be used in either steady state or dynamic modes but flows should be accurate to 10 For dynamic simulations temporal resolution depends on the speed of the hydrograph rise but typically at least hourly data are required Can be used to provide a downstream boundary condition for floodplain flows or simulate tidal forcing for coastal flooding applications Used to specify point source discharges or flow over defences within the domain Can be used to avoid simulating flow in offshore areas in coastal applications e g Bates et al 20
71. pes for the kinematic solver but just pretend they are downhill and give a warning The diffusive solver can handle uphill slopes so no warnings are issued The file is formatted as follows Line 1 Keyword Tribs followed by number of channel segments if this line is omitted the model assumes a single channel reach Line 2 Number of data points in the channel vector i Line 3 X Y Width n Bed elevation BC Value Line 4 X2 Y2 Width2 n2 Bed elevations Lateral inflow Line 5 X3 Y3 Widths n3 Bed elevations etc ee A Pei wi a Line i Xi Yi Width ni Bed elevation Hence values for channel width Manning s n and bed elevation between line 2 and line i 1 are optional The first point on the vector must also contain a boundary condition BC for the inflow discharge and its value Here again the user has two options 22 LISFLOOD FP User Manual Code release 5 9 6 e Option 1 Constant inflow To use this option to simulate steady state flow BC is given the keyword QFIX and the associated value is the inflow discharge at the upstream end of the model in m s e Option 2 Time varying inflow To use this option to simulate a dynamic flood wave BC is given the keyword QVAR and the associated value is a boundary identifier chosen by the user e g upstream1 Information about the time varying boundary condition data is then held in the time varying boundary condition file bdy At any point along the reach a lateral
72. r xxxx QLx and xxxx QLy values These files consist of a grid in ARC ascii raster format of the flow limiter values in the x and y Cartesian directions Grids are output at each save interval saveint specified in the parameter file and xxxx is the saveint number By default these files are not produced and are only output if the keyword qloutput appears in the par file 5 2 10 Stage values stage Text file consisting of water depth data for each stage specified in the stagefile at each time specified by massint Also contains location information and bed elevation for stages By default these files are not produced and are only output if the keyword stagefile appears in the par file followed by the associated stagefile name Units are in meters 5 2 11 Debugging files for interpolating channels onto the DEMfile modified dem dem channel mask chmask and channel segment mask segmask These files provide more information on the structure of the 1D river model after interpolation of the river vector to the 2D grid They are in ARC ascii raster format The modified DEM includes the channel bed elevations in meters in cells containing 1D rivers chmask is a raster showing the location of the channels and segmask is an integer raster showing the tributary numbers for the channels By default these files are not produced and are only output if the keyword debug appears in the par file 38 LISFLOOD FP User Manual Code relea
73. r file par e All items in the file are case sensitive e Items not recognised are ignored rather than generating an error message e The code expects one item per line only e f a keyword does not appear the model uses the default value specified in the code and usually does not generate an error message e The order given below is not fixed e To comment out a line place a in the first character space The following tables list keywords that are specified in the parameter file These define parameter values tell the model to read in specified files turn model options on and off or tell the model to output specific files Where a keyword should be followed by further information input by the user this is indicated in the first column of the table Keywords have been separated into those which are most commonly used Table 5 those which specify which solver should be used Table 6 those which relate to river and other water inputs Table 7 and Table 8 respectively those relating to starting conditions Table 9 additional less commonly used options and parameters Table 10 and output files Table 11 Table 5 Basic and commonly used parameters setting and input files Item name input Description Value in the Buscot Applicable weir test case model solver Diffusive case DEMfile filename Digital Elevation Model file name No default All solvers Buscot dem ascii resroot name Root for naming of results fi
