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1. 63 WaterCress User Manual Node Descriptions The demands can be requested to be supplied entirely by internal sources or may allow a direct supply to demand shortfalls following internal supply has been attempted To allow the external sources to be included the use any external source box needs to be checked Where an external source is used the node will first attempt to achieve all of its supply from its internal tanks Only if this can t be done will it seek water from the external supply If the box is not checked the component will only attempt to supply all its water demand from the internal sources tanks which may lead to supply shortfalls in low medium rainfall areas Garden Demand Demand for Garden is handled differently UNE an Constraint Two options for setting the daily irrigation demand for Constant a vl beans cdemal ames the Garden are found by toggling between the two Asus alternatives of Constant Annual Varying Annual which Demand p 120 ML rotate when the top LH button is clicked For the Constant annual option an annual volume demand is set and this is then distributed across the year for each month by clicking on the distribution button The demand for each day is then the Annual demand monthly distribution fraction no of days in the month The distribution is set in a similar manner refer above In this case the distribution number will relate to the position wi
2. sees seen nenne nnn nsn senes nasse rna nns 150 EINE oy m 150 11 6 1 1 Save C rrent RR m 150 11 6 1 2 Load Previous Run Accessing the last run or a saved run esesesusse 150 11 6 1 3 Save Results to File One at a time seessessssseessseeeeenneneee mnn 151 11 6 1 5 Create Selected WC files lseeesesssessssesseeeeeeee nennen nnne nennen nennen nna nnns 152 jp MC g 152 uk or D ACION e eee een nee ee en eee ee ae ee en ee ee 152 WTO A FR EIC E E 152 gs oe sl a oU PME 153 11 60 59 DIeSOSIIBOE oe eee ee eee eee ee eee 153 lu Nc o re ea ee ee eee 153 1L AREA Brausicat CUPIDE einni EAER EE TEA ae Oe eee eee eee 154 11 7 1 Flow Return and Spell Statistics 00 00 cece cecceeeeeeeeeee cess eeeseeeeseeeseeeeseeeseeeeseeeeseeeess 154 NC Pe Ul 9 gO bel Hi NOTET 154 TLA L2 Flow Paral SEES ereis einda eTA EN AAE AAE AE AEREE RRT RAEE DAREA E TENRA 154 TEZ PEI ASTOS eee Em 155 11 7 2 1 Spell Annual Series Total above Threshold eeeeeeeeeeeeeeeeeeeeese 155 11 7 2 2 Spell Annual Series Maximum Spell eeeeeeeseeseseeeeeeeenenen n 156 11 7 2 3 Spell Annual Time Series sseee
3. 138 WaterCress User Manual Output Results 11 2 Area A Run Running Your Project Clicking on Run on the Header Bar will bring up the window jj Current project name test2 shown File Bem Hourly Daily Monthy Annual 11 2 1 Run Information Run Information F2 RUN F9 Clicking on Run Information or F2 brings up the window shown below The window functions are set out in 3 parts Alternate Running Methods en Selection Preset The row of 5 radio buttons enable the modeller to toggle between 5 sets of output options to be displayed in the results tables in Area B These sets are the same as those at the top of the Output Options window on the Project Layout Screen refer section 10 3 The example shows Selection Present 2 selected Selection Preset x i X CimscsisCaCus Output Options Selection Preset 1 a 0C 3 startrun at 1970 Clear Preset C4 C 5 over 26 years Assess Data 7 J 970 from over 25 years update Note 1 The two selection numbers need not be the same at the time of running The Preset number selected under Run Information will show the results for whatever options have been previously entered under that Preset number on the Output Options window Note 2 If output options have been previously selected for nodes on a project layout which have been subsequently deleted and the program cannot locate an output to match to that deleted node the run will be terminat
4. 145 WaterCress User Manual Output Results Basic information on the water balance and costs averaged over the total period of the run is displayed for each node present within the project as listed in node numerical order on the LH column The summary information for each node is presented on one line per node within the 4 colur coded columns The first red set of 9 data columns defines the balance for flows passing through each of the nodes The basic balance for most nodes is simply Drainln WaterGain Supplyln WaterLoss DrainOut SupplyOut StoreChange Where Drainln is the sum of all inflows via drainage paths from upstream nodes WaterGain is the runoff generated by rainfall on the node itself inc rainfall on storage surfaces Supplyln is the sum of all inflows via water supply paths from upstream nodes Waterloss is the loss from surface water flows or storages in the node itself inc evap and seepage losses from storages SupplyOut is the sum of all outflows via supply paths to downstream nodes DrainOut is the drainage out via the mainstream drainage path which for most nodes and or in most circumstances will be the only outflow drainage path StoreChnge is the change in any storage contained within the node over the total period of model run WaterReuse SupplyReturn and Divert Sewer are used in situations where recycling and or diversions are involved The diagram below shows a hypothetical node
5. 19 WaterCress User Manual Opening Screen Set rainfall gauges and evaporation enables the modeller to define the rainfall and evaporation files that will be assumed as the default files as nodes are later added to the project layout This is an advantage when adding numerous nodes that will use the same rain and evaporation data since this information will be automatically added to and used by all nodes as they are added to the model on the Layout Screen The information is also automatically carried through to appear at the foot of the Layout Screen This information as entered via the Project Information window has only limited relevance since once the modeller is actually in the process of creating the model layout on the Layout Screen he is able to over ride the information entered via the Project Information window for those nodes that require alternative rainfall or evaporation files for their operation in two ways Either e for individual nodes at any time by entering the names of the alternative rainfall or evaporation files into the individual nodes when placed on the Layout Screen e for groups of nodes before they are placed on the Layout Screen by over riding the default names carried through from the Project Information window and entering the desired names of the alternative rainfall or evaporation files in the window at the foot of the Layout Screen This will then be applied to all new nodes placed on the Layout
6. 168 SFB model 121 demand options 72 Simhyd model 119 flow leaving 72 WC1 model 102 introduction 72 WCsd model 106 text flow node rfro model selection 73 data entry 78 rfro models introduction 78 introduction 101 time series graphs 147 routing plotting output 147 FEVA file 51 town node functions 50 adjusting spatial layout 57 weir formulae 50 drainage connections 60 routing functions 50 layout window 55 routing lookup table 51 loading pre existing setups 56 running your project 139 number of dwellings 57 rural catchment node rainwater tanks 62 introduction 73 removing internal links 59 runoff quality 62 setting demand 63 S setting garden demand 64 supply connections 59 Sacramento model 124 treatment node salinity model 40 capacity 192 save current run 150 constraints 92 cost 93 save results to file 151 SDI model 122 desalination 93 introduction 92 seepage 43 seepage at maximum volume 43 select a timestep 18 setting demand 45 U SFB model 121 show urban node all links 24 demand subcomponent 68 Simhyd model 119 introduction 66 spill downstream 46 pervious subcomponent 67 spring node roof and pavement 67 introduction 99 redirected baseflow 99 separated baseflow 100 V storage 80 storage drainage factor 43 valumie ares storage fillto levels 45 FEVA file 48 storage inputs 42 storage prop
7. export any of the results listed above one at a time to Menthly i csvi an external spreadsheet such as Excel uae Lem aniy pen 1 Drainout ML life MSM puse uusi Ugi ee When Save results to file is clicked a window appears in je Ooa 000 9UU which you select the which of the results you wish to save If 0 0000 0 0000 0 0000 0 0000 PETERE TT am DENS 200m you wish to save more than one of the listed options each a41975 1500 n onon mps mps has to be separately saved and if required merged in say 54 1975 0 0000 0 0000 0 0000 0 0000 Excel The results are saved as csv files The program will amp 1195 ooon onoo ooo oomo ead you through naming the file and selecting a location for 1 1 1375 0 0000 0 0000 0 0000 0 0000 the file to be saved 8 1 1375 2B 0 0000 0 0000 0 0000 33 1975 n 0000 0 0000 0 0000 01 0000 1 500 0 0000 0 0000 0 0000 3 00 0 0000 0 0000 0 0000 1 400 0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 01 0000 0 0000 0 0000 0 0000 0 0000 X Axi E lw Autor p m timeseries diss Y Axis or Variable Selection m 1 NadeRain N date o fa date 0 N date N date 151 WaterCress User Manual Output Results 11 6 1 5 Create Selected WC files Any one of the listed time series results given in the essere tes results table as shown at RH can be selected and File kintika Annua Sunway Graph Addbunal son reformatted with its individual time date
8. A monthly comparison is provided to enable an assessment of the comparable timing of the comparison variables This output only occurs when monthly output is selected 149 WaterCress User Manual Output Results 11 6 Area A Remaining Headers The remaining Headers are File Graph Additional Spreadsheet and lt lt lt gt gt gt These are described below 11 6 1 File The options available under File are shown in the window at RH Each are described below 11 6 1 1 Save Current Run When you run a WaterCress project 5 files containing the annual monthly daily hourly timeseries and summary results of the last run are automatically updated as aannual csv amonthly csv adaily csv ahourly csv and asummary csv as csv files within the inr ap project folder See centre top RH Fie Edt Viw Favortes Tools Hal If you wish to save the contents of Qax GBP Search ps Folders Ei these files for a particular run before Falters M See Date Hooked i U asumrmary tcxt OB 2007 7 36 they get updated by the results of p rw setup cov op rr ng the next run you must save them o IEEE Hi amonthhy csv 11 KB 24 08 2007 7 36 shen cu n i J062 Tara 7 under a new name and place them CQ oom Rec 127 KB 24 08 2007 7 36 in an archive of your choice 3 sannual csv PKB 24 08 2007 7 36 J town E pbd txt 1KB 12 12 2006 8 14 When you select Save current run C Ortes E div dit tet 1K
9. Pan Factor PF multiplied by the evaporation rate gives the evapo transpiration rate from the soil 117 WaterCress User Manual RFRO models structure The linear Routing Coefficient KS determines how much water is retained in a routing store each day Note this should be set 0 if you use other nodes in the project to perform system routing The Baseflow Index determines how much water is directed to the groundwater store In the case shown a BFI of 0 85 means after runoff is calculated 85 will pass into the groundwater store Baseflow recession K defines the rate that the groundwater is redirected back to the surface In the case shown a K 0 3 means baseflow is calculated to be 1 0 3 baseflow store 9 5 3 Non standard Additions The above parameters comprise the basic daily time step AWBM model provided all data entries below K are set to zero Six additional parameters have been added to the basic AWBM model The minor modification involving A3 has been described Three additional parameters are related to sub daily flow estimation to take account of high intensity rainfall on dry catchments IL OF and ALI The others are a creekloss factor CL and a canopy interception Cl Creek Loss CL is a reduction factor used to decrease runoff and introduces a loss of CL x evaporation This simulates rapid non exponential reduction in baseflow due to infltration or riparian vegetation and will reduce the baseflow pa
10. Zone supply out 30 Zone loss 31 Zone rainfall 34 accepl next component Accept Changes The need to accept changes is common to all data entry windows A common mistake is to forget to do this It is particularly dangerous if more than one change has been made Data Entry for Individual Data Icons Further details on data entry specific to certain components is given in Section 8 where the functions of the individual components are described A general description of data entry via each of these icons is given below 7 2 Filed Data Memo b This is the only icon which appears on the data entry header bar for all components It is also the one that is usually used least or at all Clicking on the icon brings up the window shown at the RH This window provides two things Firstly by clicking on update memo the panel below will appear The windows provide space for a very brief mind cat one txt El jogger in relation to an aspect of the node operation This Wee ANNE description can be updated by the user A Input node description 25 characters m Little Para catchment Update memo Data File for this node reading only 1 Little Para catchment Area includes 5 h Input new general discussion 100 char max 40358 Area includes 5 ha below the dam E243324 Accept update D catchment J x Second the window below this description provides a long listing of all the data entered for that node
11. 13 FILE NAMES LOCATIONS AND FORMATS 13 1 File Names and Extensions All data files must be identifiable in text file format ie name123 rai or name1999to2007 flo The rai or flo extension types are not mandatory although they are useful for identifying the contents of the file No spaces are allowed in the file name 13 2 Expected File Locations The wc2000 program is usually located on the main C or D drive If you are using a model project already set up by a person who has set the program directory that is located in the different drive to your own the locations of some files required by the model refer to that drive ie D wc2000 myproject filename the model will not find that file and will not run but will report which file it could not find allowing you to go back and change the file path to suit your open drive layout ie C wc2000 myproject filename The model program when run will generally always require access to a set of rainfall time series files in order to initiate the flow contained within the water system being modelled However there may be several other data files required to make the necessary calculations These include calibration time series files eg flow data and tabular type files eg FEVA files which must be i located where the program expects to find them and ii be in an acceptable format The locations and means for the program to identify the locations of all data files generally fall into two c
12. 6 6 3 Display Options The Display Options tab at the top LH of the Header bar of the Project Layout Screen provides options related to the Screen layout presentation g Current project name Ofred Print Layout creates a bitmap of the spatial To Output Data variation Reserv aee layout of your project including any background pf Print Layout image shown on the screen at the time The Recentre Layout Grid On off image is automatically scaled to the size ofthe SEEN GERE GEN project even if it overflows the screen A window requests the location and name of the image to be saved The image can then be printed and be used to notate flows passing through the project links and or make other notes Mame Number 28 WaterCress User Manual Project Layout Screen Re centre layout returns the spatial layout of the project to the initial start up location To move the whole layout relative to the screen right click on the screen and drag the project layout to the position you prefer See also 6 5 for other screen controls Grid on off is self explanatory See 6 5 2 for Grid spacing Name number toggles between the node name and the node number being displayed on each node component on the screen updated if necessary 6 7 Establishing a Water System Layout 6 7 1 Adding Nodes Ao To commence adding nodes to a layout you must select Model
13. Factors are not changed a change in the model will give highly erroneous salinity values 7 5 Storage Setup Clicking on this Icon for the 7 components which display it in Storage Setup x their header bars will reveal a similar window to that shown at seepage RH opened at the default Volume tab For each of the 7 Maximum volume 10 00 ML components the window variously shows further tabs for Minimum volume 0 00 ML data entry including Seepage Pan Factors or Variation of ae ee D oda ads Store across Year see below Supply delay b days Fan Factors All nodes with a few omitting some elements display the Volume tab under the Storage Setup window It is therefore GIELE H covered in detail here rather than in Section 8 Volume 1 000 m Code 5 Sopra 7 5 1 Volume Tab Apply Changes Maximum volume defines the level at which spill occurs due to uncontrolled drainage inflows Routing refer later may cause the volume in the store to exceed this value but given no further inflow the storage will continue to spill water down to this level If no routing is included any inflows which exceed the maximum volume are immediately spilled downstream Since the model calculates drainage from upstream to downstream any spill occurring from any storage will be taken into account in the water balances further downstream on that same time step Minimum volume is the volume below which the storage will not supply water vi
14. Feva File Routing using a FEVA file The establishment of a FEVA file is described in 7 7 2 The FEVA file allows the user to define in tabular form the outflow versus storage volume relationship In this case the elevation depth and surface area parameters are not used but they or default values must still be included in the file The method works in a similar method to those above in that Store t 1 Inflow t are added to calculate Volume t This volume is converted directly to provide the outflow Often in a storage a FEVA file is used for both the volume area relationship and the flow volume relationship Note To avoid instability occurring in the solution of these equations particularly in daily models when large changes in inflow can occur all of the Methods 2 4 divide the inflow into ten equal parts and calculate the storages and outflows over the 10 sub steps per timestep 7 9 Diversion Functions e The diversion icon only appears on the headers of the Diversion and the Offstream dam nodes The diversion splits a single drainage flow path into two drainage paths The mainstream continues as the remnant after the diversion has been calculated and extracted from it The amount of flow Diverted is determined by varying any of three parameters which are set in the first three tabs at the top of the window RH that appears when the icon is first clicked The amount is then subject to the constraints set in the fourth tab
15. Left clicking on the sub component raises the edit window for that component which is sub divided into sections by the use of tabbed windows There are essentially 3 different input types relating to the sub component type of either Drainage Storage or Demand The layout as provided typically might describe one dwelling and the total water balance for the component is multiplied by the number of dwellings input by the user in the edit box in the upper right hand portion of the window Similarly demands are input as use per person and the total demand is calculated by multiplying by the persons per dwelling user input also in the upper right hand portion of the window The check buttons in the lower left hand corner indicate which mode you are in Typically you will work within the update information mode The adjust spatial layout allows you to change position of the sub components to provide a more understandable descriptions of the model The supply sequence when set gt 0 defines when the node will be attempted to be supplied For example a component with a sequence 1 will be attempted to be supplied before one with a sequence 2 A value of 0 signifies no particular order is necessary but 0 follows sequences 1 2 3 etc In many layouts this order is not particularly important however there are situations where supply to one component is necessary before supply to another is attempted On acceptance of the layout save layout saves the informat
16. Plus a calculation for continuity of volume Store t Store t 1 inflow t outflow t Within the model the equations are solved iteratively by trial and error Method 2 The equation used by this method can be solved directly Outflow t RF1 x Store t 1 Inflow t The volume of water retained in the store at the end of the last timestep is added to the current timestep inflow and outflow is calculated as per the equation Continuity of volume is assumed and therefore outflow t is limited by store inflow Care must be taken with the choice of RF1 and RF2 to ensure outflow does not exceed Store Inflow Method 3 Weir formulae Routing using depth rather than volume to calculate outflow Outflow t RF1 depth t If the spillway outflow versus depth relationship is known and is in the simple form shown above the values for RF1 and RF2 will also be known and can be directly inserted into the formula The depth is calculated by iteration from the Volume to Area relationship established via the Storage Properties icon This may be in the form of the volume area functions or a FEVA file Note a FEVA file can also contain the flow volume relationship but this will be ignored if method 4 is selected In this case the model will use tabular data in the feva file to calculate depth from the volume and use this value in the weir formulae requested 90 WaterCress User Manual Common Data Inputs Method 4
17. RFRO models be obtained from plots of daily rainfall v daily runoff except that the latter will have more scatter Con OF together equal the efficiency of runoff after the effects of the IL abstractions have been taken into account Typical values for IL Con and OF that have been found to give good calibrations between the predicted runoff and the measured runoff for the majority of gauged urban catchments in Adelaide which were mainly residential are shown in table 9 4 OF and Con are assumed as constants for any catchment regardless of the time step used Although IL should strictly depend on the time step selected it has been found that using the values of IL given in Table 9 4 for all time steps in conjunction with the values of ALI given in Table 9 5 for the time step chosen makes very little difference to the calculation of runoff Table 9 4 Parameters for ILCL model Paved Surfaces Wo 1 0 mm day 2 0 mm day OF O09 0B 0 5 0 8 0 0 0 8 The formula established for SA which relates ALI to the chosen time step is ALI 1 timestep in hrs 24 Insertion of the selected time step into this formula provides ALI values as below Table 9 5 Thus at the daily time step ALI becomes redundant and thus does not appear in the daily time step version of the models 9 4 1 Experience with ILCL Modelling of Urban Runoff in Adelaide In calculating total runoff using continuous modelling in a location like Adelaide wher
18. The figure shows an example where continuous flow and salinity readings are plotted as mean daily flow ML d and salinity EC with a line joining consecutive pairs over a 12 year 2 3 4 5 amp 7 B 9 10 period The un joined data is shown plotted on log log scales below dai scho j 3 ng 142 1400 Redraw Apply Changes Factori Factarz Fachoara 40 WaterCress User Manual Common Data Inputs Turretfield Continuous Salinity v How Aug 1996 July 2008 Turretfield Continuous Salinity v How Aug 1996 July 2008 100000 40000 q g gt E a c c E E 1000 00 1 0 00 000 10000 1 0 100 1000 40000 How Mi d How Ml d Figure 7 4 2 Recorded flow salinity relationship for the North Para River at Turretfield While complex models have been proposed it is usually sufficient to represent the relationship by a simple mathematical relationship Two are provided in the WaterCress mode Equation 1 Log salinity Factor1 Factor2xLog flow and Max salinity Factors The graph on the window provides a graphical display of the flow salinity relationship chosen Varying the parameters and selecting redraw provides a preview of the result before apply changes is selected In this equation Factor is the log value of the salinity when flow 1 ie log flow 0 In this example about 3 As flows increase a negative value for Factor2 will r
19. pe t which equals the pan evaporation in mm for current day The daily rainfall is firstly partially intercepted using an initial loss continuing loss process The initial loss is set by the parameter ATHRU and the continuing loss by 1 BTHRU The effective rainfall passing this interception is termed throughfall th The function therefore can provide a non linear runoff response to rainfall determined by the soil moisture store 122 WaterCress User Manual RFRO models Hortonian Runoff is calculated as the value flash where Flash th t x WETFRAC WETFRAC WET WETS x s t 1 where th t is the current days throughfall and s t 1 is the previous days soil store Note the soil moisture store in the SDI model works in the opposite way to most other models The soil store is reduced as water is added hence the reason for the WETS x s t 1 in the above equation A soil moisture of zero indicates a fully saturated catchment and a value approaching SMAX which is the maximum soil store is dry Interflow is calculated as Interflow KI x SMAX s t 1 It is based on the previous days soil moisture KI is a model parameter Recharge to the groundwater store is assumed to occur when the field capacity is exceeded rge t s t 1 for s t 1 0 else rge 0 Evapotranspiration is taken from the soil store where evp t AEP PE t ESW EVPD PE t is the recorded evaporation for day AEP is a model p
20. red 2 Industrial Commercial areas with high impervious proportions shown in Figure 4 3 shaded yellow 3 Undeveloped hills face rural catchments shown in Figure 4 3 shaded light green and Pervious urban parks and large open areas shown in Figure 4 3 shaded darker green 13 WaterCress User Manual Getting Prepared These are further described below with the modelling for the pervious areas within the urban areas and the pervious areas in the last two dot points taken together under the Pervious Areas heading in Section 4 2 5 below Figure 4 3 Basic landuse types identified and separated 4 2 3 Housing Domestic Areas Areas of housing comprise a relatively homogeneous assembly of houses gardens roads verges and small open areas including a few vacant blocks Step 3 Significant pervious areas such as large parks recreation areas watercourse reserves etc within the housing area are identified and digitized as a separate land use and included separately under the pervious classification Step 4 All the remaining housing area is assumed to consist of 25 road easement and 75 housing blocks each with a dwelling Each housing block is assumed to include i 10 of its area taken up by impervious paved paths driveways etc ii a dwelling with an impervious roof area and iii a pervious garden area which includes a small share of the aggregated areas of small communal parks Step 5
21. to any of the four outlets as selected by the user Selection of path is by left clicking over the non domestic roof or pave buttons and moving the mouse and releasing over the outlet of choice An arrow will indicate the path of water In the example above the runoff is directed to the Ground runoff connection point These flows cannot be picked up by any tank storage set in the upper domestic layout e Wastewater flow from the Non domestic demand component is also able to be redirected by the user to any of the four outlets Selection of path is by left clicking over the non domestic demand button and moving the mouse and releasing over the outlet of choice An arrow will indicate the path of water The example shows connection to the Black sewer connection point This wastewater is generated after supply from either the tanks fed from the Non domestic area roofs as first priority or from any external sources attached to the node that have acceptable quality water as second priority 66 WaterCress User Manual Node Descriptions e Because the 4 Additional Functions cannot be deleted their linkages are presently fixed Other than the supply option from the notional tank storage assumed for the Non domestic Roof Demand function components no internal arrangement can be made for on site recycling for the Non domestic addititions The 4 Additional Function components are described below 8 2 2 The Pervious Subcomponent T
22. 00 0 00 0 00 0 00 0 00 0 416 0 00 0 00 407 0 00 1 03 0 00 0 00 D 0D 0 00 0 00 1 03 0 00 0 00 2567 200 06 171 69 0 00 650 82 23215 0 00 0 00 371 75 232 20 0 00 0 01 16 canew City 015 0 00 338 27 15047 0 00 0 00 101 38 15024 0 00 0 0 apLoss om CestSupTa LocalRain CatchRain CatchR off R offCoeff CatchArea J0 1746 19 0 00 0 00 0 00 654 00 52r 30 152 10 28 84 267 00 101 22 JU 1747 30 0 00 0 00 0 00 582 30 500 80 142 00 25 35 524 00 J0 1894 28 1875 06 0 00 0 00 505 10 475 40 60 90 12 81 3226 00 JU 148 51 51 10 0 00 0 00 495 00 47470 61 40 JS 3258 00 J0 302 53 133 35 0 00 0 00 617 00 497 50 250 90 50 43 62 00 JU 3523 15 0 00 0 00 0 00 B41 70 517 40 144 00 27 84 550 00 J0 1581 45 1942 77 0 00 0 00 592 30 504 40 101 60 20 15 a1 7 00 JU 3567 32 3533 73 0 00 0 00 540 50 432 30 6 10 1 87 553 70 Ju 06 14 240 69 0 00 0 00 510 20 405 60 225 10 55 10 155 00 40 0 00 0 00 0 00 0 00 0 00 505 10 0 00 0 00 0 00 i4 0 00 0 00 0 00 0 00 505 10 463 10 41 20 5 90 4272 70 10 1478 05 0 00 0 00 0 00 Br1 80 538 10 164 50 30 56 220 00 J0 1543 07 1520 04 0 00 0 00 575 90 495 80 FOO 15 08 499 00 JU 72 89 25 45 0 00 0 00 560 70 501 70 55 40 19 02 512 00 J0 162 61 56 41 0 00 0 00 560 70 443 10 240 60 53 57 29 00 Clicking on Summary in the Header bar brings up the window shown in the two half figures above they are continuous across the Output Screen and the window has to be scrolled horizontally and or vertically to reveal its full extent
23. 4 Number of DWM GS ERR 57 8 1 5 Adjusting Spatial layout n 57 8 1 6 Selecting COmpoHelis ceo a sun ca ih S nde dnt na eR Du ep HR Dai do RR dn C nod Duke en duunE cos Ead cat ded nentdetenderaonts of 8 1 7 Creating Internal Onsite Links eeesleeesssseseseseseeee enne nnne nnns 58 8 1 8 Removing Internal LINKS ccccccccseccseceeseeceeeecececaeeecececeueesaeecuueesaeeseueessseecaeesseeessesges 59 8 1 9 Drainage and Supply Connections to the Outside World ccceccceccceeeeeeeeeeeeeeeaeeeeeeees 59 8 1 10 House Runoff Calculation seseessssssesssessseseseeee nennen nnne nnne nnne nnn nnns 60 9 1 11 House Runoff QUOI cont ottica atria ono tus GEH eR mt e RN Det vo Ead S d maim am dd mete RAE BAA estt inte s aeta emenda 62 S112 HOUSE TINK Soeren ninian anae a ERNE aane enu OU SII URDU EE OE S a MEN US 62 6 1 19 Seting Demands RR u 63 GA URBAN COMDONGI cerpanie nn EE AR E cs 66 OA MROG UIC WON NR REDE 66 8 2 2 The Pervious Subcomponent cccceeccceseccseeceeeceuceceueeceueeceuceceueesagesaueeseessueessaneeseeeseas 67 8 2 3 Roof and Pavement SUDCOMPONENL ccccceccceececeeeeseeeceeceseeeeseeeeseeeeseeeeseeeaeesaeeesaueesaes 67 8 2 4 Demand Subcomponent ccccccceccceececececeuceceueeceueecsucecsueesueecseesueeeeeeessueeesseessueeseusseas 68 oU Demana TAD RPRRPE
24. 8 11 5 Calibration aja Clicking on the calibration icon brings up the standard calibration window The inputs pertaining to this window are defined in detain in section 7 2 9 91 WaterCress User Manual Node Descriptions 8 12 TREATMENT Component a x 8 12 1 Introduction The treatment process is very simple initiating a net change in quality code but at a price Selecting a treatment component raises the following icon options oS E 8 12 2 Treatment Parameters ES 8 12 2 1 Sizing Tab The plant capacity is the treatment capacity of the plant and has Treatment xj two influences on the process Sizing Limit Qcode Desa 1 The treatment process provides a storage to enable ghost reuse of treated effluent directly from the treatment TI kl day nod e Efficiency of treatment 2 The size of this storage is set equal to the plant capacity ue eet Inflow of effluent in excess of the plant capacity will ct ee pa mean the excess untreated waste will be discharged ene down the drainage path The efficiency of the treatment determines how much of the Supply sequens 0 Apply Changes _ sewage inflow becomes available for reuse A cost function relates the plant capacity to cost of treatment The supply sequence number effects the computational sequence of components that are demanding a water supply A treatment component may be connected in either of two ways 1 On the path of a drainage line H
25. Components Model Components on the ADD selection panel Note Clicking on any component in the RH Drainage Paths component menu display area will automatically switch to the ADD model Weter supply Status Component mode C Output Options C Sg Hi t Next left click and release on the type of tene component you wish to add example Natural catchment icon in the second amv row of the component icon menu Now move the cursor across to the zd layout area A and left click at the location you wish the icon to sit Storage Ne A prompt will now appear asking for the name of the node and giving an automatic sequential adding position within the project p Q4Q mp Q4 ss x The name can be up to 6 characters long and along with the eee il allocated number becomes a unique identifier for this node Use Manis Adding Position alpha numeric characters for the name but do not use spaces A E one 7 space will be automatically replaced with an underscore It is preferable to choose a name for the node that will jog your memory eee of the actual part of the project it is representing and will distinguish ODOORN A ca D eee it from other parts The model program will not allow you to re use the same name for any other Natural catchment but you can re use the name for any other type of component but once only for any particular component type The number automatically allocat
26. Groundwater Loss FGL The removal of groundwater store due to irrigation or just assumed loss is a multiplying factor for all recharge For example a value of 0 6 here means only 40 of the calculated recharge actuall occurs The remainder is lost to the system 105 WaterCress User Manual RFRO models Store Wetness multiplier SWM This value determines the rate that water from the interception store moves to the soil store The depletion of the interception store is calculated as the maximum of the loss based on the soil wetness multiplier and evaporation whichever is the greater The transfer rate can threfore be independent of season if required and ensures that the amount of water retained in the interception store follows a similar power recession curve of the API Usual values are around 0 9 Making this value close to 1 means that depletion of the interception store is controlled by the evaporation rate which follows a more seasonal pattern Groundwater Recharge GWR is the proportion of rainfall that recharges the groundwater store Usual values are 0 05 to 0 3 indicating that 5 to 30 of the flow running off the catchment is entering the groundwater system Creek Loss CL is a reduction factor used to decrease runoff and introduces a loss of CL x evaporation This simulates take up of water from riparian vegetation and the reduction of baseflow in summer months 9 3 WC sd Model WOsd was developed as
27. Headers requiring further detailing are addressed below 25 WaterCress User Manual Project Layout Screen 6 6 1 File Export Import Manager The file tab contains the entrance to the Export Import Manager This tool amalgamates all of thenode inputs for all nodes on to one spreadsheet page This data can then be modified in a bulk lot rather than having to visit each node one by one This program recently replaced the previously existing import export manager It has the advantage of not having to jump into Excel to make changes and provides all project file information on one page The program is still being developed and therefore only provides basic functions for file update and further development is continuing The program named fileupdate exe may be run Current project name 00t MN external to watercress or is more typically initiated Te Output Dstsvariation Display Options from the spatial layout page of the watercress model Export Impor Manager Files copy paste undo Update mp 4 To commence you first identify the name of the project to be modified through the files option on the menu This forces a drop down window identifying all projects available Select project Dam External Multi the project oo use Industry Testdem Ocosttest Ocosttest E M amp creen x p1gawler21138 Operationmodel Osupply Adelsmple
28. Jj Tak Y Y Y N OsDam Y Y N Y Y MutStre Y N Y Y Wetland Y Y N Y Y E a ee ee ee a The Reservoir is generally used to represent a general purpose water authority or farm type dam located directly on a drainage path ie onstream It has a fixed volume and spills when the max volume is exceeded It can receive and supply water via water supply paths in addition to drainage inflows Drainage path releases downstream can be arranged via the Demand icon window The Tank is generally used for small storages It is assumed to be roofed and have vertical sides It therefore does not evaporate and is not given any geometric properties relating depth to volume However it can be used for flow routing and a FEVA file can be entered in relation to routing The Offstream dam is used in catchment studies where many farm dams exist The node contains an in built weir to divert flow into the dam and an in built demand to provide local irrigation The storage does not allow for routing The Multi store is generally a large volume storage used for dual water harvesting and flood mitigation It cannot receive inflow via a supply path but can supply water to a demand or second storage such as ASR storage The water supply storage harvesting level is set at different levels in different months so that the volume for flood storage above this level can be set according to the seasonal risk
29. Note No i display is added for rainfall files 36 WaterCress User Manual Common Data Inputs 7 NODE COMMON DATA INPUTS And PROCESS CALCULATIONS This Section describes how data is entered into and the calculation methods used in operational processes which are common to several nodes eg setting storage volumes demands seepage calculations etc Where a node has a unique or more complex operation data entry and calculations undertaken for that operation may be found in the descriptions of the individual nodes in Section 8 7 1 Initiating Data Entry the Data Entry Icons and Initial Screen The entry of data defining the operation of each of the nodes comprised within a project is initiated by right ce ball be clicking on the node itself seit EIN an EN e hos This will bring up a window similar to that shown at the Eras Bani aderai RH The range of icons that will be shown in the same mM location as in the example above for each of the 18 Rain station factor 1 0 possible nodes are given in the table below and Evap File ladeLevp described in the following sections Delete Made Accept changes Table 7 1 1 Data Entry Icons present for each node type APS BCG liv 10 31 1 31 31 T 1 Urban y v jy 1 1 if i Ded Y Y 1 1Y L jy mema y 1Y l if i mwao Y Y 1 e e Umane Y Y marow Y Reswor Y Y Aquifer Y Y ak Y Y OsDam Y v exte
30. Nov Dec located in the raindata file for each month divided by the favo oza foo cro 070 ovo number of days in the month or may be input as the actual data listed with the rainfall in the rainfall file EET Each initial daily evaporation value can be multiplied by the factors given in the window for the relevant month The surface area of the water body This is set by the defined relationship of the volume to area relationship of the dam For the calculation of surface area of a storage refer Section 7 8 7 5 2 Seepage Tab The storage may be subject to both evaporation and seepage Storage Setup x losses although these may be made to be zero if it is required Velume Seepage to simulate the presence of roofs over the storage or liners Seepageat or Sas beneath it ours morem Seepage is calculated via two optional formulae depending on Sern Mo quada the value set for WF Storage Crainage y nomo Factor For WF 0 initial Conditions Sai 200 mau Seepage t MSR Storage volume t Max volume Volume 1000 m QCode B apt qal Apply Changes Where storage volume is calculated after all other inflows and outflows have been accounted for Under this formula the seepage rate falls at an exponentially decreasing rate from its maximum rate given by MSR as the volume in storage reduces For WF 0 A two part formula similar to that for infiltration applies in that a notional storage of water Seepvol is
31. Options 60 to 69 for House and Urban Nodes only Note many of the Option numbers relate to different outputs for the two nodes Option 60 BOTH Sewer Drain Out Sewer This is the sum of the black and grey sewer drainage paths leaving the House or Urban nodes It may also include the sewer flows coming from upstream nodes if these are separately connected to the node Option 61 BOTH Salinity of Sewer Drain Out SalSwOut This is the salinity of the water leaving as defined in option 60 the node Option 62 BOTH External Supply Ext Sup this is the total of the supply provided from outside the House and Urban nodes to augment any internal onsite supplies in satisfying the total of all the demands within the nodes 133 WaterCress User Manual Output Options Option 63 BOTH Drink External Supply ExtDrink this is the total of the supply provided from outside the House and Urban nodes to augment any internal onsite supplies in satisfying the demands within the nodes entered via the Drinking demand window only Option 64 HOUSE Dish External Supply ExtDish this is the total of the supply provided from outside the House node to augment any internal onsite supplies in satisfying the demands within the node entered via the Dish demand window only URBAN Toilet External Supply ExtToilt this is the total of the supply provided from outside the Urban node to augment any internal
32. Output Options menu you must make your selection before you enter the output screen from where you run the model ADD On the Area C of the Project Layout screen see Section 6 click the Output Model Components Options button to raise the Output Options panel Drainage Paths Water supply te utput Options 126 WaterCress User Manual Output Options For a new project the panel will be empty This is where you enter your panim HE i individual components 4 selection s of which outputs you wish to be able to examine in greater bites Heo Selection Preset C 20 detail for particular nodes eg inflows storage levels spills salinity X Cic variations etc The outputs will be in the form of a time series for these variables Before making your selection you must nominate which Preset Selection group you are establishing The default is shown as 10on the row of buttons at the top of the panel and this is the obvious group number under which to establish your first selection However on subsequent runs you may wish to set up other groupings of outputs while not wishing to remove your original grouping in which case you can retain up to 5 selection groups as choices for further runs When you run the model you will be asked to nominate which Preset Selection group you wish to run To establish update Selection Preset number 1 click Selection Preset 1 accept
33. Screen until altered again This is explained again in the description of the Layout Screen Easting and Northing define the spatial datum of the top LH corner of the Layout Screen As components are added they take their coordinates from the distance they fall from this datum The values can be redefined at any time by the user however these data are not used in the model calculations nor do they change if the component is moved hence this information is redundant and may be ignored Project Information Storage Location The above text data including that entered into the top part of the Project Information window is stored in the program folder Yyourproject in the file pbd txt project broad definition Thus there is a PBD file for each project While it is in ASCI format and can be read it is recommended that you do not directly change the data in this file If a PBD file is lost or corrupted simply copy the file from program folder new into the project folder The Project Information window is rendered invisible by clicking Accept changes or X The window can be raised again by clicking Program setup 5 3 2 2 Change Units Clicking on Change Units will bring up the window shown HouseTenks lditres gt L below Tank Wetland kiloltres gt The program may be manipulated to accept sets of different p negelires Meis default units by selecting from the Units and Scale buttons p megaltres r Alternatively
34. See pene DENDUM UNE L both use the same functions for diversion The diversion processes are described in detail i in section 7 2 8 The node is very useful in investigations of catchments with multiple farm dams where environmental flows are of concern and the calculation of diversion and use is similar regardless of whether the dams are on stream or off stream 8 8 2 Storage Setup e All of the node types use similar parameters and functions for storage These are defined in section 7 2 4 8 8 3 Demand Setup All of the node types use similar parameters and functions for demand These are defined in section 7 2 5 8 8 4 Storage Geometry Setup zal The on stream and offstream dam both use the same storage geometry options These are defined in section 7 2 6 81 WaterCress User Manual Node Descriptions 8 8 5 Routing Setup be The on stream dam and tank both use the same functions options These are defined in section 7 2 1 The off stream dam does not use routing functions as it is assumed to be a storage off the main stream 8 8 6 Diversion Functions e The diversion functions for an offstream dam are identical to the functions for a weir Refer section 7 2 8 for details The off stream dam diversion function differs from the weir functions in a few Ways The storage cannot be overfilled When the storage fills the diversion rate is automatically reduced to Zero The offstream dam uses the rainfall file
35. Selecting the Time step ccccsscccsscccseeceeecceeeceuceceueeccseeceueeceueceueessueesueeseegeesseessaeesseeseas 18 5 2 3 To Access an Existing Project cccceeccceeeecseeceeeeceeeccaeecsuseeseecsaeeceuecsueecsueessueessaeessaeess 19 SEM dio RO T Km 19 SON TOPR COCEA ol MET c 19 Seo MM gs 1616 z a Bel gt o NNI ETT ee ee eee a eee eee 19 0 92 1 Project MTOM MANO MN essssccsisucinweherscnntielateneseue aeetwucebieucinalemsisndiedaesagunesssuetadeactsCusecindendeeeneieatioeuneuineds 19 Project Information Storage Location ccccccccccececeeeeceeeeeeeeseeeeseeeeseueeseueeseeseueesaeeeseeesseeesaees 20 TO ANS in CANNE RE 20 oM PROJECT LAYOUT SC REIN MT E 22 6 1 Area A Project Layout ATGA cuc cccceneccegsacszezecedenssiedasscdaszescdsasasnevsevadsbewseladexsepiseedacseaeseescedousues 22 6 2 Area B Component MeNu ccccccseccceeecceeccseeceuceceueecsueeceueecsueeseeecauseseeseaeeesueesseeseaeeseeeseas 22 6 3 Area C Operation Mode Buttons lseeesesssssssssssssesseeeen nennen nennen nennen nnn nns 23 6 4 Area D Node Icon Styles and Links eeessessssssssssssesenee nennen nennen nnns 23 6 5 Area E Screen Base Area Controls ccccccccscccceeeceusceececeueeceuceceueeceueecsueesseeseueeseeeeseenessanens 24 efc scie deneino Me T L 24 0 5 2 19 8 SCIPIO onera d nd
36. The three parameters define 1 A base flow required to pass before any diversion is made 2 A fraction of the flow in excess of the base flow that is diverted 3 A maximum diversion rate This in effect limits the maximum volume of diversion that can be made in the time step being used 7 9 1 Baseflow tab window The Base tab window is open as the default window The baseflow is set by selecting either 1 a constant daily baseflow volume to pass downstream Variable Diversion Factors This amount does not vary throughout the year All inflows Base Frecion Rate Corstants less than this amount will continue down the mainstream FF gt eily Bacettuwly pas rrr RN Only that part of any inflow greater than this may be 7 Zenstent Montts Baseflon factos subject to diversion see next subsections If a sub daily ter Bux cep UU gy model is being run this amount is divided by the timestep apr POE gy 1 900 yr POO Jy fox Aug 000 Sar Em 2 a tick in the Constant Monthly Baseflow factors box o Fex n FPOO0 pa POCO activates the 12 monthly boxes The factors operate for the month shown on the baseflow value set in the constant rate entry box above Eg 0 5 5ML day for August Sasatlow ra ad from fila A Changes 51 WaterCress User Manual Common Data Inputs 3 a value read from a time series file This option is NOT badiy catt e du Easting 740744 Marthing 63441 356 Elevation 20 0 available
37. Treatment Process Treatment x P Clicking on the treatment icon brings up the window at the acode RH Treatment will occur from code 4 The treatment process reducing quality code over time is tocode 8 controlled with the first 3 input parameters which determine the Atarsteot 05 Quality units per day basic range and rate of improvement Both are subject to effects due to subsequent inflows and outflows and the mixing assumed T EIE The quality code will be reduced from the from code number ee Mina entered to the to code number entered at a rate of quality code DE E NET units entered per day In the example shown if the quality code in any compartment was 12 one day then the following day the parcel of water taht had occupied this compartment will fall 0 5 units to 11 5 94 WaterCress User Manual Node Descriptions Similarly the qcodes of water in all compartments will fall by 0 5 units However inflowing water from the wetland s catchment which enters at compartment 1 and mixing will displace and mix the waters contained in the compartments to result in a re mixed pattern of q codes within the compartments and in particular the end compartment from where supplies are taken If the wetland receives flow with a quality code greater than 14 in the example given above reduction will not occur as the quality is beyond the specified range It is important to ensure the higher value is above any l
38. Typically the tank is used to hold wastewater or stormwater volumes Selecting an off stream dam component raises the following icon options SE EYE The Off stream dam component is a special case combining the action of a weir diverting flow into an adjacent reservoir type storage Diversion ceases when the storage is filled The amount of diversion is controlled by rules input by the user 80 WaterCress User Manual Node Descriptions Off stream for the purpose of this node means the storage NEVER has a catchment of its own and is ONLY filled by diverting a proportion of the passing creek s flow Catchnent 10 Catchment 8 a Off straam Jam 9 maw i Diversion The two watercress model layouts above will both calculate the storages 9 and 11 as auden off stream dams If an off stream dam receives diversions from a passing stream but is also on stream and receives inflow from its own significant sized catchment the WaterCress model layout must adopt the reservoir node for the storage and NOT the off stream dam as shown at the RH In general no spill will occur from the off stream dam since the diversion to it is automatically limited so as not to overfill the dam However rainfall falling on a full storage may overtop the storage and induce a small spill This spill is passed down the same channel from which the diversions are taken Both the offsteam dam and the weir have the diversion input icon and eee
39. a certain type can exist between any two nodes multiple supply paths may exist between storages and demand nodes This multiplicity requires that the order of supply can be controlled by the modeller in order to ensure that the flows occur in the manner and priority order intended An example is provided below The diagram below shows a simple system comprising a single catchment C two storages S and three demands D The numbers shown on the nodes are the consecutive node numbers assigned to the nodes as the example layout was established Other nodes with missing numbers in the node number sequence are not shown Catchment C7 drains to a storage S3 which supplies a second storage S9 The three water demands are taking their supplies from the two storages as shown All supply paths have their default priority and weights assigned as shown see Section 6 9 5 The stage 1 water balance calculation sequence see section 3 6 will pass flow from C7 to S3 If this fills S3 beyond its maximum storage capacity S3 will spill and the amount will be accounted in the water balance but drainage will progress no further since no downstream drainage paths are shown Once the drainage calculations have ceased with the status of the two storages determined the sequence of calculation of supply commences Regardless of the values given by the priorities and weights even if these are changed from the default values the default sequence for calculatio