74. rd Option off as default Not used in the Buscot test case All 2D models infiltration value Spatially uniform infiltration rate for the floodplain inms Default 0 Buscot _0 0000001 All 2D models except Roe 17 LISFLOOD FP User Manual Code release 5 9 6 but commented out evaporation filename Name of file containing evaporation data Option off as default All 2D models Not used in the except Roe Buscot test case Table 9 Options relating specifically to model starting conditions Description Value in the Buscot Applicable Item name input weir test case Diffusive case model solver Options to change the simulation start time Units Default 0 All models tstart value are seconds Not used in the Buscot test case checkpoint value Logical keyword which turns on checkpointing Option off as default All models Followed by interval in hours of computation time at which checkpointing occurs If no value is set a default value of 1 hour is used When the model starts it automatically looks for and reads in the default file named resroot chkpnt in the directory from which the model was executed unless the loadcheck keyword with alternative filename is used The user needs to delete the chkpnt or turn off this option to commence the simulation again from the beginning If keyword is specified then default value is 1 hr Not
75. rted to a depth using the DEM by the model This option is activated by including the keyword startelev inthe par file and following this with the name of the file to be read 4 Setting up a simulation Setting up a simulation requires generation of the above files populated with appropriate parameter values There is no specific order in which to attempt these tasks but the following series of steps may appropriate in many cases 1 Generate an appropriate floodplain DEM using a suitable program Typically this would consist of high resolution topography data in some format that is then manipulated to give a raster grid in the ARC ascii grid format described in section 4 2 6 Save this as a dem ascii file 2 If spatially variable floodplain friction is to be specified use a suitable program to generate a further ARC ascii raster grid of the same dimensions and cell size as the dem ascii file and populate this with appropriate Manning s n values Save this as an n ascii file 3 Generate a vector of the channel centre line in the same co ordinate system as used for the dem ascii file using an appropriate digitising package 4 Populate the river file with channel and boundary condition information Channel data should come from either site inspection or surveys or historic cross sectional surveys If the latter are used the possibility of geomorphic change should be allowed for 32 LISFLOOD FP User Manual Code release 5 9 6 A
76. rycheckon Turns on drycheck see Bates and de Roo 2000 Default drycheck is 2D Adaptive off and fixed Not used in the timestep and Buscot test case inertial models drycheckoff Turns off drycheck see Bates and de Roo 2000 Default drycheck is 2D Adaptive off and fixed Not used in the Buscot test case timestep and inertial models routingspeed value Sets speed ms at which water is routed across domain if routing scheme is enabled Option off as default if routing active then default value is 0 1 Not used in the Buscot test case Subgrid and 2D inertial only routesfthresh value Water surface slope above which routing occurs if routing scheme is enabled Used to enable model stability and conserve mass in areas of steep terrain Default 0 1 Not used in the buscot test case Subgrid and 2D inertial only dhlin value Option to change linearisation threshold for adaptive version Increasing the value reduces run time and accuracy As default the dhlin value is calculated for each simulation as dx times 0 0002 from Cunge et al 1980 and Hunter et al 2005 Default see text to left Not used in the Buscot test case 2D Adaptive timestep porfile filename Option to include cell porosity details within the model i e the portion of each cell which is likely to be inundated Please email for Tim Fewtrell s Porosity manual for full details Note while the code for this works fine
77. s Sampson Regression model wetted perimeter added bug fix for SGC wider than cell Jeff Neal Fully tested and bug fixed bridge implementation in subgrid Mark Trigg Alternative sub grid channel geometries added Jeff Neal 2D version of friction x y coupled implemented Old 1D version still available using the 1Dfriction keyword in the par file Gustavo A M de Almeida Mar 21 2012 Rainfall routing added to allow rainfall to be simulated over complex terrain Sep 26 2011 Jul 22 2011 May 31 2011 Jan 21 2011 Chris Sampson q centered numerical scheme implemented and tested for the solution of the simplified St Venant equation Gustavo A M de Almeida Weir flows implemented in sub grid channel and floodplain models Jeff Neal Initial sub grid channel implementation Fully functional Roe solver Jeff Neal and Ignacio Villanueva and multiple river capability Chris Sampson added Feb 01 2010 Tested version of Roe solver 2D only point source closed boundary only Sep 04 2009 Nov 10 2008 Jul 31 2008 Jun 13 2008 Apr 21 2008 Jan 11 2008 Oct 08 2007 May 25 2006 Feb 25 2005 Dec 20 2004 Nov 25 2004 Jun 08 2004 2003 2003 2001 2001 added Jeff Neal and Ignacio Villanueva Dynamic amp diffusive steady state 1D solution added amp tested Tim Fewtrell TRENT solver added but not tested Integrated version tested Jeff Neal and Ignacio Villanueva Decouple river channel timestep from floodplain