40. a value of 2 mm means the first 2 mm of rainfall in any day is lost and thus the rainfall input to the remainder of the rainfall to runoff model is reduced Under South Australian conditions rainfall 600 800 mm a forests with canopy closure will typically reduce the effective rainfall reaching the ground by 2096 Inspection of the rainfall depth v frequency relation can assist in setting the canopy loss to be applied When this parameter is switched on the Local rainfall output in the results Summary for all catchment nodes in the respective zones will show their reported values of annual rainfall reduced by the application of their zone parameter These can therefore be compared with the same Local rainfalls where the forestry variation is not applied The third parameter is a multipier factor which acts on the evapotranspiration rate set within the model Since forests have higher evapotranspiration rates this factor may be set at 1 1 1 2 and works directly on the evaporation calculations undertaken by the rainfall to runoff models Hence Final Runoff mm Original Runoff effect due to 2nd canopy loss parameter reduction due to 3rd higher ET parameter 1st runoff multiplier parameter Note Models containing i permanent and unambiguous values of dam storage volumes and usages and ii rainfall to runoff models calibrated for forest cover are best produced and fully tested before embarking on the use of these data variations
41. all potential recharge will be recharged It is the difference between WF and K that determine the delay in the time that it takes for the wetness store to build up and fall and the range of impact that the store has on the calculated recharge Aquifer Cell Structure and Operation In order to model the mixing of the salinities of the recharged waters with the salinities of the native groundwater a mixing model is employed which consists of a series of 10 notionally concentric cylindrical storage cells located radially as rings outwards about the recharge bore The storage contained within each ring increases at a rate defined by the user cell layout factor A cell layout factor of 2 means the volume of each outward cell is 2 times that of its neighbouring inner cell Natural recharge is added to the outer edge of the aquifer All other recharges by supply or drainage paths and via a bore or as unregulated recharge are added or withdrawn from the aquifer centre cell and the effects of the additions or withdrawals are transmitted across the cell boundaries with mixing taking place between the exchanged volumes and their salinities and the cell volumes and their Salinities Diffusion set as a percentage of each cell volume diffused per day also exchanges water across the boundaries The water exchanges cause the salinity mixing The steps in calculation are Step 1 Set up initial cell structure The innermost cell is the bore cell cell 0 and
42. and the salinity and qcode are set to bar unacceptable levels 2 No supply paths exist recharge is via a drainage path only Situation a The recharge to the aquifer is calculated by an infiltration equation The recharge is not limited in its maximum rate salinity or qcode At the maximum this could mimic recharge via onstream or offstream spreading ponds and similar Situation b The recharge from the drainage line is limited by the maximum assigned capacity of the bore s and their salinity and q code limits The situation mimics a run of river situation with recharge limited by the bore limits 83 WaterCress User Manual Node Descriptions 3 Both drainage and supply paths exist In all cases any recharge via the drainage path calculated for the time step under consideration will have precedence in occupying in Situation a the capacity of the aquifer only or in Situation b the capacites of the both the recharge bore and the aquifer In situation b only after the recharge via the drainage has been calculated can any spare capacity in the recharge rate via the bore be accomodated from the supply link s This situation could exist where a recharge bore exists adajacent to an ephemeral natural drainage channel When the natural flows have ceased along with any recharge from them the stormwater flows from a nearby town can be recharged via the same bore If the recharge to the aquifer was via a large capacity in
43. appear at the head of the column in which the output values appear 10 4 List and Descriptions of Output Options Certain performance values may not appear in the listing below It is very rare that these cannot be calculated by summation or differencing of those that do appear It is always important to have a diagram of the layout of the project before you and to understand the model operation in order to assist in obtaining the performance values of interest either directly via the output options listed or indirectly by reference and calculation involving two or more of the output options Option 1 Node Rainfall NodeRain This is the rainfall depth on the node as per the node rainfall file modified by the multiplier selected Spatiallly averaged rainfall on the upstream catchment is available as CatchRain see Option 25 Option 2 Drainage Out DrainOut This is the sum of all drainage paths leaving the node except when drainage is also identified as leaving the node via the Diversion path Diversions are identified and accounted for in Option 11 If optional drainage diversions are not separated in the Summary listing they will be included in DrainOut Option 3 Salinity Drain Out SalDrnOut This is the average flow weighted salinity of the option 2 drainage 128 WaterCress User Manual Output Options Option 4 Storage Held Channel Storage Store Relates only to nodes containing a storage including t
44. axis Clicking on this toggles the axis between left and right L or R L 21 kuppet re SEES 11 3 Cd Cu rud ac 149 20 ICEL ILY Lu U uu kick Me 1159 51 ILLL icon Co bhd EE oe 147 82 ier arin rt Ti iiih Fit 147 dii are Cd Co rud EE io ICEL Tog co EU EE DLE ter icon C RU ei 148 57 ier Fd rt i iiih Fit idi iH arr ILY Lu U uu Z4 LESA ILLL Too co n odd EE 115 23 Wer icon Co RU ei 144 35 ier Cur Ei dhi X14 144357 cci ILY Lu U uu Z4 1TH ILLL Icon Co ono E 143 84 JC CC h je aaor Lug ede Y Axis or Variable Selection 3 E 1 DrainFram 23 DrainFrom a ja date a cate ja date Plot selected variables Scrolling through the graph is either by the arrows on the top menu or better by clicking on the spreadsheet and using page up and page down or arrow up and down on the keyboard The point highlighted on the spreadsheet unless the end of the data is reached is the left most point on the graph Graphing can be made for hourly daily monthly and annual by selecting the appropriate summary step from the top menu bar 11 4 1 2 X Y Plots The input boxes to the left hand side of the graph sheet provide inputs to the graph The 5 coloured windows identify up to 5 traces that will appear on the graph Selection of the required spreadsheet column will plot that variable in time series Values of 0 will not plot a trace The white window defines an X axis variable
45. catchments The choice is provided after clicking the ba catchment icon on the Header bar on any natural catchment node After entering the catchment area and Qual code leaving the catchment Clicking the RFRO model parameters tab on the screen will bring up the screen below The type of runoff model that will be applied to the rainfall record for the node may be chosen by ticking one of the windows WC 1 parameters 12 WCsd sub daily 15 ey il be fA ILCL Runoff Model Catchment Characteristic x Setup nm AWBM 15 M wc WwEsd o AvveM Simhyd Sacram SsD SFB Hedog ILCL M SimHyd 8 I7 une I une Tu Sacram ento 1 5 Parameters required i 2 Median soil moisture MSM 1 80 000 SDI 9 Interception store IS 25 000 SFB 7 Catchment Distribution CD 45 000 Groundwater Discharge cvy E 5 Soil Moisture Discharge SMD 0 00001 Hyd rolog 1 0 Pan Factor Soil PF 1 700 The ILCL model should not normally be selected for natural Fraction Groundwater Loss FGID 300 catchments but may be useful in particular circumstances sinet MBIIDIET SM E M The ILCL model is automatically selected for the impervious b c M cM Creeklaggs CL In an parts of urban catchments KS rouina perameler ooo Canopy Interception CT 0 000 These models were developed by many individuals for varying conditions across Australia It is not the purpose of this manual to describe all of these in detail Detailed discussion can be found on t
46. click the Adopt Changes cE Fj wore f ME button Adopt Changes At any time the user may click X for cancel top RH corner of window to T ainiin leave without adding or changing a source link 6 9 5 Understanding Priorities and Weights Priorities and weights are assigned to all water supply links and are only of significance when a receiving component gets its water supply from more than one other storage node le the priorities and weights are assessed from the viewpoint of the water receiving component only The order in which the receiving or demanding node seeks to take Supoh to X7 trom H7 the water from the storage nodes is determined by the assigned priorities For example it may be wished to supply a demand from a Priority h Were I ag reservoir and an ASR bore and only when the reservoir is empty will water be taken from an ASR bore In this case the reservoir will be Adopt Changes given priority 1 and the ASR bore priority 2 Shove ali links Priorities only have relative significance l e if a node receives its water from only one other storage node but this is designated as priority two this will be recognised as the highest priority and water will be taken regardless If the priority is set to O no water will flow If the receiving node seeks to get its supply from several sources at once and mix them in certain proportions it can do so by assigning the same priority to each source and setting the proporti
47. code of drainage water node The quality code leaving is set at the Quality code of drainage water 12 WaterCress User Manual Node Descriptions 8 5 Natural Catchment Component 8 5 1 Introduction The Natural rural Catchment component produces a time series of runoff using relatively complex rainfallto runoff conversion models and runoff to water quality relationships A number of model options are provided to the user These include an engineered impervious catchment which has an enhanced efficiency of surface runoff generation thereby increasing the yield particularly during drier seasons The selection of the appropriate rainfall to runoff model and input of the appropriate parameters will allow a wide range of different catchment types to be simulated The natural catchment component calculates runoff from the natural or pervious surfaces unless specifically identified by the specialist model of a rural catchment applied with a single rainfall record It is assumed that the surface component of runoff calculated reaches the catchment outlet in the same time step as the rainfall unless a separate delay or routing procedure is adopted For large catchments which have several raingauges it is best to separate the catchment into a separate sub catchment for each raingauge and to link the sub catchments by drainage lines according to their drainage pattern A downstream catchment may receive runoff from an upstr
48. completed over the total period of record requested For daily statistics are completed over the total daily record requested Canpa meon belaeen Whe Ties arid secon datasets ata monthly imesrep scmpl z NE Mean second Aita Sct 75616871522 9715222413 20398737 EL Stardore Error c1 zelimacc sen pack i roe lage wim amp MNRE EH AA SAT suizril Pii run oett Wariston Cv Coeff Sur ess Lis dlclt e R e Coefficient of Efficiency e Coefficient of Variation The statistics are calculated when the Central tendency and Variability button lower LH corner of the screen is pressed and three windows two are graphical are displayed This statistical output is often used to calibrate a rainfall runoff model hence a range of comparison statistics are also provided comparing the first data set to the second see also Section 12 These access how the first data set is related to the second providing the e Standard Error of Estimate e Percentage Volume Difference A flow distribution curve is included which shows the percentage of the time certain flows are in exceeded This provides a direct visual comparison of the two variables chosen and as for statistics only includes the data deemed good x 120 000 110 000 Monthly Calibration aI 1_OranFram kL m c z 10 au 3 40 50 60 r Percentage Exceedance a0 90 100 20 0004 15 0004 rainFrom EL 10 0004 1E 50004
49. fraction set at 0 5 will attempt to supply 10 ML per year at the distribution pattern defined Supply to meet an internal demand is given higher priority than for any other demand As this is internal demand the volume supplied may be tracked in the supplied from output option listing Toggling through the demand distributions will provide a choice of different patterns for the supply to be taken The 12 monthly proportions making up the annual demand pattern are listed as sets with wateruse txt within the project file If a pattern cannot be found via toggling one of these sets may be altered to define the desired pattern 7 6 4 Spill downstream Clicking on Spill downstream instead of use will discharge the volume intended for daily supply to the internal demand downstream via the downstream link This has limited application but has been used to store winter runoff to be released in summer for environmental uses 46 WaterCress User Manual Common Data Inputs 7 7 Storage Properties The icon is only found on the headers for storage nodes The properties addressed under the icon include the storage geometry and via the use of the FEVA file the determination of the outflow spill rate for storages held in excess of the maximum volume up to the spill level Clicking on the icon will bring up the window shown below at the RH 7 7 1 Simple Volume Area Options The relationship between the volume of water held
50. has a volume vO The outermost cell cell 9 has volume v9 The cell volume proportions are calculated as f where n is the number of the cell and f is the cell layout factor Thus for f 2 cell 9 will have a volume 2 9 or 512 times larger than that of cell O The proportions are shown in the table below along with the cumulated proportions and the volumes of each cell and the cumulated volume for an aquifer with an assigned total water storage volume of 10 000 ML ope Pp ef PP Pp cell vol ra 19 6 39 1 78 2 156 4 312 8 625 6 1251 2502 5006 sum ra 29 3 68 4 146 6 303 0 615 8 1241 2493 4995 10000 The cells are then filled from cell 0 outwards by an amount equal to the assigned initial volume The salinity will be the assigned initial salinity value equal to the salinity of the native salinity of the aquifer groundwater sn 87 WaterCress User Manual Node Descriptions The remainder of the cell s outwards are assumed empty The diagram below is a not to scale representation of a half filled aquifer In the example given above cell 9 would occupy half of the aquifer storage and all cells to cell 8 would be filled Step 2 Re calculate Cell Volumes and Salinities at each daily Time Step If the model is runing at a sub daily time step any additions to the aquifer or withdrawals via either the water supply or drainage paths are summed to a daily total and all water balance calculations for the aquife
51. in the node itself It does not include any water inflowing to the node from upstream This option is only available for nodes which generate drainage ie Natural Impervious House and Urban nodes and the net effect of rainfall on open storage surface areas see Option 15 For storages It is also calculated before losses to seepage are extracted See also Gen RO Option 9 Salinity of Drainage Generated SalGen This is the salinity of the water generated in option 8 within the node Option 10 Drainage In Drainln This is the total of all water entering the node via drainage paths from upstream nodes including diversions from Weirs baseflows via Springs and runoff and wastewater from upstream House or Urban nodes However note If the receiving node is a House or Urban node any separated sewer inflows while still included in Drainln will be kept separately accounted so that they can be accumulated with similar flows generated within the node in question if such flows exist These inflows may not be used as supplies within these nodes therefore if these paths are input to the node in the desire to keep them separately accounted it will be necessary to ensure that similar separate outlet paths are created for them or they will disappear out of model Option 11 Drainage Diverted Divert or Water Treated Treat This is always drainage diverted from the main stream The composition of the flow diverted may be
52. introducing an interception store and or Creek Loss Of interest is the similar way that the baseflow store is recharged by taking a constant proportion of streamflow Examination of streamflow in the Barossa Valley and the Wakefield River has indicated that recharge reflected as baseflow is closely related to streamflow of the previous winter season It appears in semi arid catchments that the rainfall conditions that provide for streamflow also provide for recharge This being said the constant discharge rate adopted by both models is used by many others and is more an issue of simplicity rather than being the best function 118 WaterCress User Manual RFRO models 9 6 Simhyd Model 9 6 1 The model concept The Simhyd model was created from the hydrolog model which has been in use since the 1970 s The model uses 3 stores to simulate fast interflow and baseflow components of runoff Various routing functions are also available but these are not included in this basic model provided The layout is shown on the structure diagram of the model below PET INS C Interception REC CRAK x SMSS MSC x O UNF INT H EAC rain intercept capacity rain EAC SRUM ZERC INF INT SUB x SMSS MSC x INF ET iNF COEFFx exp Sa x SMS SMSC SMF INF INT REC REC SMS SMSC if ve SMSC Ground Baseflow BAS 2 Kx GY GWD Store Figure 9 6 1 Layout of the Simhyd model 9 6 2 Data Input Ca
53. is clearly easier to do it this way around than the reverse When the image first appears on the screen it will be either larger or smaller than the screen Use the scale factor to provide the size of the image on the screen Remember the screen can be scrolled to fit very large images and models however in general it is best to keep the the image to about the screen size Scaling up or down too far leads to grainy images and it is better to set the image close to its required size by using a 3rd party image editing package Offsets are best left at O and O when placing new images They are mainly used to shift the image in the horizontal and vertical directions when you are trying to fit an existing component layout into a new background image It is best to make small changes to the shift values to assess the movement they make to the image first Beware large shifts may send the image off the screen where it can only be viewed by scrolling the screen 24 WaterCress User Manual Project Layout Screen 6 5 2 Grid Spacing Under most circumstances it is best to leave the Grid Spacing at the default of 50 m The only use that the spacing value has is in determining link distances that influence costs See 6 6 3 for Grid on off 6 5 3 Icon Size The font Size of the icon may be changed via the toggle Reducing the icon size assists in reducing the spread of large projects outside the screen area 6 5 4 Seach for N
54. level of receiving flood inflow events The Wetland is used when inflows of poor quality code are to be delayed longer within the storage to allow natural time dependant processes to improve water quality before supplies are taken The facility is particularly useful where different upstream inflows have different quality codes and thus different delay requirements Downstream releases can be arranged from all storages by arranging a water supply to a demand node then releasing the supplied water as a wastewater stream via a drainage path The Reservoir Offstream dam and Tank provide a fixed supply delay for water quality improvement o4 WaterCress User Manual Node Descriptions 8 0 MODEL COMPONENT NODE DESCRIPTIONS 8 1 HOUSE Component 8 1 1 Introduction g twn one txt The house component has been established to enable recycling to occur within a single node involving runoff generation supply storages treatment and their inter linking in a simplified manner thus saving space that would otherwise be required to accomodate all these functions in separate nodes on the larger layout screen The House component provides i a mini spatial system layout area in which the internal system layout is assembled and ii a means for linking these to the larger outside layout screen so that the house can be fully integrated into the larger scale system The House layout can represent the on site water system for a sing
55. long term reduction in effective rainfall due to the abstraction of an IL of 1 mm day etc If as stated the roofed and paved areas are assumed to occupy equal areas the average runoff coefficient for the total of the impervious areas would be 41 If the pervious part of the catchment is assumed to occupy 50 of the total catchment area but to generate little runoff then the runoff coefficient for the whole catchment would be 20 5 By assuming different values for IL Con OF and different proportions of roofed paved and pervious areas different average runoff coefficients for the total catchment can be calculated Figure 9 4 2 shows a theoretical indicative range of runoff coefficients calculated for catchments with different proportions of impervious and pervious areas Obviously by including pervious areas into the calculations which are assumed to have zero runoff the overall catchment runoff coefficients will be reduced in direct proportion to the proportion of pervious area Thus while from Figure 1 an 80 runoff coefficient might apply to a stand alone roof with an initial loss of 0 5 mm day and when connected directly to the drainage system ie Con 1 0 and having an ongoing loss OF of 10 if the roof was surrounded by an equal area of pervious catchment with zero runoff the overall runoff coefficient for the total area would drop to 40 Thebesdire lone graph represats equ arees dt rocfedard pad sufaceswithinitid Losse
56. manner in which the output is to be presented depending on whether the time step is daily or sub daily 100 runs of 100 years creates 10 000 years of potential output data ie 3650 000 potential daily values or 24 times this for hourly values Because of these large numbers of potential outputs the presentation of output data for daily and sub daily time series data is handled in a different manner For daily time step data During a WaterCress project run output data is accumulated as daily hourly and annual totals which are listed in the project folder in the adaily csv amonthly csv and aannual csv files For the multiple run options are provided to either i list all the outputs into one long file for each accumulation hence all the output will be placed in single adaily csv amonthly csv and aannual csv files or ii output data for each run will be placed in individual files adaily1 csv adaily2 csv 2 amonthly1 csv gt aannual1 csv gt files will be created For hourly time step data For hourly then the accumulation method allows for significant filtering before data is saved thereby reducing storage space If you are running an hourly model and you wish to store hourly data firstly you need to set a file in which to store the output data The options to filter data are limited at this stage as this section particularly hourly modelling is under development The option provided allows you to record the top n hourly valu
57. model requiring in its original form 16 parameters In this version this has been reduced to 14 parameters plus one additional to adjust the evaporation POWER Much of the complexity is related to the groundwater modelling and therefore it could be expected that the model is most suitable for systems with a high baseflow component The watercress input window is shown below and typical values for each parameter is shown adjacent Catchment Characteristic x Runoff Model x Setup p Parameter Typical Range we if wcasd AwBM Simhyd v Sacram 90 400 spl SFB Hydog eL 10 80 none f ka i 5 0 09 0 5 Parameters required E 0 5 3 LZTWM Lowerzone Tension 90 000 mm 10 100 UZFWM Upperzone Free 22 000 0 005 0 45 UzK Upperzone lateral 0 100 mm 1 80 REXP Percolation exponent 0 700 5 50 UzZTWM Upperzone Tension 15 000 mm 0 002 0 3 PFREE Percolation proportion 0 200 0 0 03 ZPERC Percolation increase 5 000 5 50 LZFPM Lowerzone Free 25 000 mm 0 0001 0 3 L75K Lowerzone Lateral 0 005 mm O 0 03 PCTIM Permanent Impervious 0 020 0 20 L FSM Lowerzone Supp 2d mm 0 5 1 0 LZPK Lowerzone lateral 0 01 mm ADIMP Variable impervio 0 02 RSERV Lowerzone reserv 5 FOWER Ewap multiplier 0 7 Initial Conditions Soil Store 0 Ground Store i mm 9 9 2 Model Concept Apply Changes The model utilises 5 stores two upper and 3 lower groundwater These stores separate storage of two types
58. n Ron anta iion nk a ge tn thia anie 90 e T ceo 8 O eaa Rc m 90 OC T E 90 Supply Salinity and QCode 1 0 ec eeccccsecccceeeecesececenceeceeeeeeseeeeseeeeceesecsaeeeseueesseeeessgeeeseaeeeseeessaees 90 S NILUNSE COST FUNCIONS MEN 90 8 11 MULTI STORE Component ccccccccccccceeecee ceca cece eeseeeeeeeeeseeeeseeeesueeseeeeseeesseseeseeeeseeessnseaes 91 Re Pel MIRE OL eie r 91 0 11 2 S0rage SOUD ee eee ee eee ee eee eee ee 91 8 11 2 1 Variation of store across the year ccc cececcceececeeeeeeeceeeeseeeeaeeeeseueeseeeeseeseeesaeeesaueesaes 91 muse eleracit esn im 91 g TTA Ps OUI Data EST y sassaresi snae a oculoa notiones edm soU Nue LAU EEN EE auauseaunevseseauaeys 91 M uL 8 e nO RE ee ee ee ee 91 0 12 TREATMENT COMPDOME IM osecscivecscccceesccedensezuscotsnawescuenscdezsecesdeasonesmpasevecdeaexeeeiercdedeeaexussseeaeaues 92 eZ Wf Tuin goo COM MM rnm 92 8 12 2 Treatment Parameters cccccsccccseccsececeeeceuceceueeceusecsucecaueesaueceueesseeeeueessageeseeesseeesseeseas 92 NEAN Erie Bi om E O O 92 NEA EARN NI T Ec 92 8 12 2 3 Desalination Tab I 93 GZS Troatment COSI oinaan EE EEE EAN EEE EEEE AAE EA E E EEEE 93 om a 2 a e REED m I 93 o Fo WETLAND CODDODSNLD orsus ort ee tempus ou nude Stop cebat e