78. scii raster format containing the value for each cell for the corresponding variable By default these files are not produced and are only output if the keywords hazard appears in the par file The maxVx and maxVy files contain the maximum values over the simulation for water velocity in the x and y Cartesian directions see vx and vy files described above The maxVc files contain the maximum values over the simulation for cell velocity which combines velocities at the cell interfaces in the x and y Cartesian directions It is calculated as Vcij max V 12 Viewed f max Viz12 Vijere Fea 3 where Vc is the cell velocity and the 12 notation denotes a value at a cell interface The maxVcd file gives the value of the water depth in each cell at the time of maximum cell water velocity Finally the maxHaz file gives the maximum value for the hazard variable over the simulation The hazard variable is an estimation of the combined hazard posed by water velocities and depth and is calculated as Haz H Vc 1 5 4 Where His water depth and Vc is the cell velocity as see section 6 2 8 above based on DEFRA 2003 By default the maximum values for all of these files are calculated over the whole simulation i e over each time step but if the keyword mint_hk appears in the par file then they are the values over each time step for which the mass file is written to massint instead 5 2 9 Adaptive time step and flow limite
79. se 5 9 6 5 2 12 Debugging files produced when using subgrid channels dem SGC_bedZ asc _SGC_bfdepth asc and _ SGC_width asc They are grids of data in ARC ascii raster format giving the value in each cell for each parameter Using the subgrid channel method the dem used in the simulation dem is identical to the original input dem SGC_bedz asc files contain the channel bed elevation in each cell containing a subgrid channel whilst _ SGC_width asc contains details of the channel width for each of these cells The file _SGC_bfdepth asc gives details of the calculated bankfull depths for each cell containing a subgrid channel These are calculated as dem elevation minus channel bed elevation if the bed elevation is known otherwise it is calculated using the specified channel width the dem and details provided in the channel parameter file pram By default these files are not produced and are only output if the keyword debug appears in the par file Units are in meters 5 2 13 Discharge file discharge Text file consisting of discharge data for each gauge specified in the gaugefile at each time specified by massint Column one is the time while all subsequent columns are discharges across sections Note that these values do not include water in 1D channels i e values represent floodplain flow only except if subgrid channels are used in which case it is the total of the floodplain and subgrid channel flow By default these
80. sers read the references provided in Table 1 and Table 2 which provide a thorough technical description of the solvers including their governing equations and various validation test cases Table 1 Solvers available for calculating floodplain flow Solver Dimensions Shallow water terms Shallow water terms Time Further technical included assumed negligible step details Routing 1D on 2D grid User specified velocity and All Adaptive Sampson et al bed slope direction only 2012 Flow limited 1D on 2D grid Friction and water slopes Local and convective Fixed Bates and De Roo acceleration 2000 Adaptive 1D on 2D grid As above As above Adaptive Hunter et al 2005 Acceleration 1D on 2D grid Friction and water slopes Convective Adaptive Bates et al 2010 friction terms in 2D local acceleration acceleration De Almeida et al 2012 Roe 2D All terms None Adaptive Neal et al 2012b Table 2 Solvers available for calculating channel flow Solver Dimensions Shallow water terms Shallow water terms Further technical included assumed negligible details Kinematic 1D Friction slope and water Local and convective Bates and De Roo slope including bed acceleration free 2000 10 LISFLOOD FP User Manual Code release 5 9 6 gradient dz dx only surface gradient solver dh dx used or fixed Diffusive Friction slope and water Local and convective As Trigg et al 2009 slope i