59. nest ni as shown If this selection is already populated the selections will appear in the panel below click Clear Preset to blank the sheet You should now have an empty output option window similar to the one to the left above To add output variables to the panel list left click onto the node you want to select output data from The whole range of available output options for that node will appear in two columns on the LH of the panel giving the names of the options a tick box for making a selection and an index number for that particular selection A draw bar will enable you to Output Options a scril down if the selection is longer that the panel C Individual components Selection Preset v 1002 C 3 Tick the options you select say the top two in the example shown Clear Preset 7 4 7 5 Output Options X te Rainfall and Catch drain from the modelled d zii C individual components 2 outflow from the catchment When you have Salinity can from 3 Seite Garces made your selection Click accept next E Herrin d d rars catchment Two numbers will appear in the RH T Node ro depth 23 7 Rair al ali Hi part of the panel The first part of each numberis p3p mdh z lt EEEREm the number of the node for which you are Soil store 28 Node Drainage 8 making the selection 1 in this example The Mii is Node eden MER second part of the number is the two digit record C Gw Elevation 32 Cachiodeph 24 of the index
60. normally unregulated in terms of flow rate or occurrence No maximum rate is set for the movement of water down a drainage path Drainage rates are usually dictated by rainfall rates catchment areas and channel routing but may also be determined by storage outflow formulae entered by the modeller In nodes where there are more than one drainage and diversion path allowed drainage links at the sub division level are colour coded so that the user can readily identify the different types qualities Pink diversion path from a diversion type weir or separated groundwater flow from a catchment Blue normal rural or stormwater flows generated by rainfall on catchments Green runoff from roofs from house and urban nodes Grey thin black on site greywater discharged from house and urban nodes Black black sewage discharged from house and urban nodes There is no requirement to keep these paths separated and it is left to the user to define appropriate drainage connections once the flow in a flow path has drained from any node Once the colour coded drainage has been joined to the next node downstream eg a tank the colour code will change to that of the downstream node drainage In the case of a tank this is the normal blue colour The majority of blue drainage originates at the most upstream catchment nodes All nodes further downstream may receive drainage from upstream and all nodes can transmit drainage through them to f
61. of calculation of ILstore for a 16 hour period is shown adjacent ILstore is the store at the end of the hour shown The Runoff depth must be reduced by the fraction OF and multiplied by the effective area to provide the volume of runoff for each time step The value of IL entered for the sub daily timestep model is usually the initial loss entered for the daily time step model eg 1 mm day shown in the table a typical value for an iron roof gutter in medium condition Preliminary investigations for Adelaide rainfall has shown that in order to maintain the calculated runoff depth approximately equal when the same rainfall record is used but different timesteps are employed different values of ALI must be used ALI 0 995 0 978 0 957 0 746 o Hr 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 total ALI ILstore Larger values of ALI will drain the store more Drain rapidly and thus increase the total amount of rainfall that is ILstore ALI lost and does not contribute to runoff IL 1 mm ALI 0 950 Rainfall ILstore Runoff 3 3 co O Quoooooaooo O1 Soo oo 3 3 4 8 mm as o If the daily value of IL is assumed to be X mm day the values shown above can be seen to fit the formula ALI for timestep T mins 1 T 1440 where 1440 is the number of mins in a day Remember Click the update button on the window when all data has been input 61 WaterCres
62. of the most upstream tributary nodes All waters are moved from their sources via the drainage links in a downstream direction Routing may be applied Drainage flows from different tributaries are amalgamated Each node in the drainage path performs its drainage related functions after input of the amalgamated drainage flows from upstream If a storage receives drainage and supply inflows outflows the effects of supply flows are not taken into account in the Stage 1 calculations Wastewaters generated from previous days activities are similarly transferred via drainage links Evaporation seepages and leakages are removed and spills and diversions are transferred further through the system to complete an interim updated end of time step stage 1 water balance Stage 2 Water supplies Supplies are then drawn from storages to satisfy demands The sequence of calculation does not often matter but where it does this is controlled as described in the next Section 3 7 After the supplies have been calculated the final end of timestep balance is given The amounts of wastewater generated from the supplies are placed in temporary storages ready for release in the next time step The importance of the order of calculation of the supplies in reaching this final balance is addressed below WaterCress User Manual Basic Model Structure 3 7 Priorities and Weights and Supply Sequences As described whereas only single drainage paths of
63. on site recycling or into the sewer drainage system In both cases a proportion of the supplied water is assumed to be lost in the use process The volume loss is determined by the loss fraction This water has a defined salinity and quality code change Export salinity is multiplied by a value and export quality code is set Cost Tab Cost is added in the same way as tanks sect 8 1 11 if Soilstore calculated demand or Demand Constraint Quality Cost Quality constraints limiting supply availability Salinity 1000 mg L Quality code m P Update Drink Demand Constraint Quality Cost Outflow salinity inflow multiplied by Use boss fraction Quality code 0 20 leaving node E Update Drink 65 WaterCress User Manual Node Descriptions 8 2 URBAN Component 8 2 1 Introduction The Urban component is essentially the same as the House component but contains details of runoff and demands for additional facilities likely to be co located with the houses within larger urban areas Since the operations of the House and Urban component are identical for much of their operations this section will only describe the additional functions and differences of the Urban component and the reader is directed to Section 8 1 for information on all other areas of common operation Differences Component List Saveorload aset The Urban component has all the same functions for
64. ongoing fraction and continuing loss respectively Surface in the diagram is therefore already multiplied by OF as shown in the formulae below the diagram The amount of surface runoff is finally reduced by Con which is the fraction of surface runoff that reaches the catchment outlet via the varying connectivity of the drainage paths within the catchment Rain surface runaff surface x can Interception l ltt Loss surface x 1 can lass ili x 1 ALI space IL ili 1 If rain spacert 1 Surface rain space x OF If rain spacert 1 Surface 0 Figure 9 4 1 Layout of the ILCL model For a daily model e Daily runoff Area Daily rainfall IL Con OF when rainfall gt IL or e Daily runoff 0 when rainfall IL For a sub daily model e Daily runoff Area Daily rainfall space Con OF when rainfall gt space or e Daily runoff 0 when rainfall space Where Area is the total of all the individual impervious areas of roofs or paved surfaces within the sub catchment for which runoff is being calculated IL is the Initial Loss assumed for that surface type Con is the degree of connectivity for that surface to the main drainage system and OF is the ongoing fraction of rainfall lost after the initial loss had been extracted IL can be estimated with some accuracy from plots of event rainfall v event runoff A similar value will 109 WaterCress User Manual
65. onsite supplies in satisfying the demands within the node entered via the Toilet demand window only Option 65 HOUSE Bath External Supply ExtBath this is the total of the supply provided from outside the House node to augment any internal onsite supplies in satisfying the demands within the node entered via the Bath demand window only URBAN Garden External Supply ExtGard this is the total of the supply provided from outside the Urban node to augment any internal onsite supplies in satisfying the demands within the node entered via the Garden demand window only Option 66 HOUSE Wash External Supply Extwash this is the total of the supply provided from outside the House node to augment any internal onsite supplies in satisfying the demands within the nodes entered via the Washing demand window only URBAN Industry External Supply Ext Ind this is the total of the supply provided from outside the Urban node to augment any internal onsite supplies in satisfying the demands within the node entered via the Industry demand window only Option 67 HOUSE Toilet External Supply ExtToilt this is the total of the supply provided from outside the House node to augment any internal onsite supplies in satisfying the demands within the node entered via the Toilet demand window only Option 68 HOUSE Garden External Supply ExtGard this is the total of the supply provided from outside
66. or maintaining upstream works all flow down the stream paths to be trapped in storages costs build up in a storage before being transfered to a customer via a supply path Unlike water the held in storage are not removed by spill events The cost of supplied water is calculated as the proportion of the stored water removed to supply multiplied by the dollars held in storage Used only for storage Option 17 QCode of Storage Qc Store The average volume weighted Quality Code of the water held in the storage This will usually be the same as for Option 18 but covers periods of storage when no supply out is taking place Option 18 QCode of Drainage in QcDrnln The flow average Qc of all drainage in Option 19 Water Recycled Recycle The amount of wastewater that has already passed through supply has been reduced by any associated losses and is re supplied to assist in satisfying internal demands Option 20 Blank Option 21 Blank Option 22 Blank 130 WaterCress User Manual Output Options Option 23 Runoff Generated depth GenRO This is the spatially averaged depth of runoff typically expressed in mm generated from rainfall on Natural and Urban catchment nodes only It excludes any inflows from upstream Option 24 Catchment Runoff depth CatchRO This is the spatially averaged depth of runoff typically expressed in mm from the entire catchment above and including the node in question T
67. series pattern of demand for water set for the demand node in question Option 29 Modelled Groundwater Store GwStore The amount of storage currently held within the groundwater stores of the Natural catchment as calculated by the rainfall to runoff models Commonly expressed in depth mm or Demand Not Met DemGap The time series of the gap between demand and supply for the demand node in question Will be zero for all times when the demand is being met Used to define the time amount and duration of failure events in conjunction with Option 28 Option 30 Node Evaporation NodeEvap The amount of water being lost to evaporation within the Natural catchment models mm as modified by any pan factor applied Maximum Storage Held MxStore Will extract and record the maximum storage value calculated when the project is run at a short time step when the results are reported at a longer time step Eg when the results are aggregated over the daily monthly or annual periods will record the maximum storage that has occurred during those periods 131 WaterCress User Manual Output Options Option 31 Maximum Rate of Drainage Out MxDrnOut Will extract and record the maximum rate of mainstream drainage outflow calculated when the project is run at a short time step when the results are reported at a longer time step Eg when the results are aggregated over the daily monthly or annual periods will record th
68. sources Topographic Maps for catchment areas boundaries etc System Maps for identification of input output processes sequencing Isohyets Data locations rain gauges flow gauges dams Rainfall flow evaporation time series data Transfer rates into and out of facilities including ASR rates Urban development zones maps Identification of roof paved open areas Demands for different water quantities and qualities by different users and user groups Volume Area Depth Outflow data for storages It should be recognised that significantly greater time and effort is usually required for data identification location collation checking gap filling error rectification etc than in model running calibration recalibration and even output analysis 4 2 Data Files Preparation 4 2 1 Introduction WaterCress models consist of an assembly of nodes which represent specific water related processes occurring within the components of the system being modelled plus a series of links between these nodes which represent the passage of water between them The upstream nodes generally represent sub catchments and the model calculates a continuous time series of runoff from each sub catchment according to the time series of rainfall over it These flows are passed via the links to downstream nodes These either 1 similarly calculate and merge the generation of runoff from additional tributary sub catchments situated further downstream or m
69. storage These are defined in section 7 2 4 There is one additional input enabling the variation of the storage across the year 8 11 2 1 Variation of store across the year The maximum volume of the storage can be varied month to month by input for each month a fraction of the maximum store The maximum volume for a particular month then becomes the maximum volume as set by the window above multiplied by the monthly factor set At the change of month any water held above this volume will be released at a rate defined by the routing parameters For example Setting the value in any month equal to one will set the storage equal to the maximum volume Setting a value of 0 5 will set the storage to 0 5 x the maximum volume 8 11 3 Storage Geometry 8 11 4 Routing Data Entry Storage Setup ga Wolume Seepage Maximum wolume Minimum wolu me Fan Factors Wariation of store across year Initial Conditions Salinity lo mg L ge ERES Same az volume 0 000 ha Code lo accept qual Apply Changes Annual Store Variation fo x Fraction of maximum shore Jan Feb War Apr May June 1 00 pro 100 100 1 00 1 00 Juy ai heal Oe Mey Dee 1 00 ro fioo ron roo i00 These functions are the same as for the dam component and for details refer to section 7 2 6 Pci on the routing icon brings up the standard routing window The inputs pertaining to this window are defined in detain in section 7 2 7
70. storages as shown in the below figure to track the notional vertical passage of rainfall by gravity through interception soil moisture and groundwater The soil store is generally the main runoff producing component requiring only changes to 4 of the parameters to produce reasonable model calibration 102 WaterCress User Manual RFRO models Surface runoff is calculated with possible contributions generated via the calculations performed for the 3 layers of the model as surface interflow and groundwater contributions Rain Infiltration Rain horton jon max rain Cl 0 down excess intercept capacity horton OF X max rain IL 0 Surface fact x down x 1 GVWR To Sail down surface GW flow Seepage im im Interlow seepage x SMD x sm Ground Store Base flow gw t x GWD Figure 9 2 1 Layout of WC1 model The greatest proportion of the flow is usually generated via calculations which notionally track the total of the saturated surface areas within the catchment The total saturated area is assumed to be related to the accumulated soil moisture via a normal distribution equation as shown in the diagrams below To calibrate such a model two parameters are required the median soil moisture of the catchment MSM and the catchment standard distribution CD Typically these values are found to lie between 150 to 250 mm MSM and 20 to 80 mm C
71. the rain grid option is selected It is assumed that as a grid of rainfall is input then the variation of rainfall across the area is adequately handled by the grid itself 38 WaterCress User Manual Common Data Inputs The Zone number A group of similar nodes eg catchment or storages may be assigned a common zone number so that certain data common to all those included within the same zone may have some aspect of their data modified by a common factor Eg rainfall factors may be modified in steps of 2 or storages reduced by 55 etc The application of the factors is described in section 6 6 2 Output Options x In addition certain output options allow for the accumulation of certain puse S x z C3 f a a Clear Preset i elements within an individual zone The selection within output options Gear Preset z shown to the right allows zone salinity volume supply in supply out m ei supom ae loss and zone rainfall to be output Max Storage held 3 due Mas rate drain aut 4 i Storage level 5 To output the required parameter for a zone the user is required to select s True drain aut B os Observed runoff T just one node that is included in the zone of question and select the zone MEL i iss iD i True observed data 13 output required Observed data 14 Actual flow 15 Actual storage 16 Actual supply out 17 Actual supply in 24 Zone salinity 25 Zone volume 26 Zone supply in 2T
72. this excess will be added to REC which is then passed to the groundwater store The soil store is subject to evaporation loss which is calculated to be ET lesser of EM x SMS SMSC or PET EM is understood to be a user input parameter However in Simhyd it appears to be set at a constant value of 10 For the WaterCress version of this model an extra parameter for EM is provided for the user Baseflow BAS is calculated K x GW Where GW is the amount held in the groundwater store Total runoff becomes equal to SRUN INT BAS 9 6 3 Discussion Hydrolog was used widely in SA in the early 1980 s to estimate flow from South Australian catchments with annual rainfall of 500 to 700 mm However it was found at the time that the model did not reproduce the RF RO relationships faithfully and this led to the development of WC1 and the consideration of other models such as AWBM The problems found centered around the calculation of the infiltration function which was a far too blunt instrument to explain runoff effectively It was found in most instances to be calibrated out of operation in all but extreme rainfall conditions Without this function this just left a linear interflow function to explain variances in runoff In low rainfall areas this was found wanting However it is recognised that the infiltration function could potentially be of value when a sub daily timestep is used 120 WaterCress User Manual RFRO models
73. usual purpose is to provide better definition of extreme events The model may be run with daily or sub daily time steps 142 WaterCress User Manual Output Results The program is designed to run only up to 200 years in one run Generated data is therefore best bundled into lots of 100 years Each bundle of 100 years uses rainfall data with file names incremented for every run step For example if you are using two rainfall stations called adel rai and belair rai the rainfall file names required for multiple runs will be adel1 rai adel2 rai adel3 rai gt belair1 rai belair2 rai belair3 rai gt The rainfall data must be stored in the same locations as you would store single file runs However as the multiple rainfall data is often used for many different projects it is probably best stored in the raindata folder where it is accessible to all projects To initiate the multiple set run you must first complete a single set run as you would do normally through clicking Run RUN via the Header Bar menu In this first run use the normal rain file names eg adel rai belair rai with no increment numbers set the run duration eg to 100 years and select the required output options for the subsequent runs This single run therefore sets up of the output formats ready for a multiple run Under Multiple Run attempted over set the number of runs The entry boxes below determine the
74. which should be set equal to one for a time series plot but can be reset to allow X Y plotting An X Y plot of the spreadsheet can be made by changing the X axis input box to identify a column in the spreadsheet greater than 1 Currently only two Y axis variables can be selected for this option these being the top two blue and red edit windows Once the inputs are set click on the Plot Data button to view the graph X Axi xe j m time series Y Axis or Variable Selection 2 PETER N cate E 35date W date o fa cate 147 WaterCress User Manual Output Results A separate graph is displayed banded in green which may be relocated to enable the viewing of both the x y plot and time series simultaneously To relocate this graph and or adjust the axis right click on the colour band surrounding the graph to raise the graph setup window Click on one of large standard medium or small options The range and form of the graph can also be adjusted from this window To go back to a time series plot simply return the x axis edit box to 1 11 4 1 3 Annual rainfall runoff relationship Capacity is available to accumulate the catchment rainfall throughout the year and compare it to either recorded or modelled runoff results The results can then also be compared to a tanh curve allowing the tanh parameters to be adjusted to fit the modelled or recorded data Access to this facility is from the Output P
75. zero and its age does not enter into the equation below used for calculating the Age of the water in storage at time T 42 WaterCress User Manual Common Data Inputs VolAge T Vol T 1 VolAge T 1 t Spill T VolAge T 1 Vol T 1 Inflow T Spill T Where T is time now T 1 signifies the status at the end of the last time step and t is the time step The storage will not release water to supply unless the age of the water in storage is greater than the delay days Initial Conditions The Volume salinity and quality code relate to the starting volume and starting salinity of the storage Beware The Qcode set as the initial condition and the maximum Qcode of water set as being accepted by the storage when recharged via a supply path from another storage see 7 6 Demand are linked to always show the same value ie the last value set in either the Storage or the Demand tabs Therefore always set the initial Qcode as the maximum Qcode that will be accepted if a supply is to be arranged into the storage from an external supply source Pan factors Clicking on the pan factors button reveals the window to the right Water is also lost to the storage by evaporation for which Evaporation Pan Factors fia E three parameters are to be defined cna Ta a an The initial daily evaporation can be either equal to the mean nz favo 0 0 cv ozo 0o70 monthly value defined in the evapname evp file normally Juy Aug Sept Det
76. 0 In most cases when the storages are either large and or are not linked by supply paths and thus are only subject to rare failures the order of supply makes little difference to the outcomes WaterCress User Manual Basic Model Structure 3 8 Water Quality The WaterCress model currently tracks water quality in only 2 water quality categories salinity and other The second category is a relative scale which ranks water quality according to a quality code number Any parcel of water moving through the model is accompanied by its salinity and code number Salinity concentration is first estimated as a function of flow rate see Section 7 4 2 This determines the mass of salt assumed to enter the flow The salt is then assumed conserved at is travels downstream and through the system Salt is only specifically removed by desalination see Treatment node Section 8 and thus its concentration continually changes and is tracked through the model according to flow weighted merging and evaporation HOWEVER if a storage evaporates to zero water holding the salt load is removed before the next inflow containing its own salinity concentration is added Deposited salt may be removed by wind Special care should be taken in modelling open storages in arid areas where salt build up occurs The quality codes are a numerical index within the range 0 19 assigned by the modeller to flow generated within the model A notional list o
77. 1 990 Year The required option is specified by ticking the annual time series and the required option Run the option by clicking Calculate Requested Statistic 156 WaterCress User Manual Output Results 11 7 2 4 Spell Calculate Exceedence When running the percentage exceedence option all of the lengths of spells found in the record are ranked from shortest to longest The resulting exceedence probability plot indicates the frequency that a spell of a particular length may occur This may be used when examining streamflow requirements to meet a particular environmental need which requires a specific duration such as fish breeding Direct comparison of a landuse impact can be made between the records Run the option by clicking Calculate Requested Statistic to produce output as 1 Agraphical output displayed on the green bordered graph 2 The mean number of spells per year 3 The mean number of days per year that the flow exceeds the specified threshold 4 From these the mean and median spell length can be found xj Days chuwe Ui zd ilu e cn e 1 20 a0 4c at a FU oc 30 100 Percentie zxceedencs 157 WaterCress User Manual Model Calibration 12 MODEL CALIBRATION 12 1 Steps in Calibration Calibration is most often carried out in order to compare the modelled flow results with those measured at a gauging station and to make adjustments to the rainfall runoff model to redu