81. ssign boundary condition data to the bci and bdy files if required Prescribe weir linkages if required in the weir file Define model run time parameters and file names in the par file ono Use the model to generate a set of initial conditions This may be necessary for certain dynamic simulations and merely consists of the results file from a previous simulation Specify the name of the initial conditions file after the keyword start file in the par file The model should now be ready for simulations to begin In addition to this manual there are also a number of stand alone exercises available to download These including all necessary data and guide users through some example test cases using lisflood These are available from http www bris ac uk geography research hydrology models lisflood training 5 Running a simulation To run the model open a DOS or UNIX LINUX shell and at a command prompt type the name of the executable file generated by the compiler and the name of the model parameter file For Windows this is lisflood_win command line options model par while on UNIX LINUX lisflood win command line options model par Where model is the file naming convention chosen by the user in the case of the example application given with this code release this is buscot par The LISFLOOD FP source code has also been compiled for Mac OS in the past The command line options can be used to turn on diagnostic informat
82. ssssssssssssssssssssssssssaasaaaaaaaaaaaaaaaaaaaaea 33 LISFLOOD FP User Manual Code release 5 9 6 1 Introduction 1 1 Overview This document describes the flood inundation model LISFLOOD FP LISFLOOD FP is a raster based flood inundation model designed for research purposes by the University of Bristol The model includes a number of numerical schemes solvers that simulate the propagation of flood waves along channels and across floodplains using simplifications of the shallow water equations The choice of numerical scheme will depend on the characteristics of the system to be modelled requirements on time of execution and the type of data available The momentum and continuity equations for the 1D full shallow water equations are given below equations 1 and 2 respectively a 07 o h z vo Q n 2 rji GT 9 Or _o ot ax A ax RMA local acceleration a ea ee a water slope friction slope 1 aa 20 _ x ax 2 where Q is volumetric flow rate in the x Cartesian direction A the cross sectional area of flow h the water depth z the bed elevation g gravity n the Manning s coefficient of friction R the hydraulic radius t time and x the distance in the x Cartesian direction The tables below summarise the key inclusions exclusions of the solvers available for both floodplain and channel flow The solvers are described qualitatively in the following sections However it is highly recommended that u
83. t which the checkpoint file was saved by a pervious simulation it includes the internal states and parameters of the model at the time the checkpoint file was written and will overwrite parameters specified in the par file or on the command line 3 2 22 Start file water depth start This file in ARC ascii raster format is used to set initial depths in the model at the start of a simulation This option is activated by including the keyword startfile in the par file and following this with the name of the file to be read 3 2 23 Start file water depth binary startb This file in binary format is used to set initial depths in the model at the start of a simulation This option is activated by including the keyword binarystartfile in the par file and following this with the name of the file to be read The binary data are in double precision except for the first two numbers in the file which are integers Numbers in the file should be in the same order as the ARC ascii raster files therefore Ncols integer nrows integer xllcorner double yllcorner double cellsize double NODATA_value double depth doubles of nrows ncol1s in length These files can be written in the model output by including the keyword binary out inthe par file 3 2 24 Startfile water elevation This file in ARC ascii raster format is used to set initial water surface elevation in the model at the start of a simulation which will be conve