78. 4 10 0 16 5 2716 304 The format of the FEVA file is shown above and requires e The top line is a header which must commence FEVA to define the type of file to the program e The second line is a description of the storage to which the FEVA file relates eg The Parks 300 ML storage e The third line are the units associated with the values in the listing below See the unit options below Beware Placing an unrecognised unit in this line will default the multiplying factor to 1 This means it will assume the file is in the base units which are sequentially cumecs metres kilolitres and square metres e The fourth line provides the number of input lines provided But this must be no greater than 20 e The remaining lines are the raw data of elevation volume and surface area placed in order of minimum volume to maximum volume Note following in list The listed data must be in numerically increasing order for the lookup tables to be read correctly The data must be in the units and in the order specified above The third line above provides the units of the numerical table There are only a certain number of accepted inputs These are as shown by the bold alphanumerics as listed on the LH side of the descriptions in the boxes below po umm mm m cumecs m3 s m metres kL kilolitres m2 metres squared cm centimetres MI Megalitres ha hectares mm millimetres ML Megalitres ha hectares f feet km2 square ki
79. 5 0 05 1 05 45 0 16 5 0 5 1 1 70 0 17 40 0 1 15 90 0 17 1 50 0 1 5 489 0 40 4 63 1 2 0 699 0 42 1 92 9 2 3 843 0 47 8 13 5 Recognised Header Time step and Unit Definitions The word sets used in the header to indicate the time step and units of the data containbed in the following listing must be in a form recognisable by the program The different word sets recognised by the program are listed below m metre kL KL kL day EC mm ML ML day ML hour mg l ppm inch in GL GL day grains cumecs CUSecs Inputting an unknown definition will cause the program to assume the units are in their base program units These are daily metres kL day mg l If the program appears to be reading the wrong units first check the header 165 WaterCress User Manual File Location amp Format 13 6 Time Series Data listing formats This format can be either space or comma delimited and no data can be missing otherwise the program will identify a data sequence error at the point of miss match Time series data always commences with the time and date values and ends with the data values for that time The time and date data follows the format day hour min mm year data1 data2 DD hh mm MM YY xxx xx yyy yy For daily data the format does not include a time value It provides simply the day month and year separated vy commas For example a daily file will look like 11 3 2005 xxx xx 12 3 2005 zzz zz For ho
80. 8 WaterCress User Manual RFRO models 9 4 ILCL model Impervious Model The initial loss continuing loss model ILCL uses a simple formulae to make continuous estimates of runoff from impervious areas from continuous records of daily rainfall It is essentially the same as that described in Sect 9 3 for the estimation of runoff from high intensity rainfall used as part of the WCsd model except that the value of IL is chosen as the minimum amount of rainfall that is required to produce runoff under average circumstances Since the ILCL model is used almost exclusively for runoff estimation from impervious areas the value of IL is usually of the order of only 0 5 to 2 0 mm Since the ILCL model can be used at the sub daily time step the antecedent loss index ALI is employed to track the time based recovery of the loss mechanism as described for the WCsd model The loss mechanism is shown in Figure 9 4 1 below In this representation the amount of storage capacity available for take up of further loss is identified as space and can be seen as the depth between the present storage level il t and the maximum capacity IL of the store le the current space available for interception loss IL il t 1 where t 1 denotes the end of the last time step of calculation When the rainfall exceeds the interception storage space runoff is generated but the amount of runoff is reduced by the factor OF where OF is equal to 1 CL and OF and CL are the
81. 9 7 SFB Model 9 7 1 The model The SFB model was produced by Broughton in an attempt to simplify the rainfall to runoff modeling to absolute basics This was designed as a 3 parameter model S F and B and in this form simply assumes constant values for the other required variables Catchment Characteristic Runoff Model 5 5 d Setup z MOC p Wiced AVWEM Simhyd Sacram SD W SFB Hydog IEL Ig B IE L 5 Parameters required z Surface Storage Capacity 5 f 20 000 mm Daily Infiltration F 2 000 mm Bazefloaw Factor B 0 700 Mon Draining Component MDC 0 500 storage Depletion DPF 0 005 evap reduction 0 650 max evap 6 900 Figure 9 7 1 The watercress input window This version provides for 7 parameters enabling the non draining components and the groundwater discharge to be varied Epot powers Evap aurface Runott Rain 1 ndc x S nacxs F rate in rmrn dawy Lower Storage Baseflaw B x dpf x ssrt 1 25mm1 Deep Percolation 1 Boxdpf x ssit 1 Figure 9 7 2 Layout of the SFB model 121 WaterCress User Manual RFRO models 9 8 SDI Model Soil Dryness Index This description of the model has been taken from a paper from G Kuczera The Soil Dryness Index otreamflow Model An overview of its capabilities 1988 A B Mount originally developed the Soil Dryness Index SDI model in 1972 to calculate fire potential of the forest fuels as the vegetation dried
82. B 12 12 2006 7 54 E boston E cat catc bxt LKB 12 12 2006 7 52 the directory selector appears C buttons E urb_cate txt 1KB 12 12 2006 2 07 allowing you to select the name and BM i location of where the archive files are to be placed Double click Input archive folder and archive name l within the selector to navigate through and select the archive folder E d acerdata The path selected is displayed below the directory selector Eg 0 opmodel not E house E gt perationmodel Me When saving an archive these names have the archive name appended to the front For example aannual csv is renamed Run1 aannual csv The archive name appended can be 6 characters max Note the is added automatically and is not included in the archive name un Click save to save the archive file Save Outputs 11 6 1 2 Load Previous Run Accessing the last run or a saved run If you have used Save Current Run previously to save the results of any particular runs you may restore them back for display on the output results screen by going back into the archive and selecting the run name of the run you wish to display This gives a quick way of comparing aspects of different results The user selects either e Current Project to load the last run stored in the project e Archived Project to specify the archive to load This option will lead you to a second screen to define the locatio
83. C A1 02 C2 0 75 x SSC Q A2 04 C3 1 5 x SSC A3 0 4 Runoff Model Catchment Characteristic Set x Setup E wc 7 Simhyd ve AxveM Hydrolog 7 SFB sol SEmod WCFild Sacram vwvCln Index 3 none 0 ILCL PR none P none Parameters required f 5 Max Soil Store C1 Max Soil Store C2 Max Sail Store C3 Area of store 01 413 Area of store C2 A2 Pan Factor Soil PF Linear Rout Canstiks Bazeflow Index BFI Bazetlaw Recession K Exp Rout const KS2 Area of store C3 435 Initial Loss IL Ongoing Fraction OF Antecedent Index ALI Creekloss CL Initial Conditions Soil Store o around e mm Apply Changes On the basis of local South Australian experience and to convert the model to work at the sub daily time step a set of additional parameters have been added to the model and are described in 10 3 3 By choosing appropriate values the user may choose to override these parameters thereby providing a standard Boughton AWBM model working at the daily time step 9 5 2 Input Parameters Standard Model C1 C3 are soil store capacities measured in depth units A1 A3 are the proportions of area for each of the soil stores C1 C2 and C3 Note A3 is not a standard input for AWBM It is included here when set less than 1 A1 A2 to allow a fraction of the catchment that does not runoff If you set A320 this value will be ignored and A3 will be calculated as 1 A1 A2 as per the standard AWBM model
84. D The selected value of CD should not be greater than 3 times that of the selected value of MSM The normal distribution curves fig 9 2 2 indicate that the majority of the catchment area will share the MSM value selected above Small proportions of the catchment area will have soil moisture capacities of the order of 3 standard deviations lower or higher than the median soil moisture value To the LH of the normal diagrams the soil moisture capacity is low and thus the soils will saturate readily and commence to run off once rainfall commences To the RH of the diagrams the soil moisture capacities are high and thus the soils will rarely saturate or run off As the rainfalls increase in frequency and amount the model calculations accumulate the rising level of storage The proportion of catchment assumed to be saturated is equal to the area under the normal distribution curve to the left of the accumulated soil moisture level 103 WaterCress User Manual RFRO models E T E a m uu 5 a a t m a p ie B 2 EL E 7c 43 N E Q C a e A c4 A M Tus uh a a wA doo E ee ae do P _ r1 r1 P mi T ce c Ue Soll Molsture Holding Capacity standard Soil Moisture Holding Capacity Standard Deviations from Median Catchment Sail Deviadons from Medlan Catchment Sall Moisture Moisture Figure 9 2 2 Distribution of catchment saturation By integration of the equation for the norm
85. DU s EE OE 35 6 10 Node and File Naming Convention cccccsccccsecceececeeeceuseceucecsueeceueecsueesseeseuseseeeeseeeessaeens 35 eR M GMC CKING ME avala Dilly RR m 36 7 NODE COMMON DATA INPUTS And PROCESS CALCULATIONS eere 37 7 1 Initiating Data Entry the Data Entry Icons and Initial Screen eeseeeeeseeussss 37 7 2 MCE bea ACTIN setae eenn T m 39 ie 40 re de uesn id4P c S 40 FE NN Neo a 40 ne Mode 40 Fa ae lt 1 0 M 42 Sx Vol me TaD RN 42 Ro s H e 43 FOD M sce 45 7 6 1 Monthly Fill Levels and Maximum Filling Rate cccccccceccceeceeeeeseeese esses eeeseeeeseeesaeeaes 45 7 6 2 Supply Quality Constraints cece cecccceeeceeeeseeeceeeeceuceceuceceuceceuceseeceueeseesseessaeesseeessueenes 46 licia iv oe ee 46 7 6 4 Spill downstream esseessesssessseeeseene nennen nnne nennen nnn nna ne sr sai sana ana sane snas a sns 46 Tl Storage Properties NONO T M 47 7 7 1 Simple Volum
86. In this example the housing areas have been separated and classified into three densities according to a visually assessment of aerial photos showing the relative Paparan of i imperious and pervious areas as below r Low Density assumed roof area 30 of 90 of the block area remaining after removal of 10 paved areas 9 8 dwellings per ha Mid density assumed roof area 45 of 90 of block area These may be relatively new areas with smaller block areas or older areas with a lot of ancillary shedding or verandahs etc 12 1 dwellings per ha High Density assumed roof area 60 of 90 of block area These tend to be the latest developments where block sizes are small and roof areas are large 13 6 dwellings per ha WaterCress User Manual Getting Prepared Several samples were taken from similar areas and the averages are shown in Table 4 1 below The information on dwellings per hectare and persons per dwelling etc can be used if the model is later used for assessments of water supply and wastewater production Table 4 1 Fraction of impervious area with respect to total residential area Housing Assume Roof Pavement Garden House Block Density roof fraction fraction fraction size m2 area m2 Low 0 23 0 07 0 45 230 766 Block sized are continuing to decrease and 300 m2 blocks are now common Step 6 The 25 of assumed road easement area is assumed to be comprised of 15 of impervious pa
87. Langford et al in 1978 selected the SDI model to simulate the land hydrologic cycle on Melbourne s water supply catchments Most applications have involved predominately forested water supply catchments in South Eastern Australia It is operated on a daily basis using daily rainfall and daily evaporation An alternative has been to use constant monthly evaporation data instead of daily data 9 8 1 Model Concept The SDI is a lumped conceptual model of catchment hillslope processes its structure is shown in figure 9 8 1 Rain t i Raini thit e t evap t x pan x 1 CEP x s t 1 SMAX j L Evaporation j et t n th max rain t x BTHRU ATHRU 0 O flash t th t x WET WETS x s t 1 ths t tht fashit S t s t 1 etit rge t ifl t ths t Note fully saturated whens 0 Maximumsall capacity SVAX Soil Store Iit KI x SMAX s t 1 hit ee h t h t 1 rge t bf t Groundwater Store ic bit rge t x 1 1 e yKG h t 1 x 1 e Figure 9 8 1 Layout of the SDI model The model is a 9 parameter model using 2 storages as shown to track soil moisture and groundwater The soil store is generally the main runoff producing component creating flash and interflow runoff Baseflow is also generated from the groundwater store The model requires two time series inputs e rf t which equals the rainfall depth in mm for current day e
88. OD 0 Bun 15220 83 134 17 TODO 0d A 6371 13 inmin 0 0000 15025 B0 116 74 1000 00 22400 000 TOO3 61 1000 00 0 0000 11795 55 100 34 1000 00 24600000 255 885 328 00 4070 73 214 32 104 44 1000 00 4127 75 7383 40 362 ni 3128 05 noon 107 57 noon 4255 35 EM m m E 5110 84 gt Oooo Tu 2 DO A The shows the monthly time series values listed for the 8 options selected for output via the Output Options window The selections covered selected outputs from node nos 21 22 and 32 ie 2110 3205 2206 The headings of each column of results show the Node number ie 21 32 and 22 and the abridged names of the output option and the units The results will be shown initially by default at the monthly time step The whole list of monthly totals or values at the end of each month are displayed for each month listed at the LH Viewing the data at other time steps or in summary form is described below The list can be scrolled down using the RH draw bar The first and last entry will be those selected in the Runoff Information window If the Preset contains more columns than can be shown oin the computer screen the overflow can be displayed by using the horizontal scroll bar The average value of each time series over the whole period is listed in the pink row near the top of each column 11 3 2 Viewing the Results at other time Steps By Clicking on Daily Monthly or Annual in the Header Bar the same data can be view
89. PRRE 68 oe Poa O10 M Ee 6 ee ee E ree ee eee eee ee 68 MAU TR TaD mene ete on ieee ne ene ne A eee ee ee M 68 oA EIS IAS EE eee E er nee E eee ee ee 68 PUE EIpG WE T 68 629 DEMAND C OMPONG MNT 69 66 Maie mE EA ET te EE EEE E ne E E ee ee 69 oo L DEM I OO a E EE E 69 ro eG weed ie 7 3 ici DOMAN iie one nee eee 69 RUNE Iu igeuiu i 70 rome Vere Peru ci cad oy e ene E P ee ne oe eee cee E 71 DO GOSLEUDEUORS uciteeiescc ee ee E MM D cM MAS D eee 71 or TEXT DEMAND OOS RE m 72 FA OUG OI ao escapees 72 8 02 DENNA ODUONS essaie ductu sas ees es eee Bes das bap PEN CN EA MESURE MP A 72 mc uwNNICSB qune Umen 72 OA A FOW COAVN ee er ee een ee ee ee ee eee ee ee 72 8 5 Natural Catchment COMPONENL ccccccccsceceseeceeeceuceceeeecueeceucesaueesagecaeessueessueessaeeeeueessueeses 73 oo IOU TO eas E E E E E EE 73 6 9 2 Catchment Data Ey RES 73 8 5 3 Selecting the Rainfall to Runoff MOdel ccc ccccceeceeeeeeeeeeseeeeeseeeseeeeseueeseeseeeesaeeeaes 73 8 5 4 The water quality generating functions ce ccccecccececeeceeeeceeeeseeeessaeeseeeeseueesaeeseeeesaeeeaes 14 a ROUINO aii TEN 14 ooo COSI F UNCUONS narse ene A eee ene eee ee ones rere 14 8 6 IMPERVIOUS Catchment Component ssssssessssssssssssee nennen nen
90. Salinity multiplier 2 1 00 supplied to the node i T E The quality code leaving is set at the Quality code of a ee eet drainage water 8 3 4 Cost Functions db Clicking on the cost icon brings up the standard costing window refer section 7 2 2 71 WaterCress User Manual Node Descriptions 8 4 TEXT DEMAND Component Z 8 4 1 Introduction Clicking on the Text Demand node raises 2 data entry icons and an openning window as shown below ge The text demand component allows the user to define a particular time series demand that requires to be supplied from source s established within the project layout The file giving the time series demand is pre established by the user The demand may be an historic demand pattern derived from records The component is useful if a demand is increasing over the duration of the model project in which case a demand with a trend can be pre prepared and introduced A part of the supply to the demand may be returned to the drainage system as a waste stream 6 The text demand file defines the date time and demand for each Fastng EE nonning 5040052 Fievation 10 time step For more information refer Section 13 on file formats ini Pi Hip ier Dols bode Accept chaa3es The file name is placed in the opening input screen the multiplier is the amount you wish the demand provided in the file to be multiplied by This is useful if you have a demand recorded for a smal
91. Tab 1 Increase Farm Dam Size This option allows all the dam storages situated in up to 5 The inputs enable multiplying factors to be placed against dam x different identified zones ie sharing the common zone volumes in particular zones u numbers in the Zone data entry boxes to be varied by nui Muliplina fatar making the single multiplier entries into the window NN TN revealed on clicking on this tab and shown on the RH The mmm LN option simply multiplies all the dam maximum volumes for EN no all storages within that zone ie sharing the same Zone Moo DR number by the multiplying factor provided by the user EN no Turn on the multiplying factors will activate the multipliers LT Titio iati Fante ESE selected This box will not be ticked when you enter or re enter the program and thus the actual multipliers used by the model will revert to their default value of 1 6 6 2 2 Tab 2 Increasing dam use This option works in a similar manner to that above except ieee c P a LIE that the multipliers apply to the internal dam uses set for all Zune Multiplying Factor dams wthin 5 different zones The option simply multiplies h m the selected dam internal uses by the multiplying factors n io provided by the user for each of the zones p TN This option only operates on the internal use input for the E E dam 4 E Tum on multiplying Factors TE Internal annual use as a fraction of storage 0 00 Demand distribution i Spil
92. Turn desalination on set by quality limit for input to node to 1000 0 maL from 2000 to 1000 mg L The function which may be input by the user is in the form of cost per kl S1 S2 salinity reduction S3 where S1 S2 and S3 are parameters supplied by the user S3 raises the salinity reduction to the power 8 12 3 Treatment Costs db Costs are passed down through the drainage paths until they reach a storage component At storage regardless of spill the costs will be retained only passed on to other components which are supplied water from this storage Technically a treatment component is not a storage but acts as one allowing supply to be made directly from the treatment plant Unless supply is made directly from the plant it may not be appropriate to trap the cost of treatment in the treatment plant This option gives the user the option of how the cost is transferred A tick in this box will spill the contents of the treatment store and the dollar cost down to the next node in the drainage sequence No tick enables the component to operate as a storage 8 12 4 Calibration aj Clicking on the calibration icon brings up the standard calibration window The inputs pertaining to this window are defined in detain in section 7 2 9 93 WaterCress User Manual Node Descriptions 8 13 WETLAND Component 8 13 1 Introduction The wetland essentially operates in a similar way to an onstream reser
93. WaterCress User Manual January 2011 WaterCress User Manual Contents iR ere al One eee oe ee ee eee en ee eee eee 7 1 1 Basic Functions What WaterCress DO6S cccccccccccceececeeeceeeeseeeeseeeeseeeeseeeeseeeeseeeseeesseeesaees 7 1 2 Typical Model WIS CS c T 2 0 SYSTEM INSTALLATION AND CONTENTS cece ccccccceeceeceeeeeeeceeeee cesses eeeseeceeseeeeeseeesseeeesaeeeees 3 2 1 Computer Requirements cccccecccseecceseceececeeceueeceseeceecsacecsueceueesueeseeeeaeesueeeseeeseeseaeesegeess 3 2 2 Install Information for WaterCress ccccccccccccseceeeeeceeeeseeeeceeeeseeeeseeeeseueesaeeseeeeseeessueesseeetaeeesanees 3 2 3 Software Package COntents ccccccccccseccceeeceeeceeeeceececeneecsueeseuseseneseueeseessueesseeeseeesseeeeseesseeegs 3 3 BASIC MODEL STRUCTURE AND OPERATION eeeseeeeeeer nennen nne nennen nnn nnn nnn n nnn nnns 4 Sd MOI COU cM RE EE EEE E 4 3 2 Rainfall Evaporation and or Flow Data Input eeesseeseeesseeseeeenrnnnne 4 3 3 Node and Link qeriiieil re 4 3 4 Nodes and Node data Entry E E 4 BO LE a E wine E A E seuanece agen 5 Pa D E a E A E N E 5 aN O SOON E E E E EEE A EAA 6 3 6 Order of water balance CalCulation ccccccccssccceseceeeeceeecseecceuceceucesaueeeseeseeeceeeseusessaeeseeee
94. a any connected supply path to any demand component including any internal demand set for the storage itself Evaporation in excess of rainfall will continue to draw the level down below this minimum volume in the absence of other inflows The minimum storage is often referred to as dead storage The lowest level a dam can fall to is zero storage which is different from the minimum storage or volume Maximum supplyout may be used to define the maximum rate that water can be supplied from this node Normally maximum supply rates are set by the demand node NOT the supply node The facility is used if a demand node wishes to set different supply rates from different storages to which it is linked by supply paths Thus caution should be used in using this value as a similar constraint can be made on the demand side of the supply link lf demands in your project are only linked to one storage supply source or will require supply at equal rates from any connected storage using the Priority and Weights facility it is best to set Maximum discharge 0 This signifies no constraint will be set and the supply though the link will only be controlled by the value set in the demand side refer section 7 6 Demand Supply delay The age of the water held in storage is calculated at each time step assuming complete mixing of inflowing and previously stored water The age of present inflow is assumed to be zero hence the flow weighted age of inflow is also
95. a file containing recorded data is used such as streamflow it may contain periods of good and bad quality data These types data are identified by quality codes and watercress allows you to complete comparisons on only the parts of the data you wish yj Current project name Otest To do this it requires you to input what you identify as bad data Up Fie Wn Hourly Daily Monthly Annual TO 9 Dad data variables can be set and these are remembered Se as F2 L when you leave and re enter the program m dd To input this information select run alternate running methods from E Alternate Running Methods the top menu This opens a tabbed input window Select the Quality zi code tab In one or all of the 5 edit boxes identify the quality code number that represents bad data and click Accept d Current project name Otest Now when you request output data of type 36 and type ur How Dal Monthy Annual Sommer Graph Adztbnz gpreacshect Qusbw code vy Parameters Set Calbetion Aula Caioratinn Huile Rir 38 True drain from and True observed data only the Dcadion a rfc good data will have values placed against it The E ote remainder will be zeroed Lh n bh hb b o Dily inc cce dala velie recorded flow lim het 12 4 Visual Assessment of Calibration Time series Data 12 4 1 Time Series These comparisons can be plotted by selecting the appropriate columns in the Y Axis or Variable Selection graph variable selecti
96. a version of WC 1 able to operate at time steps less than daily WC 1 was retained as an option within the WaterCress overall model package because of its past significant use in SA catchments WOsd introduces an additional parameter ALI to cater for the effects of high intensity rainfall on dry catchments when calculated at sub daily time steps and a choice between either a normal or log normal distribution of soil water holding capacity However the log normal option has not been found to produce any consistently better results and is thus not recommended for general use Rain Infiltration Rain horton max rain CI 0 Howrn excess intercept capacity m auiface fact x down x i1 GVVRE Hotton OF x max rain IL D To Snil 2 down surface Gw flow Seepage im irm 9M Interflaw seepage x SMD x sm Groune Store Hase flow qwit GWO Figure 9 3 1 Layout of the WCsd model 106 WaterCress User Manual RFRO models The calculation of runoff due to high intensity rainfall on dry catchments is assumed to take place only relatively rarely The calculation is undertaken on a continuous basis using an additional simple soil storage capacity IL located in the upper layer of the model The model works in exactly the same way as the sub daily version of the ILCL model explained in 9 4 and below except that in this case the value of IL is chosen at a much
97. accumulated beneath the modelled storage as a result of previous seepage This acts as a back pressure to further reduce the infiltration rate from the rate calculated by the simpler formula above le Seepage t MSR Storage volume t Max volume WF Seepvol t 1 And Seepvol t SeepVol t 1 K Seepage t Again the storage volume is that calculated after all other inflows and outflows have been accounted for 43 WaterCress User Manual Common Data Inputs WF and K must be set at less than 1 0 The size of Seepvol is self regulating oeepage is assumed to be totally lost from the system It is not assumed to drain downstream Figure 7 5 2 shows a comparison between the two formulae Both are for a storage staring full at 1 ML with a starting seepage rate of 10 kL day The graphs show the reduction in seepage rate over 50 days with no additional inflow The top graph with WF 0 shows the seepage rate retained at the highest rate over the longest period but gradually reducing as the volume in the storage reduces The lower graphs all show the seepage rate reduced via the build up of the underlying saturated groundwater A higher K value increases the drainage from the groundwater mound thus reducing its effect and retaining the seepage at a higher rate A higher WF value reduces the seepage rate for a given K value as it multiplies the back pressure effect of the mound on the rate that the seepage can escape from the storag
98. adjusts the number of columns being displayed hence adjusts the column width 11 6 6 lt lt lt gt gt gt Used to toggle through the data thereby scrolling the graphs across the data This is also obtained by clicking on the spreadsheet being plotted which will toggle the graph displayed to commence at this point Clicking the up and down arrows or the page up and page down keys on the keyboard will also scroll both the spreadsheet of data and the graphs 153 WaterCress User Manual Output Results 11 7 AREA B Statistical Output 11 7 1 Flow Return and Spell Statistics 11 7 1 1 Flow Annual Series The annual series is calculated by finding the maximum daily flow event within the series for each year and then ranking these to determine their return period Run the option by selecting annual series and clicking Calculate Requested Statistic to produce graphical output x 2 3 4 5 B T 8 Annual Series Recurrence years 11 7 1 2 Flow Partial Series The partial series is calculated by identifying all of the flow peaks in the record perhaps many each year and then ranking these to determine their return period To do this you must define where one flow period ends and another begins In this model you may define the break between the events by meeting 2 requirements of flow These are input as Threshold and Break and their input is made in the two edit boxes between the two yellow bands A flow sequence
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100. age through the menu item Additional RFRO curve Graph spreadsheet lt lt lt wt Sot Bee i RFRO input 24 Calculate Baseflow Z4 Summaries hourly luy zia EnvOss 0 J3NT u Do Clicking here provides a dropdown menu which allows you to toggle whether you want the tanh curves plotted Choose tanh parameters calibrated for other catchments or provide your own parameters F1 and F2 Define the period of the year that you want rainfall accumulated A Plot RF RO type curves 2H E nverbrackis F H Fi E Defrstion of months to accumulate Hi FWAMIJAS OAD 0 0 0 1 11311 1 1 0 0 ete The third option here allows you to plot winter vs annual runoff plots often which give better a better fit in some climates To accumulate all months either click on the All box or select 1 in every box of the selector To choose winter months or any months click to ensure that there is a 1 only on the months you want accumulated Once you have set the months required you must run the program again then you are able to graph the tanh curves Catchment rainfall is accessed from the the standard output provided in the output options selector seen in this list as Catch Rain in most components refer section 6 1 Catch rain is the area weighted rainfall of the catchment based on the rainfall stations and rainfall station factors you have used and the areas of each individual catchment nod
101. al distribution curve the proportion of the total catchment area that is saturated can be related to the level of accumulated soil moisture fig 9 2 3 For example when the moisture content of the soil store reaches MSM 1 6 CD the saturated area shaded in the LH diagram above is is 5 5 of the catchment area When the soil moisture reaches the median level CD 0 50 of the catchment will be saturated Saturated Catchment fact am wom gn Nm T cC c T m Standard Deviations from Median Sail Moisture RE C Figure 9 2 3 Soil saturation fractions This method of calculation avoids the need to identify upper and lower bounds and is compatible with soil and soil moisture distributions identified by catchment surveys The volume of water running off the catchment is then the product of the contributing area and the effective rainfall The effective rainfall is defined as the volume of water spilling the interception store The maximum interception store IS may typically range from zero to 30 mm and is tracked continuously within the model as the varuable im t Water may leave the interception storage either by overtopping the storage thus becoming effective rainfall or it may percolate slowly into the soil store where it may contribute to an interflow component of flow This percolation occurs at a rate calculated in a similar way to the Antecedent Precipitation Index API The percolation rate is independent of season
102. al above threshold Annual Series Maximum Spell Annual Time Series total above threshold maximum seen Calculate exceedence Humber of Spells per year First Sei f Second Sel f Days exceeding threshold d year First Sei D Second Sel f Threshold Break Al J FMAM J SOND 1 Units ML gfo lo lo o lo Jo o lo o o lo o Close window Calculate Requested Statistic Here you may select either an above or below threshold calculation Above threshold tracks the duration of time the flow lies above the threshold flow i e the duration of high flow events Below threshold tracks the duration of drought or low flow periods A spell is defined as broken using a similar procedure to partial series assessment when it meets 2 requirements of flow These are input as Threshold and Break and their input is made in the two edit boxes between the two yellow bands A spell is considered broken if the flow falls either above or below the threshold flow for a period of sequential days defined as break When tracking spells they may extend over one year into the next or you may elect to reset the duration to zero at the beginning of the year It is certainly possible that the spell of low flow events may exceed 365 days This is done by checking the resel durations at end of year check box in the window which if checked will zero the spell at the start of the year The report displays all spells from n to maximum days the value of n
103. al links are a greatly simplified and therefore must follow a strict set of rules 1 Links between the roof or pave catchment to a tank or an exit point are drainage paths 2 Ademand drink etc cannot be supplied directly from the roof or pave catchments 3 The demands must be supplied from tanks therefore any link from a tank to a demand is assumed to be a water supply path 4 Onsite recycling of water supplied from on site or external sources can be undertaken by directing the used wastewater to an on site tank Excess wastewater overflowing the tank will then follow the drainage link from the tank to an exit point or by default to the ground exit point if a user defined link has not been not made 8 1 8 Removing Internal Links Individual components and linkage are included and removed through the component list box The checkbox doubles as the mechanism for removing unwanted links By un checking and rechecking a sub component all links to this component are removed Note this is the only way to remove links 8 1 9 Drainage and Supply Connections to the Outside World Supply Connections First priority for meeting demands is always given to water contained within on site tanks provided that the stored water meets the quality criteria set for the demand In many cases it is known that the on site systems will not be able to meet the on site demands for significant proportions of the time or at all either in terms of this qua
104. ancial commitments and or implications for long term public health WaterCress User Manual System Installation 2 0 SYSTEM INSTALLATION AND CONTENTS 2 1 Computer Requirements To use the 32 bit WaterCress program the following system configuration is required e A personal computer running under Windows e PC Ior better video card e Monitor with at least 16 bit resolution To set resolution right click once on the desktop screen and select Properties A window will appear select the Settings tab at the top of the window Under the Colour Palette box select High Colour 16 bit Then left click once on the Apply the computer may require to be restarted e Display area must be set at 800 x 600 or greater To set screen size right click on the desktop screen and select Properties A window will appear select the settings tab at the top of the window Under the Desktop Area box set the screen and the desktop to 800 x 600 by moving the button across Left click once on Apply to accept the changes The program has been tested on a Pentium 166MHz with 32MB Ram under Windows 95 through to XP and worked successfully For Vista and windows 7 the web provides a second loading file 2 2 Install Information for WaterCress To install WaterCress from a CD ROM or from the web the user must follow the following instructions oelect Setup exe This will take you into a standard install procedure WaterCress can be loaded in any locat
105. and is governed by the soil wetness multiplier SWM typically set at a value of 0 9 The value set is the proportion of the water held in the store im t which is retained to the next day Percolation or Seepage is calculated as S 1 SWM x im t During the wet season the baseflow of the streams are seen to rise but the duration of such flow remains dependent on relatively continuous rainfall falling on the catchment It is proposed that this baseflow return occurs due to the over saturated areas of the catchment returning a fraction of this moisture back to the streams As the catchment dries or during long spells of no rain it is expected that this return will drop to zero This interflow is assumed in the model to equal Ifl s x SMD x sm t Where SMD is the parameter defining the proportion returned to the stream 104 WaterCress User Manual RFRO models The catchment response is therefore defined by the six parameters mentioned above but evaporation can potentially override all of these In semi arid catchments choosing the correct evaporation rate is critical Models use various formulas ranging from linear to power functions to estimate the moisture loss from soils Experimentation with the linear model was not found to improve the estimate of runoff and was discarded for the simpler constant model Here evapotranspiration is assumed to equal the pan factor times recorded daily evaporation Typically a value of 0 6
106. arameter relating to pan evap ESW 1 CEP s t 1 smax 2 ifs t 1 gt 0 else 1 EVPD 1 BEP PE t ESW and EVPD must lie between 0 and 1 The soil store balance is then carried out as s t s t 1 throughflow interflow flash recharge evp Baseflow is calculated as an exponential decay of the groundwater store based on a relationship using the coefficient kg as bf t ground t 1 1 exp kg rge t 1 1 exp kg kg ground t ground t 1 rge t bf t Runoff is therefore calculated as Runoff depth flash t ifl t bf t 9 6 2 Input Parameters Runoff Model Setup SMAX 50 120mm Catchment Characteristic Set ATHRU 0 5 3 mm BTHRU 0 9 1 Towed 7 Chou AvveM 7 Hydrolog SFB catchments in semi arid areas require ATHRU Ie SDI WCLN none none noe high WET 0 03 0 06 WETS 0 0 01 WETS Parameters required B c usually set to 0 Soil Field Capacity SMA mm KI 0 00002 interflow component usually small Initial Loss ATHRU 7 KG 0 15 Continuing Loss BTHRU AEP 0 0 7 1 0 CEP 0 60 1 0 Saturated Catch Constant WET Saturated Catch Variable WETS Pan Factor Sail 4EP Soil Stress Factor CEP Interflayy Factor Kl Baseflow Factor KG not uzed HH H H HHHH Initial Conditions Soil Store a Ground Stere n iu L ancel Apply Changes 123 WaterCress User Manual RFRO models 9 9 Sacramento model 9 9 1 Model Inputs Sacramento is a more complex
107. ary free storage is lzfsmi t E RSERV Rs 1 Izfsm tyL ZFSM NENNEN gws t LZSK x Izfsm t 1 gwp t LZPK x Izfpm t 1 Base flow qwp t qwsit Rp 1 Izipm tyL ZFPM fs Rs Rp Rs fp Rp Rp Rs pfactor 7PERC x L fillfrac REXP x uzfwm t 1 UZFWM where L Zfillfrac space in lower stores LZFPM LZFSM LZTWM 125 WaterCress User Manual Output Options 10 OUTPUT OPTIONS SELECTION AND DEFINITIONS When a project is run the model calculates drainage and water supply flows into and out of each node plus storage salinity and Qcodes levels etc etc and placing these into memory as averages over all time steps from hourly daily monthly annual to project total duration This quantity of data is far too large to all be output together so except for a general Summary providing average flows over the total project duration all other outputs are only shown when specifically selected by the modeller In Sections 10 2 onwards the range of ouput options the manner in which the outputs are selected and the definitions of the terms used are described 10 1 Model Run without Output Options Summary Only The WaterCress model may be run at any time that you have a project assembled and some valid time series input data ie rainfall or flow data on which the model can operate However if you have not selected any Output Options for your project the only output results that you can acce
108. as in South Australia has been recorded to date General experience shows that runoff efficiency increases as the individual sizes of contiguous impervious areas increase due to the decreasing ratio of edge length where infiltration losses may occur to contributing area In industrial areas more care is also usually taken in the designed connection of the impervious areas to collector networks and in the sizing of the discharge pipes However these effects may be counter balanced if unlined detention retention storages are included in future industrial areas Runoff from the pervious parts of the catchment is calculated in the WaterCress model via a far more complicated set of equations which simulate the storage and progressive movement of water through three layers of the catchment i the surface layer ii the unsaturated layer of soil beneath the surface and above the groundwater table and iii the groundwater layer The addition of the pervious part of the runoff equation is shown in figure 9 4 3 In most cases the influence of the pervious catchment is small when compared to the urban component Effect of pervious Event area runoff Runoff Initial loss Event Rainfall Approx 20 50 mm Figure 9 4 3 Typical form of relation between event rainfall and event runoff for an urban catchment The extent if the pervious runoff influence can be assessed by looking at actual catchment data Figure 9 4 4 shows the results for a r
109. ategories e the files are located in one of three nominated folders which are included in the model structure and are called automatically by the model program or e the files may be located elsewhere in which case their location must be identified by their full path which must be enterred by the model user 13 2 1 Rain time series data files These files fall into the first category and are called automatically when located in one of three nominated locations the first two of which must be contained in folders named raindata The file will have the same name and extension as the name enterred into the rainfall window on the node e Inthe general data folder eg program folder WaindataWMiame rai This raindata folder is a general repository for all data files used by the modeller for all his her projects It normally also contains evaporation and may contain flow data files e In a specially established additional raindata file established by the modeller in the project folder eg program folder myprojectiraindatainame rai or name evp etc This project folder will then only contain data specific to the project and avoids having all other non project specific data also contained within the same folder e The rainfall file name rai may also be located in the project folder ie not in the raindata folder Eg program folder myprojectiname rai However located here the files may be visually difficult to spot amongst all the other
110. ater recovered it is more likely that recovery will cease due to the salinity of the recovered water rising above the acceptable level rather than the minimum aquifer volume being reached 88 WaterCress User Manual Node Descriptions It is possible that recharge and recovery may occur in the same time step In practice this may not happen due to time delays in reversing pump settings etc However different agencies may have different priorities for recharge or recovery hence the model performs both The calculations performed are the same as above but drainage calculations are always performed first and supply calculations after Calculations for the effects of Diffusion The calculations for diffusion carry on every day regardless of whether there is recharge recovery or nil exchange The calculation is undertaken after any of the other calaculations are completed The rate of diffusion is set as a and this defines the volumes of water that are exchanged between adjacent cells on each day Diffusion occurs at each boundary between adjacent cells by the outwards exchange of a volume equal to Diffusion 100 Volume of inner cell The effect of diffusion is to draw in the salinity of the outer cells and spread out the salinity of the inner cells If low salinity is being recharged into a higher salinity aquifer setting a too high value for diffusion will render any recharged water unacceptable due to mixing after only a sh
111. ave different parameter values saved against the Characteristic Set numbers When a new project is created the file catch txt is transferred from the folder eg program location Mew to the current project folder eg program location projectname and will contain the default Characteristic Set of parameters You can make your own default Characteristic Set by copying catch txt from another project folder which has been altered to suit your needs to Program location Mew Within the catch txt file the 15 Catchment Characteristic Sets are stored as 15 sets of a sixteen number sequence in which the first number is the model type identifier and the remainder being reserved for the model parameters for this model type Thus each of the 15 sets contain both the model type identifier as well as the values of the parameters saved against that Set number Toggling through the 15 sets will therefore indicate for which model each set was saved by switching the tick to the respective model as each set number is brought up Being able to save different versions of the Sets has great advantage when setting up projects with multiple sub catchments and or calibrating models Modelling results may be compared using different versions of the parameter sets saved as different set numbers After the comparisons have been made the best set of parameters may be recalled and re installed without having to actually change all the parameters in the
112. aving 71 diversion baseflow passing 51 constraints 53 fraction allowed 52 rate allowed 53 diversion functions 51 drain path add 31 house and urban 32 introduction 30 limitations 31 natural catchment 32 out of system 32 remove 32 weir 31 drainage 69 81 drainage paths 5 E easting and northing 20 easting and northing input 38 elevation input 38 end of drain line 32 evaporation file name input 38 evaporation pan factors 43 Export Import manager 26 external supply node introduction 90 storage setup 90 water quality 90 F FEVA file 48 file naming convention 35 file availability 36 file check 36 file format calibration file header 164 feva files 165 rainfall file header 163 time series files 166 file location evaporation files 162 expected locations 161 flow amp calibration files 162 rain files 161 file location amp format time series data 162 fill levels setting 45 flows 11 G get an existing project 19 H house node adjusting spatial layout 57 drainage connections 60 introduction 55 layout window 55 load pre existing setups 56 number of dwellings 57 rainwater tanks 62 removing internal links 59 runoff calculation 60 runoff quality 62 setting demand 63 setting garden demand 64 supply connections 59 IL and OF 106 109 ILCL model 109 impervious no
113. ay Both quality codes and salinity are calculated by the same volume proportional mixing and displacement mechanisms However the salinity does not change with time in the wetland other than by evaporation processes 8 13 6 Cost Functions QD ciickino on the cost icon brings up the standard costing window refer section 7 2 2 95 WaterCress User Manual Node Descriptions 8 14 WEIR Component A 8 14 1 Introduction The Weir component can divide a drainage stream into two paths utilising either a series of user defined functions or an input data file The diversion mechanism and functions for this component are identical to those used within the off stream storage node Selecting a weir component raises the following icon options E 83 sh 8 14 2 Diversion Functions e The diversion functions for a weir are defined in section 7 2 8 8 15 CHANNEL Component e 8 15 1 Introduction Stream loss and routing can be simulated by placing the loss channel node in a drainage path The node is also used in the model in a visual sence allowing the user to clearly identify the main channel of a watercourse with it being fed by adjacent nodes As water passes through this path a proportion can be defined to be lost to the system The remainder will continue downstream 8 15 2 The Loss Method The Reducing Loss method calculates the loss that is derived from a stream channel containing variable flow passing over L
114. ay 2 simulate any of the processes associated with the components of a water system ie processes related to different varieties of storage diversion via weirs quality improvement in treatment plants supply to demands and recycling of wastewater etc Once the structure of the model has been established its operation is governed by the values of the many items of data ie coefficients areas volumes flow rates etc that are needed to describe and limit the many processes occurring within the model nodes This section describes the method of estimation of the areas of pervious and impervious surfaces within urban sub catchments and the derivation of a set of standard models for different defined degrees of urban density The implications and performance of the formulae adopted for calculation of runoff on impervious surfaces is then described 4 2 2 Area Estimation Particularly in low to medium rainfall areas say 1000 mm a accurate estimation of the aggregate of the impervious areas within each catchment is a crucial requirement in order to make an accurate estimation of the total catchment runoff The procedures described in the following sections were developed to provide a best estimate of the impervious and pervious areas based on the time and information resources available The total procedure for separation of sub catchment land uses roof paved and pervious areas for input to the WaterCress model is shown diagrammatically b
115. cally Then click on Save the set Note that the name base is reserved for the set of default base files which must not be overwritten If this is attempted by typing base in the exit box an error message will appear The name requested can only have a maximum length of 8 characters 56 WaterCress User Manual Node Descriptions 8 1 4 Number of Dwellings The layout established on the Layout window is that of an on site system suited to one dwelling or building These units are assumed to be replicated and thus the water balance for the node involves all data for the single unit being multiplied by the number of dwellings which is input by the user in the edit box in the upper right hand portion of the window Similarly demands are input as use per person and the total demand is calculated by multiplying by the persons per dwelling input into the upper left hand portion of the layout window Changes to number of dwellings or persons per dwelling requires the save layout button to be clicked 8 1 5 Adjusting Spatial layout The Adjust spatial layout mode allows the position of the on site components on the screen to be moved thus providing a more readable layout Move the individual elements by left clicking and holding then dragging the cursor to the new position and releasing New components may be added in this mode by clicking on the Component List and then ticking the boxes for the components required R
116. ce the differences as much as possible The fundamentals in performing calibrations are e to enter a file into the model at the appropriate location providing a record of the flow at the gauging station observed data over a sufficient period to allow a meaningful comparison with the modelled flow modelled data e to identify and omit from the comparisons any periods of poor quality data in the observed data so that the model will only be calibrated against good quality data e to recognise the many statistical means for comparing the two records and to select those that are most pertinent to the purpose of the project modelling ie long term average yields seasonal yields peak flow rates base flow recessions etc Each of these steps are described below 12 2 Entering the Calibration Data The path to a calibration file is via the Balances icon axe PII in the data entry header of most nodes This is found Tm HEN by right clicking on the node in question then EF d e Ha A afa selecting the balances calibration tag shown at the Easting 741792 Northing 6343558 Elevatic Set calibration requirements RH figure This will raise the calibration input window Rainfle RainFile adel shown below i t Rain station factor 1 0000 Eoo Evap File adelevp nd o New Calibration Filg Mn file requested Xl Delete Node Accept changes EN Dswe2000flowdetalPADDOCKSS46 flo Calibration agains
117. cepted the default layout You can then scroll down the list of alternative layouts if any exist and either type the selected layout name into the edit window or click on the name in the list Clicking load set will load the setup parameters and close the input window Note The change process changes the layout and all assocaited data entered for the lau yout The only data NOT changed when the new set is loaded are the number of dwellings and persons per dwelling which under most situations will always want to be reset to the particulars of the situation Saving alternative layouts In most cases you will wish to make changes to any of the pre saved layouts that you can load via this method If you have re arranged a layout see below for how to do this or changed any of the associated data other than the no of dwellings and persons per dwelling see below and then wish to save your changes for transfer to another future model or to another future House node in the same model you can then save your layout It will then appaer as a selection choice in the new House nodes as they are established Saving requires that first you set up the layout exactly how you want it m zm to be saved Then provide a reference name for your layout other than T base and place this in the edit window The characters twn are Load set hwn bae automatically appended to the front of the reference name and a default extension of txt is added automati
118. chment Characteristic Set cccccccccccssccceeecueeceueeceueecaueeceucessusesaueceueeseessueessneenaaes 102 I2 WET c HE pociealsee 102 9 2 1 ee RSoe emERT 102 9 2 2 DUC PSI Ie out eee ee iun amend edu ee eee cuu eee ee 105 SERIO CN 210 n 106 9 4 ILCL model Impervious Model 1 ecelesie nennen nnn nnn 109 9 4 1 Experience with ILCL Modelling of Urban Runoff in Adelaide 110 Ta INO MN 116 Pa Modol Gener e een eee eee ne ena ae Aen 116 9 5 2 Input Parameters Standard Model cccccseeeeeeeeeeeeeeeeeeeeeeeeeeeeseeeeeeeaeeeeeeseeeeesaaeeenenes 117 9 5 3 Non standard Additions cccccccccceccceececeeeeeeeeseeeeseeeseeeeseeeeseeeeeeeeseeesseeeseeesaeeeseeesneess 118 9 5 4 Comparison of WC and AWBM Models ccccccceeccceeeeceeeceeeeeeeeeeseeseeeeseeeeseeeaeeesaeeess 118 9 6 SITIOS Ntc iai 119 WaterCress User Manual 9 6 1 The Model COMCE OL seca ccisccceteiceie a iai Na EEE i 119 OZ D O a a a 119 Oe DIOU S O ea E EE E EE QE 120 SNAP icc rase EE A Hoe EEE A E E E E AAEE 121 eal TO eE E O E E E A E A E 121 9 8 SDI Model Soil Dryness INde X ccccccccsseeccceeeeecsseeeceeeeeecseuseeess