84. t will the Developers be liable for any loss or damage of any kind including lost profits or any indirect incidental or other consequential loss arising from the use or inability to use the Software or from errors or deficiencies in it whether caused by negligence or otherwise The Developers accept no responsibility for the accuracy of the results obtained from the use of the Software In using the software you are expected to make final evaluation in the context of your own problems Users are not in reliance on any statements warranties or representations which may have been made by the Developers or by anyone acting or purporting to act on their behalf LISFLOOD FP User Manual Code release 5 9 6 Executive summary This document is the user manual for the shareware implementation of the LISFLOOD FP raster flood inundation model version 5 9 5 The code provides a general tool for simulating fluvial or coastal flood spreading with output consisting of raster maps of values for a number of flood water parameters such as depth water surface elevation velocity etc in each grid square at each time step In the case of fluvial flooding it also outputs predicted stage and discharge hydrographs at the outlet of the reach and other specified locations For fluvial situations this version of LISFLOOD FP solves the kinematic or diffusive approximations to the one dimensional St Venant equations to simulate the passage of a flood wave along a channel re
85. ter slope and the friction slope Both local and convective acceleration terms are assumed negligible This solver employs a user defined time step which is of fixed duration for the whole simulation However unless this time step is very small it may be long enough for all the water to drain from one cell to the next over a single time step leading to flow in the opposite direction during the next time step and model instability To overcome this problem a flow limiter was introduced setting a limit on the volume of water allowed to flow between cells during a single time step as a function of flow depth grid size and time step This fixed time step flux limited scheme is rarely used due to its poor accuracy The adaptive model is a one dimensional approximation of a diffusion wave based on uniform flow formula which is decoupled in x and y directions to allow simulation of 2D flows It differs from the flow limited solver by having a time step which varies in duration throughout the simulation rather than one with a fixed duration This overcomes the problem of cells emptying during a time step without the need of a flow limiter however the stable time step scales with 1 Ax where Ax is the cell size and can lead to a large increase in computation time at finer grid resolutions This solver is rarely used for high resolution simulation The acceleration model is a simplified form of the shallow water equations where only the
86. than x1 Tests show up to x10 gives almost identical results to x1 If used check sensitivity of results Option off as default If keyword is specified default value is 1 Not used in the Buscot test case 1D Diffusive and kinematic htol value Optional parameter to override default 1m bank smoothing Option is off as default Not used in the Buscot test case 1D Diffusive and kinematic chainageoff As default the code now makes river channel chainage independent of cell size and uses straight line distance between entered sections Use this keyword to revert to the old calculation which used cell dx dimensions Option off as default Used in the Buscot test case 1D Diffusive and kinematic depththresh value Option to change the depth at which a cell is Default 0 001 All 2D models considered wet in metres Also controls Not used in the and subgrid threshold beneath which the rainfall routing Buscot test case scheme operates if enabled weirfile filename Name of file containing information on location and No default value 2D All models nature of any weir or bridge linkages between cells buscot weir for weirs and to be included in the model subgrid channels only for bridges cfl value Option to change the stability coefficient used to Default 0 7 2D inertial and determine the model time step Not used in the shallow water Buscot test case models and sub grid d
87. the model is in ARC ascii raster format and can be easily uploaded for visualisation and analysis in ARC GIS software note file extensions will need to be changed to asc Alternatively gridded or tabulated data files are often uploaded for quick visualisation or graphing into Excel using File gt Open selecting All Files and a suitable delimiter For more sophisticated data manipulation or visualisation files could be imported into MatLab Some code has been written to facilitate quick import of LISFLOOD output files into MatLab and can be found at https source ggy bris ac uk wiki LISFLOOD FP_ and MATLAB 39 LISFLOOD FP User Manual Code release 5 9 6 6 Appendix 6 1 Weir calculations In order to correctly represent embankments weirs and structures the linkage between two given cells may be represented by a weir flow equation rather than the Manning formulae as shown in equation 5 below where C is the Weir flow Coefficient default value 1 4 L is weir breadth across channel and H is the energy head upstream of the weir Weir limitations and notes e Note that currently the weir calc in lisflood uses the water depth rather than energy head thus ignoring approach velocity This is a reasonable approximation for low Fr number hydraulics However you should find it reasonably easy to add the velocity energy head if this was important to your model e The flow across the cell boundary is totally controlled by the weir
88. tion terrestrial LIDAR data Physics and Chemistry of the Earth 36 281 291 FEWTRELL T J NEAL J C BATES P D amp HARRISON P J 2011 Geometric and structural river channel complexity and the prediction of urban inundation Hydrological Processes 25 3173 3186 FEYEN L BARREDO J I amp DANKERS R 2009 Implications of global warming and urban land use change on flooding in Europe FEYEN L KALAS M amp VRUGT J A 2008 Semi distributed parameter 44 LISFLOOD FP User Manual Code release 5 9 6 optimization and uncertainty assessment for large scale streamflow simulation using global optimization Hydrological Sciences Journal Journal Des Sciences Hydrologiques 53 293 308 FEYEN L VRUGT J A NUALLAIN B O VAN DER KNIJFF J amp DE ROO A 2007 Parameter optimisation and uncertainty assessment for large scale streamflow simulation with the LISFLOOD model Journal of Hydrology 332 276 289 GARCIA PINTADO J NEAL J C MASON D C DANCE S L amp BATES P D 2013 Scheduling satellite based SAR acquisition for sequential assimilation of water level observations into flood modelling Journal of Hydrology 495 252 266 GOUWELEEUW B THIELEN J DE ROO A CLOKE H VAN DER KNIJFF J amp FRANCHELLO G 2004 Evaluation of river flow in Europe over the last 4 decades using ERA40 In OWE M DURSO G GOUWELEEUW B T amp JOCHUM A M eds Remote Sensing for Agriculture Ecos
89. to the screen at every save interval This is useful when trying to work out when the run will complete Times are in minutes an example is shown below T mins M 500 0 C 5 3 M C 94 94 ETot 17 6 EFin 12 3 M model time C computer time real world minutes spent processing M C Time ratio In this case 100model minutes are processed for every real world minute ETot Estimated total time for run EFin Estimated time to completion of current run In verbose mode the diagnostic messages are mostly self explanatory The exception is Smoothing bank cells with tolerance htol Where htol is a numeric value in metres This refers to the operation of the SmoothBanks subroutine which corrects a potential source of model instability This subroutine searches through the floodplain elevations in cells adjacent to the channel and identifies areas of low lying floodplain that are within a certain vertical tolerance htol of the interpolated channel bed elevation at that point If found the elevation of the relevant floodplain cells are raised to the sum of the bed elevation and htol For the Buscot example htol is set to the default value of 1 m The user can override the default value by using the htol parameter in the par file 34 LISFLOOD FP User Manual Code release 5 9 6 By default the model will use all shared memory cores available on the host machine This is done by creating parallel threads
90. to LISFLOOD FP e While a bridge is placed between two cells in reality a bridge must be placed in the centre of 4 contiguous cells This is because the calculation uses the flow fluxes at the boundaries of cells 1 and 2 and cells 3 and 4 in order to calculate approach velocities and hence energy grade It is also a good idea to ensure that the 4 cells are not part of some other process such as a boundary or confluence etc e f in doubt build a simple test model of your bridge and ensure you understand how it is represented and behaving in LISFLOOD FP See the testing directory 16 for examples of bridge testing setups e LISFLOOD FP does not take into account contraction and expansion losses before and after the bridge This means that if your bridge width is significantly less that of the channel then the head afflux upstream of the bridge constriction will be underestimated This does not affect the pressure flow calculation only the open channel flow calculation when water elevations are below the bridge deck e There is currently no provision for overtopping of the bridge deck when water elevations upstream are very high You can easily extend the LISFLOOD FP bridge code using the weir equation for this case if you require this functionality for your model 7 References and bibliography ANDREADIS K M CLARK E A LETTENMAIER D P amp ALSDORF D E 2007 Prospects for river discharge and depth estimation through assimilation