119. chment Layout Clicking on the catchment layout icon BAI win bring up the window below The input window allows the setting the average area of roof impervious pavement and other surface typically a shared road pavement of a typical developed lot Since houses generally make up the majority of developed lots the lots are referred to as houses Total runoff from the node therefore requires the areas to be multiplied by the estimated Urban Runoff Model Setup E total number of houses contained within the catchment area F ILCL IF Salinity modell Three catchment areas are input on this page Number of Houses 8002 Quatityout B 2 Catchment characteristic sets Domestic Roofs metres per house nns pieds Lis JI hs Seti7 Set19 2 Domestic Pavement metres per house ean 2 mpervious Other 2 Root Pavement Surface Other Surface metres per house smBess peo ooo Note that Connection 0 70 0 50 Initial Loss mm f 00 2 00 2 00 Ongoing fraction lo 20 o 80 0 80 Antecedent o 350 o ET o 350 e The other surface is typically used to incorporate road pavement loss index e the connection fraction is ONLY applied to the roof and Apply Changes pavement surfaces the other surface connection is assumed to be equal to 1 e the diversion losses may also be achieved by increasing the initial losses e The roof area should include all structures that potentially divert flow to the stormwater system e The area of pavem
120. containing flows relating to all the column headings and their relationship with example flows The sum of the Node Inputs plus the Net Gain from the processes within the Node equals the sum of the Node Outputs as given by the equation at the top of the following diagram showing which Summary Outputs are relevant to each of the project node components The 2 columns in yellow contain the estimation of the total rainfall volume falling onto the node and the total loss by evaporation from the node surface The section in green will provide the cost of water supplied to and from the node per unit of supply This information should be ignored until adequately verified The section in blue at the RH end shows basic information about the catchment rainfall and runoff both with respect to the node itself and to the catchment upstream of the node The Summary provides a very quick overview means of assessing the performance of a project and its individual components Further detail on the performance of all aspects of each node is provided via time series contained in the Hourly Annual listings described above and via the other facilities for exporting graphing and statistical analysis described below 146 WaterCress User Manual Output Results 11 4 Area B Time Series Graphs Area B is reserved for displaying time series graphs of the data tabled in Area A or X Y graphs where one set of tabled values are plotted against ano
121. d by linking catchments tanks or demands i e wastewaters to one of the 4 Ground runoff Roof runoff Grey sewer or Black sewer connection points A default exists such that any sub component not having a drainage direction set for it will be directed in the following manner 1 Roof and Pave goes to Ground runoff 2 Tanks to Ground runoff 3 Bath Wash Drink Dish and Toilet to Black sewer These links can be set by clicking on the sub component and hold drag and releasing over the exit point of choice Note paths from demand elements drink toilet etc can only be to a tank for internal recycling of water or an exit point Spill from tanks should be directed to the correct exit point as all defaults are to Ground runoff When the drainage link from the House node to the next node Select Onti downstream on the main Layout screen is finally made a selection km gun must be made on which of the 4 discharges are being linked the Grey Sewage Black Sewage choice will be link from the connection The layout diagram above Ground Runoff Root Runoff shows a Black sewage connection from the House node to a Treatment plant and a Ground runoff connection to a Wetland All 4 of the internal House discharges may be connected to 4 different outside world downstream nodes 8 1 10 House Runoff Calculation Only an initial loss continuing loss model is available at the present time for calculation of runoff from the roof and pavement imp
122. d last cell and volume weighted mixed If the cell 9 is filled all further recharges are ceased Any recharge volumes that would have been recharged to the aquifer via the drainage lines will spill or continue downstream along the drainage path Any natural recharge selected occurs at every time step regardless of whether recharge or recovery or neither is occurring Since the cell volumes increase rapidly away from cell O the effects of mixing of the relatively small volume R has rapidly decreasing impact on the salinities re calculated for the outer cells which therefore remain relatively pristine for long periods The greater that the initial and maximum volumes are set the longer will be the time until any impact reaches the outer cells However the inner cells rapidly attain the avergae salinity of the recharged water Calculations for Recovery Recovery from the aquifer will occur at the nominated daily recovery rate The recovery volume is withdrawn from cell O with part if necessary drawn from neighbouring outward cells If more than cell 0 is involved the salinity of water withdrawn from the cells is averaged by volume weighting Each cell is then refilled by drawing water from the outside cells with salinity mixing being calculated as for recharging Recovery ceases if the aquifer volume drops below the minimum volume assigned However if the salinity of the native groundwater is in excess of the maximum acceptable salinity of w
123. d from storage components such as these The differences are defined as follows e A tank does not lose water to evaporation and therefore does not require a volume area relationship e An offstream dam does not influence downstream channel routing and therefore does not need the routing icon e The offstream dam involves diversing flow from the main stream and therefore requires a diversion icon Selecting a reservoir component raises the following icon options The Reservoir on stream dam component is a standard storage component enabling storage rainfall and evaporation processes to occur The reservoir is assumed to be on stream which means all flow from the upstream catchments is directed into the reservoir and the reservoir must be full before flow continues downstream Volume area functions are provided to enable rainfall and evaporation impacts to be calculated The flows may be routed via the storage and records of reservoir inflow outflow or storage may be used to calibrate simulation modelling Selecting a Tank component raises the following icon options The tank component is a simplified reservoir component which is assumed to be roofed and therefore enables storage calculations to proceed without having to account for rainfall and evaporation from its water surface The tank is located on stream which means all flow from the upstream catchments is directed into it and it must be full before flow continues downstream
124. d with 6 5 1 Backgrounds A background image usually a catchment map is added by first creating a bitmap image of the background required only works for bitmap at this stage If the image is specific to the project it is best to place it in the the project folder ie lt programfolder gt projectname imagename bmp Images of size 4 5 Mb are acceptable Much larger or more detailed images may cause problems The importation of an option for nil or one of two of the pre prepared Background maps or spatial diagrams to assist visualisation of the model layout is undertaken by clicking on either of the radio buttons at the LH side Selecting one of the backgrounds will bring up the window shown else if a background is already loaded it will bring up that background Mo Background vuconnnmadelsimplekayouti bmp vg Background 1 Background 2 offsets ra 280 scale 1 20 To set or change the image filename click on the edit box containing the file name and follow the prompts The file name can contain a path name but the path name can be omitted if the image is placed in the project folder The offsets and the scale are used to adjust the size of the image and its x and y position Select update to save the image with the project The usual procedure is to create a GIS image of the area to be modelled and then use this as the background for setting out the node icons in their right locations over the background It
125. de catchment layout 75 cost functions 77 introduction 75 rfro model 76 water quality 77 Installation instructions 3 internal use 46 L layout locked 25 layout screen background image 24 changing icon styles 23 component menu 22 layout lock 25 operation mode buttons 23 project 22 linking nodes drain path 30 load current run 150 locating rainfall data 4 M maximum supply 42 maximum volume 42 minimum volume 42 moving a node 30 multi store node introduction 91 storage setup 91 multiple runs 142 N naming convention 35 natural catchment node introduction 73 rfro model entry 73 water quality functions 74 node add 29 data modify 37 delete 30 drain paths 30 linking 30 move 30 node and linkage 4 node memo 39 node naming convention 35 O opening screen description 18 operation mode buttons 23 output data 144 output options 126 output provided 11 P pan factors 43 priorities and weight 34 priority and weight 7 project information 19 project layout screen 22 Q quality code 10 quality constraints 10 R rain file name input 38 rain station factor 38 rainfall to runoff models 101 remove drain path 32 water supply links 34 reservoir 80 rfro curve 152 rfro input 153 rfro model AWBM model 116 characteristic sets 102 ILCL model 109 Sacramento model 124 SDI model 122
126. described above e Option 39 Observed Data the time series of observed flow including any bad data e Option 38 True Observed Data as above but omitting the observed data for those time steps which have received a bad data classification Up to 5 bad data values can be set and these are remembered when you leave and re enter the program 141 WaterCress User Manual Output Results 11 2 3 2 Set Calibration Qualty Code Sel Caibrstior Ato Celia ation Matige Fur choose parameters t3 Var vel d Sete C xe 6 etd esr Al X zsve Caibrstior deau This operation is described in detail in the Tools manual 11 2 3 3 Auto Calibration Quality Code Set Calibration amp uto Calibration Multiple Run Calibration Routines providing functions for Es automatic calibration Commence Calibration f MLFit t RBgenetic This operation is described in detail in the Tools manual 11 6 1 4 Multiple Run Quality Code Set Calibration Auto Calibration Multiple Fun Multiple Run Attempted over 2 Hs X Par a TESTEN iw Amalgameate in 1 file Place in individual numbered files and Annual data For Hourly data E File name iw Accumulate the top B 84 Iw Luxe use use Only accumulate data in months Al J FMAM J JA SO N D 0 0 000 00 0 0 0 0 0 Accumulate for the annual series Sus lune pul Multiple run is set up to perform multiple runs with sets of generated rainfall data The
127. det eee od pe Lana Cem eee eee 94 ocu Fo Ig 816 0 eu o 9 EORR 94 om Poele zio EEE E 0 6 OC 94 om ois BI agr noie iid PN Emme 94 om Eieleresc it en id i 94 p 195 ME dts 11 RAT 0 ROCO Sa ee ese ee eee UEM EE 94 oTo Oo UNCION toe ee ne 95 O14 WEIR COMMON CIN sessie cdeecarsdeaacartoreaneatoseansewaneuarscsedentseveanemesaneasarwoceccrvaee Bun Abe cU EPA ND EU 96 Bh IBA Gl UNO m 96 6214 2 Diversion FUNCHONG lt oscsteacspascesancsisdccsuidecanusedie Senn Eaa a And E E sess dade dusstpuded deus 96 9 15 CHANNEL COMPONEN arseron iE Midas dope eDra dane EOM aU a aaia 96 SIS WM OCU OI fT T m 96 B 152 The Loss NIGITIOC asmuiosc io ein oxide noe Midas e eee MEE ee DI M RM dM 96 0 16 ROUTING FUNCIONS mE T 98 8 17 SPRING Groundwater Separation Component esssessssesssseeeee enne 99 eM Fu T OOU O T 99 8 17 2 Simple Separated and Re directed Basetlow cccccccecccceeceseeeseeeeeeeeeeeeeeseeeeseeesaeeeaes 99 8 17 3 Using the Spring COMPONENA ccccccccsceceseeceeeceueecsueecueeceueecausesauecaueeseeeseueessaneenaees 100 9 RAINFALL to RUNOFF MODELS Within WATERCRESS sees 101 9 1 Accessing Selecting and Setting Up Runoff Models ccc cecccceccceeceeeeeseeeeseeeesaeeeseeeesaees 101 9 1 1 Cat
128. different e for a Weir this is the proportion of the mainstream that is calculated via the formula entered e for an Offstream dam this is the drainage diverted from the mainstream into the dam e Fora Treatment plant it will be proportion of the mainstream that has been diverted to the 129 WaterCress User Manual Output Options plant to be traated and will be output under the heading Treat Option 12 Salinity Diverted Sal Dvt This is the salinity of the drainage water diverted in Option 11 Option 13 Supply In Sup In This is the volume of water supplied through all water supply links to this node e For Demand nodes it relates to the amount of water supplied to meet the demand e For storages it relates to the amount of water drawn into the storage as requested by its set up e For House and Urban nodes it does not include supplies provided internally from the on site systems These are defined as IntSup see Option 6 Option 14 Salinity Supply In SalSupln This is the average flow weighted salinity of the water supplied to the node as per Option13 Option 15 Water Loss WatLoss This is the total loss of water from storages or channels including seepage evaporation from open storage surface areas and water lost internally between supply and wastewater production or treated water output for a treatment plant Option 16 held in Storage inStore The costs involved in construction
129. drained to a treatment plant and thence to its reuse point the stormwater leaves the system 32 WaterCress User Manual Project Layout Screen 6 9 Watersupply Links 6 9 1 Supply and Demand Nodes Water supply links enable water to be transferred usually at a defined maximum rate from one model node to another which demands the water Most components within the model are capable of acting as both a supplier and a receiver of water transferred via a water supply link Exceptions are Cannot Receive Supplies Cannot Supply po Demand BEES UUOazs Natural catchment Natural catchment Text flow Text flow Weir o 0000000000000 00 Channel a Sping J 2 An error message will be displayed on the screen if a water supply is attempted between non complying nodes a Water transfers take place wherever a water supply link is established between a t node with supply capability nodes containing an actual or notional storage and a node with an actual or notional demand capability Em 3 Whether how a storage supplies water to a demand depends on its interaction with other storage nodes that are also connected to the same demand This interaction is handled by the assigning priorities weights abd supply sequences to all supply links Priority gives the order of supply to a demand A priority 1 link to the demand will supply before a priority 2 link etc A priority O link will not
130. dually assessed using aerial photos Google maps Individual blocks were visually inspected and then aggregated to give total roof paved and pervious areas Connection of the Industrial commercial roof and pavement areas to the drainage system was assumed to be higher than domestic areas Values of 80 connection for the roof area and 70 for paved area were adopted across all areas 15 WaterCress User Manual Getting Prepared 4 2 5 Modelling Runoff from Pervious Areas Pervious areas by definition do not include any significant impervious areas The following example describes the separation of the various separated pervious areas into two types using different versions of the WaterCress pervious catchment rainfall to runoff model The parameter values chosen for the versions of the model are adequate to account for different combinations of soils slopes degrees of vegetation etc and efficiency of inter connection to the watercourses and drain systems Considerable experience has been gained with the prediction of runoff from rural catchments in the Mt Lofty ranges These include runoff from some hills face catchments such as First Third and Sixth creeks but generally within the higher rainfall areas Very little direct data exists on runoff from aggregated garden areas and other pervious areas within urban areas such as parks recreation areas and watercourse reserves on lower rainfall and the flatter land However indi
131. e Seepage rate reduction over 50 days for 1 ML Storage with no inflow MSR 10 kL day V 0 0 K 0 0 WF 0 01 K 0 99 WF 0 05 K 0 99 WF 0 01 K 0 95 WF 0 05 K 0 95 WF 0 1 K 0 9 WF 0 1 20 30 K 0 8 Days elapsed gt D d x o i o O 2 D o o Figure 7 5 2 Effect of varying the seepage function parameters on modelled seepage rate Unless high quality data is available to calibrate the formulae only a notional seepage allowance can be set 44 WaterCress User Manual Common Data Inputs 7 6 Demand A While setting demands is a vital feature common to the House Urban Demand Text Demand and all storage nodes the House and Urban nodes do not carry the demand icon in their header Demands for these are set via an internal tab accessed by clicking on the mini nodes established on the internal layout screens access via their header Catchment icons These are described in Section 8 Also while having the demand icons in their headers the window layouts for the two demand nodes Demand and Text Demand are different and are thus also described in Section 8 The following descriptions are for the storage nodes only although aspects will be common to the other demand nodes All storages on stream off stream tanks rainwater tanks wetlands and treatment plants can act as demand nodes when
132. e Option 95 Zone Volume ZnVol Total volume of water stored in all of the storage components of this type in the zone Option 96 Zone Supply In ZnSupln total of all water supplied out y Use store node This is the total use of the water used from all of the storages in the zone Option 97 Zone Supply Out ZnSupOut This is the total volume of all water supplied to storages in the zone Supplied to means water transferred to the storages from external storages by means of water supply links It does not include water passed through drainage paths Option 98 Zone Loss ZnLoss This is the total loss of the water stored in all of the storages in the zone caused by evaporation and seepage Option 99 Zone Rainfall ZnRain This is the average rainfall in the zone 136 WaterCress User Manual Output Results 11 OUTPUT RESULTS SCREEN 11 1 Screen Layout After completing all project layout data entry and output selection tasks on the Project Layout Screen the Output Screen is brought up by either clicking on To Output on the Header bar of the Project Layout Screen or Go to Output Page at its bottom RH corner The Output Screen is where you will run your project and view the results If you have not run your project the Output Screen will look as shown below else the upper part of the Screen Area B will be populated by results RN Cemio tzoecnes and vorab lte 70 Protest bevent A
133. e Catch rain as described above is affected by your request of which months you wish to be included ie it is the rainfall accumulated for the year for only those months you have requested If you are only using a single rainfall file you may use the simple rainfall output output variable 1 refer section 6 1 as the x axis value This ofcourse can only be the annual value ie specific months cannot be chosen Also on the output options selector you would select Catch ro depth runoff depth and possibly if a calibration file is provided observed ro depth The former being the amount the model thinks occurred the latter is the value from a recorded data input file 148 WaterCress User Manual Output Results To plot these three values once the program Is run e select annual on the top menu item As it is annual you wish to plot e place the column number of the rainfall in the X axis box see information on graphing XY curves e place the numbers of the runoff columns in the blue and red positions of the Y axis variables e Click plot selected variables and a green XY graph will appear e f you have also ticked Plot RF RO type Curves a line trace of the tanh curve based on your requested curve parameters will also appear The tanh curve can be fitted by changing the values of F1 and F2 and clicking plot selected variables again 11 5 Area C Central Tendency When monthly or annual is selected statistics are
134. e even though they have the same name eg versions spanning different periods or with gaps filled by different methods etc It is therefore important to be certain that the rainfall data being accessed by the model is the intended version The rain grid option is primarily used when the rain input is provided as a grid of rainfall in Wide seein ae eacee 0 particular a grid based on local corrected iv Mid Maece se REINES r radar records Some version of the model do not have access to this option and it is greyed out Selecting rain grid will provide the following options Inputs of this type are not input as individual files but as a single file For this to occur the model must include an operation node Unless you are running the model in operational mode you should only select the rain file input process The Rain Station factor selected will multiply every rainfall reading contained in the rainfall file by this factor The factor is used to adjust the rainfall measured at the location of the rainfall gauge over the period of modelling to the value estimated for the location of the node or the estimated average rainfall over the catchment area represented by the node Until more precise methods have been proven the factor has been used to modify a historical rainfall record to represent the rainfall that might be experienced at the same location under the influence of climate change Note the rain station factor is not used when
135. e Area Options ccccccccceececeeeeceeeceeeeseeeeaeeeseeeeeseeeeseeeeeeeseeesaeeesueesseeesaeeess 47 7 1 2 FEVA Flow Elevation Volume Area Option ccccccceccceececeeeceeeeseseeseeesseeeeseueeaeesseeeaes 48 Lo 2 011 016 fgg Ug 611 6 q MNT cee ee en 50 7 8 1 Flow Storage relationships ccccsccccseecceeecseeceuceceueecaueeceueeceueesegecaueeeueeseueessaueesaeeseueenes 50 1 9 Diversion FOCI Secs tects eres pervect ra eane m 51 17 9 1 Basellow tab WIDGOW cati nius nucadu matin deu dueteisaitiu ead doma uan oni nd e dena satus ann iE ecmdalicc imd oibiedettosidvenetnedes 51 L92 TNG FOCON TAD eee Tc 52 LS TORET aa a E E E A EE E EA E E 53 AIA The ONS NANI ADs sae rece inci a a neki tele gee KARAT none selec demon T TE o3 iesu m o3 LE MEC uu iemE ee o4 7 12 Differences between Surface Storage Types ssessessssessseseseee nennen enne nnns 54 8 0 MODEL COMPONENT NODE DESCRIPTIONS 1 000 e eee terre eee eene nenne neret OD WaterCress User Manual oP ME SN re el COMPONGM NR TT T EE 55 ANE OE O T ERH 55 VEZ AY OU Y INGON eeren A T A N 55 8 1 3 Saving and Loading House Setups 2 0 0 0 eccceeccceececeeeceeeeceeeeseeeeseeeeseeeeseeeeseeeseeeseeeeseueenaes 56 8 1
136. e maximum filling rate and at the acceptable levels of salinity and q code selected in Demand Setup This form of recharge is suited to situations where MCR is assigned a value equal to or less than the capacity of a bore to accept inflows from the drainage path If MCR is greater than the maximum recharge rate set in Demand Setup only recharge up to the Demand Setup value will occur 3 The Stream Natural Recharge method calculates the recharge that is derived from a stream channel containing variable flow passing over or adjacent to the aquifer The method works on the concept of recharge to a unconfined aquifer where as more water flows past and recharges the local water table rises so that it partially and eventually fully blocks the recharge process The model simulates this by filling and emptying an imaginary storage which as it fills increasingly constrains the recharge occurring The potential recharge to the aquifer includes all flow up to a fixed flow rate plus a fixed proportion of the flow above that limit however this is reduced according to the calculated storage status of the local water table Note The status of the main aquifer does not affect the recharge into it except that it will not allow itself to be filled above maximum volume This situation mimics the operation of an infiltration from a spreader pond or losing river reach Parameter inputs to the model are provided in the 4 edit boxes provided The paramete
137. e maximum rate of mainstream drainage outflow that has occurred during those periods Used for flood peak analysis Option 32 Blank Option 33 Blank Option 34 Storage Level StorElev This is the elevation from the adopted datum of the water in a storage as calculated from the storage v depth elevation relationship entered for the node Option 35 True Drain Out This is the time series for the modelled drainage out with periods of unreliable accuracy data omitted This time series is used in the model calibration process for comparison with observed flow data recorded at the same location over the same time period The periods of unreliable data for both modelled and observed data are set by the data quality code selector for the observed data entered under the Run then Alternative Run then Quality Code headings on the Results Screen See Section 13 for information on model calibration Option 36 Observed Flow Depth Obs RO This is the complete record of observed flow expressed as an average depth over the upstream catchment It contains both reliable and any less reliable flow data as described under Option 35 The same record with the unrelaible data omitted is TruObsRO see Option 38 Option 37 Maximum Observed Data Mx Obs This can be used to output the time series for any observed data record identified within the node calibration file Because the time series is assumed to contain maximum values the highest value wit