91. used in the Buscot test case commented out except Roe in theory loadcheck filename Name of an alternative file used to start the checkpointing By default the program uses a single file which is overwritten at the checkpointing interval This alternative start file allows you to start from a file that does not get overwritten by the checkpoint function Option off as default Not used in the Buscot test case All models except Roe in theory ch_start_h value By default the channel solver will start with a water depth of 2m for the whole channel The user can override this by using this option and a value This can speed up the spinup time of the model Default 2 Not specified in the Buscot test case 1D Diffusive and kinematic startq In kinematic mode the model will calculate a water Option is off as 1D Diffusive and level for each section given the inflow at the top of default kinematic the reach In diffusive mode the model will iterate Not used in the to the initial steady state solution given a Buscottest case downstream boundary condition and an upstream inflow Will dramatically decrease spin up time for complex channels See ch_dyanmic below for more details ch_dynamic Startq will automatically use the diffusive steady Option is off as 1D Diffusive state solution in diffusive mode Use this keyword to activate full dynamic steady state initial condition Mainly incorpor
92. using a method known as OpenMP Neal et al 2009 The number of cores has no effect on the simulation results except that the model tends to run faster on more cores To manually set the number of cores you will need to set the operating system environment variable OMP_NUM_THREADS to the number of cores you want to use 5 1 Checkpointing LISFLOOD FP has a very useful checkpointing facility This allows it to write out a file containing the current state of the model This file is repeatedly overwritten at a default or user defined computation time interval If the program crashes or is killed during the run this allows the run to restart from when the last checkpoint write occurred rather than from the beginning again This facility is turned on by using the checkpoint option in the parameter file The default interval is 1 hour computation time If the user requires a different interval this number in hours should be placed after the checkpoint keyword There is also a checkpoint command line option although this does not allow the user to specify an interval on the command line and uses the default 1 hour Note if an interval is specified using the checkpoint option in the parameter file this will be used However this makes the use of the command line checkpoint option superfluous anyway If checkpointing is on then when the model starts it automatically looks for the default file named resroot chkpnt in the directory from which
93. v and XXXX Wwdfp 5 2 5 Maximum water surface elevation file mxe and maximum water depth max 37 5 2 6 Time of initial inundation inittm time of maximum depth maxtm and total time of inundation totaltm 37 5 2 7 Discharge and velocity values xxxx Qx xxxx Qy XXXX QCX XXXX QCY xxxx Vx and xxxx Vy 37 5 2 8 Hazard output files maxVx maxVy maxVc maxVcd and maxHaz 38 5 2 9 Adaptive time step and flow limiter xxxx QLx and xxxx QLy values 38 5 2 10 Stage values stage 38 5 2 11 Debugging files for interpolating channels onto the DEMfile modified dem dem channel mask chmask and channel segment mask segmask 38 5 2 12 Debugging files produced when using subgrid channels dem SGC_bedZ asc SGC_bfdepth asc and SGC_width asc 39 5 2 13 Discharge file discharge 39 5 3 Visualising model results 39 6 APPENDIX 40 6 1 Weir calculations 40 6 2 Bridge calculations 40 7 REFERENCES AND BIBLIOGRAPHY 42 LISFLOOD FP User Manual Code release 5 9 6 LIST OF FIGURES Figure 1 Bridge as implemented in liStlOOC f0 ccccccccccssseeeeeeeceeeeenneneeeeeessseesaeeeseeeetseeeeisanees 41 LISFLOOD FP User Manual Code release 5 9 6 List of Tables Table 1 Solvers available for calculating floodplain HOW 2 cccccceceeeeeeeseeeeeeeeteeenenseeeteeeeeseeeees 10 Table 2 Solvers available for calculating channel flOW 2 ssccccccecesseeenseeeeeeeetseseenseeeeeeeesseenees 10
94. vector should run beyond the edge of the model domain However there should be no more than one point off the model domain at the upstream and downstream ends of a river and no more than one vector point in any DEM cell so an x and y point in the river file should never be in the same DEM cell as another Each channel is described in terms of its width Manning s n friction coefficient and bed elevation so hence channel depth when combined with the floodplain elevation described in the DEM and the linkages between different tributary channels are prescribed using a series of keywords The user then has two options for prescribing this information e Option 1 Uniform channel Characteristics for each channel are provided for the first and last points of the channel vector and the code automatically fills in intermediate points by linear interpolation By specifying the channel bed elevation at the first and last points on the channel vector the user is able to specify the uniform bed slope for that channel reach e Option 2 Spatially variable channel Additional values can be specified at any point along the reach but all 3 values for width Manning s n and bed elevation must be supplied One should note that for the kinematic approximation to in channel flow the down reach slope should be negative or positive downhill i e the channel bed should not increase in elevation in the downstream direction LISFLOOD FP will allow uphill slo
95. verrides the value given in the river file nfp value Implements a spatially uniform floodplain friction with a value given in terms of Manning s n Overrides the value given after the keyword fpfric in the par file or the values given in the n ascii file inf value Implements a spatially uniform infiltration loss across the whole floodplain with a value given in ms Overrides the value given after the keyword infiltration in the par file Gives the name of the weir file Overrides the name given after the keyword weirfile 33 LISFLOOD FP User Manual Code release 5 9 6 CO checkpoint Turns checkpointing on with default features Code is checkpointed every hour of computational time by default using the output file naming convention specified in the par file after the keyword resroot See Section 3 2 1 If specified the interval given after the keyword checkpoint in the par file is used Although this would also switch on checkpointing anyway making the use of this command line option unnecessary loadcheck filename Forces program to read in an alternative checkpoint filename at start Useful for when you don t want the start checkpoint file overwritten by the program as it goes along Also turns checkpointing on with default features as option checkpoint If specified the interval given after the keyword checkpoint in the par file is used g sd Redirects screen output to a log file in the results directory
96. y the model and is read when the keyword ascheader appears in the par file This is particularly useful for switching between different coordinate systems e g UTM to lat long The format is identical to that given in Section 3 2 6 and each line of the header consists of a self explanatory keyword followed by a numeric value 3 2 19 Virtual gauge output data file gauge This file is used to specify the x y locations and lengths of cross sections where the user wishes the model to output a time series of discharge crossing the section This option is activated by including the keyword gaugefile in the par file and following this with the name of the gauge file to be read For each location specified in the file the direction identifies the cell face from which discharge will be measured and the direction of positive flow e g N E S or W The width is then the length of the cross section in an easterly direction for measuring flows to the north and south and a southerly direction for flows to the east or west note that the distance will be rounded up to nearest cell width The discharge value is written out at each massint interval The format of the file is as follows Line 1 number of virtual gauge sections Line 2 X Y Direction Width Line 3 Xp Yo Directions Widths etc oa wad os a Line i Xi Yi Direction Width An example gauge file is given below 3 388869 59 233696 30 N 100 386307 41 239076 10 E 50 38368
97. ystems and Hydrology Vi GOUWELEEUW B T THIELEN J FRANCHELLO G DE ROO A P J amp BUIZZA R 2005 Flood forecasting using medium range probabilistic weather prediction Hydrology and Earth System Sciences 9 365 380 HALL J W TARANTOLA S BATES P D amp HORRITT M S 2005 Distributed sensitivity analysis of flood inundation model calibration Journal of Hydraulic Engineering Asce 131 117 126 HAN S C YEO Y ALSDORF D BATES P BOY J P KIM H OKI T amp RODELL M 2010 Movement of Amazon surface water from time variable satellite gravity measurements and implications for water cycle parameters in land surface models Geochemistry Geophysics Geosystems 11 HE Y WETTERHALL F CLOKE H L PAPPENBERGER F WILSON M FREER J amp MCGREGOR G 2009 Tracking the uncertainty in flood alerts driven by grand ensemble weather predictions Meteorological Applications 16 91 101 HORRITT M S amp BATES P D 2001 Effects of spatial resolution on a raster based model of flood flow Journal of Hydrology 253 239 249 HORRITT M S amp BATES P D 2001 Predicting floodplain inundation raster based modelling versus the finite element approach Hydrological Processes 15 825 842 HORRITT M S amp BATES P D 2002 Evaluation of 1D and 2D numerical models for predicting river flood inundation Journal of Hydrology 268 87 99 HORRITT M S BATES P D FEWTRELL T J MA

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