138. e parameters for that model Therefore in any other rural catchment node you create by setting its characteristic set you also automatically set its parameters and model Further if you change the parameters within a set at any node you change the parameters for any node with that set This allows quick calibration of complex models which are made up of a number of different catchment types The list contains most common lumped parameter models used in Australia Typically all of these models track soil wetness and groundwater storage All models provide provision to input the initial values for Soil store and ground store The value of initial Soil store may vary between 0 and MSM The value of initial Ground store is only 0 to 1 or 2 mms 8 5 4 The water quality generating functions For salinity refer to section 7 2 3 The quality out code of the runoff is the quality code for the flow leaving the catchment This may limit how this water can be used further downstream Typically a natural catchment is assumed to produce water with a quality code of 5 Refer section on quality code 8 5 5 Routing Entry Clicking on the routing icon De brings up the standard routing window The inputs pertaining to this window are defined in detail in Section 7 8 5 6 Cost Functions Clicking on the cost icon db brings up the standard costing window The capital cost of any construction or maintenance program within a catchment to enhance quantity or quality
139. e storages via the supply links This will result in a cost per unit volume of water supplied being calculated at each supply location 7 4 Catchment Data b 7 4 1 Main window This icon appears for all components nodes which are involved in the calculation or modification of runoff as given in Table 7 2 1 For the House and Urban nodes this icon leads to the full layout of the node which includes runoff generation but also provides data entry for internal storage demands and recycling Data to be entered invariably includes the catchment area For natural catchments a choice is provided for the rainfall to runoff model to be used Because of differences between nodes details for nodes carrying the Catchment Layout icon in the header bar are described in more detail in Section 8 However one feature in common across all the nodes is the choice of a flow versus salinity model This is described below 7 4 2 Salinity Model One common input window is the salinity model Clicking on Salinity Runoff Salinity functions x is logt Saini Factor Factor x log Flow model parameters will bring up the window shown to the RH The i Maximum Factor A Salinity Faci x Feda Facta xw e Facts window allows the modeller to input parameters to simulate the salinity of water leaving the catchment Sminiby of uroti mal Fina mm per den The relationship between mean daily flow and mean salinity is often very complex
140. e there are many days with only a small rainfall the influence of IL on the proportion of annual rainfall that is converted to annual runoff is quite large as shown in figure 9 4 1 Adelaide Rainfall 1967 1996 Av 542 mm a Loss from Average Rainfall due to Abstration of Daily Initial Loss Shown 3 4 Initial Loss mm day Figure 9 4 1 Reduction in Effective Rainfall due to Abstraction of Initial Losses 110 WaterCress User Manual RFRO models Figure 9 4 1 shows the average annual reduction in rainfall due to the abstraction of Initial Losses in the range 0 5 to 5 mm day from the 30 year Adelaide rainfall 1967 1996 le the abstraction of 1 mm day from all daily rainfalls in Adelaide over the period 1967 to 1996 would reduce the average effective rainfall from 542 mm a by 19 5 A 2 mm day abstraction reduces the average by 32 5 etc Similar reductions would apply to all locations within the Adelaide region with rainfall in the range 450 650 mm This curve can therefore be used to identify the effect of the Daily rainfall IL part of the above formula on the prediction of annual runoff By inserting the values of IL OF and Con as given in Table 1 into the WaterCress runoff formula the average annual runoff depth per unit area of roof and paved areas as a of the annual rainfall would be 1 0 0 195 0 5 0 9 36 and 1 0 0 325 0 8 0 85 46 respectively where 1 0 195 is the
141. e water inputs to the model are generally derived from one or more sets of sequential rainfall data bases of adequate length suited to the trial area Water is moved through the model to satisfy seasonally variable water demands as modified by evaporation and direct rainfall Secondary data sets define the sizes and rates of all components in the assembled water system as they pass the water through the system 3 Aseries of tabular and graphical outputs which can be chosen and assembled from an output format menu These provide the record of performance of any one or group of components within the system The performance will usually be assessed by the designer on the basis of the amount reliability and quality of water supplied over the period of record and or the size and frequency of peak flow rates etc The model can represent the operation of total water cycle systems with flows generated by rural or urban catchments passing via natural or engineered drainage paths into and through water supply sewerage and groundwater systems The layouts modelled may range from single on site system scale to regional scale including a mixture of different scales Water is moved through the system at a continuous sequence of fixed selected time steps The water balance is recalculated during each time step to account for all the activities performed in the nodes A group of components or nodes with their flow links is defined in WaterCress as a Proj
142. ea A will be blank This is where you will lay out your new project Otherwise the layout of the existing project you have chosen to re open will be shown here Large projects can overflow the screen area and can be accessed by right clicking onto the screen and dragging in the desired direction Various features of the grid are described under Area E otherwise the grid only provides a passive visual role 6 2 Area B Component Menu Contains a menu pallette of 18 possible components each represented by a different icon and given a different name that can be assembled in diagrammatic forms on Area A to represent a water system for which the performance is to be simulated The component is selected by left clicking on the icon releasing and then left clicking again onto the layout screen at the desired location Any component may be added to a layout using a separate identifying name as many times as required Demand Hodes Once a component is placed onto the screen it becomes a node within the system connected to other nodes by flow paths The same component eg a reservoir which appears several times in a project layout will be represented by a different numbered node within the system layout Thus the term component and node are often used interchangeably although strictly a component represents a specific water function while a node represents its function and location within the project layout The names of each component and a s
143. eam catchment and will add the input flows to those calculated for the downstream catchment to give a total flow for all the upstream catchments Inserting channel routing or storage routing via wetlands or reservoirs etc between the upstream and downstream components will provide attenuation losses and delay Selecting a natural catchment node raises 5 data entry icons 3 db bl Jc A 8 5 2 Catchment Data Entry Clicking on the catchment layout icon BAL will bring up the window below This window contains the Area of the catchment and the Qcode of the water draining from the catchment aj cat_one txt Models calculate runoff from the catchment as a 73 TY b be Aja proportion of the rainfall depth The runoff depth is tenen converted to a volumetric measurement by multiplication Rural Catchment Areas x by the catchment area RFRO model parameters Salinity model parameters The quality code of the runoff may limit how this water eee eee L can be used Typically a rural catchment is assumed to Qualcode leaving catchment 5 produce water with a quality code of 5 For more detailed Apply Changes information on quality codes see Section 7 8 5 3 Selecting the Rainfall to Runoff Model The catchment window provides two tabs RFRO model parameters and Salinity model parameters For salinity models see below 3 WaterCress User Manual Node Descriptions ut cnt one txt Clicking on RFRO para
144. easonal monthly averages patterns and exceedences for individual listed outputs or correlation statistics for the calibration between two sets of listed outputs Frequency Estimates provides a range of statistics on annual and Partial series and different forms of Daily Statistics Calculate Daily Spell Statistics Calculate Flow Return Series spell analyses as per the figure on the RH Above threshold C Below threshold Annual Series IY Reset durations at end of year Partial Series Min duration to report on n days Annual Time Series jw Annual Series total above threshold Annual Series Maximum Spell Annual Time Series total above threshold maximum spell Calculate exceedence Number of Spells per year First Sei 0 Second Sel D Days exceeding threshold year First Set 0 Second Sel D Threshold Break AI JFMAMJJASOND h Units 151 2 lanonannanononn Close viindowe fe ee eee ee i d Area D is the area where the time series or X Y graphs are Y Axis or Variable Selection plotted Li ERETT fosse The area to the far LH enables up to 5 of the listed outputs BF 131 prainout to be selected for plotting via the 5 coloured selector boxes MGM and or for analysis via the 3 selector buttons immediately mu below in Area C nM reee Plot selected variables SEES Central tendency and variability i Frequency Estimates gea 131 ObsData
145. ect 1 2 Typical Model Uses The model is designed to meet the problems of exploring alternative system layouts at the feasibility stages The model has been used successfully to investigate the performance of a new generation of water system layouts e involving multiple sources of water of different qualities eg traditional catchment sources urban stormwater groundwater recycled wastewater desalinated sea water and or imported WaterCress User Manual Model Description water and e designed to provide multiple objectives in water supply flood mitigation and environmental enhancement The multiple sources include those generally available but using the WaterCress model the user can explore the integration of less conventional sources into existing systems This can often bring additional economic and environmental benefits These benefits were not explored by previous generations of systems designers partly by virtue of the previous lack of design tools Such as WaterCress able to i examine opportunities offered by integration and ii design systems providing multiple objectives WaterCress is particularly useful in situations where the designer wishes to explore a range of system layouts in which the economic value of many system benefits are hard to quantify While in theory the choice of a best system design can be based on a set of pre determined performance criteria in most practical situations where
146. ed at these time steps Beware the daily listed data may take some time to be displayed if the data occupies a large number of columns over a long period of run time Allow plenty of time for the daily results to be displayed Occasionally it is best to display the annual results before displaying the daily results The Annual listed results will be totalled for each year with each year commencing at the month number entered into the month box at the Assess data from tab on the Run Information window Note The annual listed results for storages water levels etc are the values at the end of the year 144 WaterCress User Manual Output Results Results for projects that have been run at time steps less than hourly can be similarly viewed at the Hourly time step by clicking the Hourly tab on the Header bar However since the hourly data is so extensive it can only be displayed in parts Thus a window appears as shown at the LH which requires you to enter the period which you wish to view Hourly Daily Monthly Annual summary In the upper part of the window you are provided with a default choice of Hourly data output x viewing all the data in all the tabled columns within a selected period of ID m months Alternatively by entering values in the boxes in the lower part of NAE the window the tabled data can be filtered to only show that part of the commencing 1 P gata where values for selected data column
147. ed may be accepted but if you prefer you may give it any number lower within the established sequence This will automatically shift the numbers of all previously established nodes with existing numbers equal or greater than the number you select upwards by 1 thus retaining a unique number and name for each node Existing drainage path and water supply links are also adjusted accordingly Other nodes established later will be given sequentially increasing numbers There is thus some flexibility in allocating numbers to nodes other than in the strict sequence in which they were first created However experience shows that trying to be too clever with this becomes rapidly messy and confusing and it is often better to accept the automatic sequential numbers Note no gaps in the total number sequence is allowed Once ADD is clicked the node will appear on the spatial layout area 29 WaterCress User Manual Project Layout Screen 6 7 2 Moving a Node When building up a layout to be modelled you will often wish to reposition or even delete nodes Moving a node is achieved by right clicking on the node and dragging and then releasing the mouse button Right clicking a node will also bring up the window into which all the data for that node is entered If the window gets in the way of the move drag and relocate the update window to a position that doesn t interfere Note for any subsequent node selections this data entry
148. ed when the quality of the source water meets the quality criteria set for the receiving storage node These quality demands salinity and quality code are set on the Demand Setup window Greyed out constraints turbidity and a general user defined quality are coming in future models versions If the quality code or salinity of a transferring source exceeds the required maximum values entered then no water will be accepted from that supply storage 7 6 3 Internal Use Internal use is a demand set up within the storage node with the main aim of reducing the number of nodes to be established for example where multiple farm dams and associated demands are to be modelled within a single project Combining the storage and the demand from that storage into one node simplifies the project layout The internal use as a fraction of storage allows a simple supply to be made from the storage to simulate for example the supply of water for irrigation from the storage In this mode a defined fraction of the maximum storage of the dam is attempted to be supplied each year following a monthly demand pattern set within the Demand distribution tab Demands for irrigation have often been set at 0 7 of the maximum storage volume per annum Where the inflows to the storage cannot supply the demand in any part of the year the storage simply empties and under supplies against the demand For example Where the maximum storage volume is set at 20 ML an internal use
149. ed withg an error message It is important to check that output options entered under all Presets are valid and in particular do not call for nodes which have been subsequently deleted Start run at over Enter the starting month and year for any common period for which your project data has data for all the time series sets required for all nodes in the project Also enter the number of years over which the run is to be made If the model is to be run over the longest period for which time seies data is common to all the nodes in the project the starting data may be set earlier than the start of any data Similarly the period over which the model is to be run may be enterred as being longer than the period of common data However the model will ONLY run over a common period for which ALL time series data is present and correct The model will not commence calculation until it has located data for all nodes in the project Similarly as soon as any data series ends for any node in the project the model will cease calculation If you have short periods of calibration data ensure the calibration button is ticked off if you wish the model to run in non calibration mode over a longer period than that covered by the calibration data Assess Data from The dates and period enterred here define the start and duration of results recorded by the model The main purpose of setting different Assess dates to Start dates is to enable the model to get thr
150. educe the salinity concentration at high flow levels Factor3 can be set at a maximum salinity that will not be exceeded at low flows In the plot above this might be set about 900 EC The values obviously depend on the units for flow and salinity If flow is expressed in mm day and salinity in mg L the values of the Factors remain relatively stable within regions with similar hydrology The graphs shown figure 7 4 2b are based on flows and salinity measured in mm day and mg L with Factor1 3 2 Factor2 0 27 and Factor3 10000 0 2500 0 LC 4 6 8 Flow mmiday 2000 mg L o E gt o E gt 2 w o 0 1 Flow mm day Figure 7 4 2b Modelled salinity using equation 1 Salinity F1 F3 F2 flow F3 flow Values F1 F2 F3 as shown in legend Salinity units Figure 7 4 2c Impact of varying factors 1 3 on equation 2 41 WaterCress User Manual Common Data Inputs Equation 2 Salinity Factor1 Factor3 Factor2 flow flow Factor3 The formula asymptotes salinity between Factor1 as a maximum value at low flow and Factor2 as a minimum value at high flow Factor 3 determines the slope and position of the relationship between the maximum and minimum values Refer figure 7 4 2c With three factors to adjust both equations have similar flexibility in fitting to the data Beware Changing the model selected will require a large change to the values of the Factors If the
151. efficiency of subsequent runoff on the impervious surfaces the point of initiation of runoff from the pervious surfaces not apparent on Fig 9 4 4 If the pervious areas appear to contribute the relative proportions of runoff generated on the impervious and pervious surfaces can be assessed The corollary of the above is that any model which has been developed to estimate runoff from rainfall in urban catchments and which uses this simple form of calculation of runoff should be able to predict the runoff with a good degree of accuracy particularly at lower flows By extension any measured flows that do not conform to this general form of relationship once established by analysis of the bulk of the rainfall and runoff events should be regarded as being likely inaccurate in respect to either its measured rainfall or runoff The line shown on Figure 9 4 4 has been fitted to the data falling into the medium wet conditions defined as having an antecedent precipitation or wetness index of 10 30 mm It would be expected that i the wetter condition data API gt 30 mm would lie above the line ie greater runoff would be expected for the same amount of rainfall and ii the drier conditions data API 10 mm would lie below the line less runoff would be expected for the same amount of rainfall This tendency can be seen particularly if the linear relation was re drawn curving upwards above about 40 mm of rainfall Unfortunately there were n
152. elatively homogeneous small residential catchment of 70 ha in Adelaide the catchment of the Paddocks wetland Over the period 1992 2002 event rainfall was measured at two locations within the catchment The catchment is small and has a stable standard weir for flow measurement The weir has been calibrated by field measurement during low and medium to high flows The quality of data should therefore be good 112 WaterCress User Manual RFRO models Paddocks 0 7 km2 1992 2002 B 16 4 2 10 8 6 4 2 O 30 40 5D Event Fainfall Depth mm Figure 9 4 4 Example pervious runoff influence using Paddocks catchment rainfall event data The equation runoff catchment area 0 23 rainfall 0 5 is shown as the least squares linear fit to the data in which the initial loss IL is 0 5 mm and the coefficient of efficiency of runoff Con OF is 0 233 or approx 23 The correlation coefficient shows a good fit at R squared 0 946 The linear nature and lack of major scatter shown on Figure 4 confirms that a relatively stable linear relation exists between rainfall and runoff in urban catchments in Adelaide While the data is plotted for events a similar graph but with greater scatter would be obtained using daily data Calibration between the model and accurately measured flows can be used to determine the size of the initial losses on the impervious surfaces the
153. elow 12 WaterCress User Manual Getting Prepared Total catchment M ultiple drainage sub catchm ents Housing areas Rem ainder 75 House blocks Industrial commercial Parks larger pervious areas 25 Road easem ents 82 Roofs gardens 18 Paths driveways D I Gardens a D3 Gardens Figure 4 1 Decision tree for separation of impervious and pervious areas input to the WaterCress model D1 D2 are values for different development densities The separation can be undertaken in steps Step 1 The total catchment area is firstly subdivided into approximately equal sub areas based on elevation contours isohyets and drainage path mapped information Boundaries of areas with high relief can be mapped accurately eg 49 51 in Fig 4 2 below Where there is little relief the delineation becomes less accurate unless access can be arranged with detailed drainage maps In all cases boundaries are selected in an attempt to have only one major drainage outlet where flow is passed to the next area Figure 4 2 Definition of drainage paths and sub areas E E e 2 p E LN E es PA Step 2 Each sub area has then been separated into 4 basic land use types 1 Areas of relatively homogeneous housing roads and gardens sub categorized into one of three different dwelling densities and impervious proportions shown in Figure 4 3 shaded
154. emand The capacity of the store may be changed by the user Its size depends on the likely carryover appropriate in the local conditions The store collects rainfall until full at which time excess water is spilled Water is lost from the store at a rate equal to the larger of daily demand of the crop crop use evaporation or a defined evaporation rate evap rate evaporation The evapotranspiration factor is the minimum evaporation factor that occurs for the day The water lost equals the ET factor x daily evaporation This means that although the crop may be set not to be use water say over winter evaporation may still be removing water from the soil store Water is lost from the store at a rate equal to the larger of daily demand of the crop crop use evaporation or a defined evaporation rate evap rate evaporation Quality Requirements The bottom 3 edit windows define the quality codes required for water transfer Transfer will only be made if these quality requirements of the supply water are met 8 3 3 Set water leaving Water demanded by this node is either consumed by the node or passed downstream The fraction of the demand not consumed and therefore passed Set Outflow Parameters downstream is set by Fraction of demand to Fraction of demand to drainage 0 10 drainage The water passed to drainage also undergoes a quality change Flow Leaving Sslinity multiplier 1 x Salinity leaving Factor 1 Factor 2 x salinity
155. emands within the node entered via the Garden demand window only Option 77 Tank1supply Tnk1Sup This is the Water supply that is able to be supplied internally within the town from tank 1 Option 78 Tank2 supply town node This is the Water supply that is able to be supplied internally within the town from tank 2 Option 79 tank3 supply town node This is the Water supply that is able to be supplied internally within the town from tank 3 Option 80 Cost of Internal Supply IntSup town node This is the cost of supplying water from internally within the node This is by rainwater tanks and effluent reuse Option 81 Tank 1 Volume Tnk1Vol town node This is the volume of tank 1 in the internal town node water supply 135 WaterCress User Manual Output Options Option 82 Tank 2 Volume town node This is the volume of tank 2 in the internal town node water supply Option 83 Tank 3 volume town node This is the volume of tank 3 in the internal town node water supply Option 84 Tank 4 Volume Urban node This is the amount of runoff created from the roof area provided into the town node Option 85 Roof OutPavement runoff created town node This is the amount of runoff created from the roof area provided into the town node Option 86 Grey Out 87 93 Blank Option 94 Zone Storage Salinity ZnSal Average salinity of all storages of the component type in the zon
156. ements demand or a combination of the two is selected by Salinity 2020 0 ende demandei ls checking the appropriate button Set water leaving 8 3 2 1 Constant Demand The User sets the following parameters Supply sequence o e The annual volume is the constant annual demand expected at a distribution that the user defines e The required quality code and salinity that must be met before supply is allowed e Adischarge quality code which leaves the component The distribution of the demand can be set by clicking the required distribution button which will display the following input window 69 WaterCress User Manual Node Descriptions Monthly Distribution Water Use Distribution x Ditributinn I The monthly distribution for a constant annual demand is requested within this window Water Use Distribution The distribution of the demand can be set by clicking the required niai distribution button There are 10 pre set distributions available and aue these may be different for each project E adi Monthly Water Lee The required distribution is set by clicking on the up down toggle and then Apply changes Month There are two forms of distribution used within the model Ari Cheops 1 Domestic garden irrigation and industrial distribution where the monthly factors relate to the fraction of the total annual that occur each month ie the sum of the monthly fractions add up to 1 0 2 Do
157. emoving components is the reverse of this procedure Removal of a component will also remove all the connections to it This is the only way of removing a link see below Caution removal is permanent and can only be reversed by replacement When moving the components around you will note that the links are distorted Don t worry about this they will redraw themselves eventually Note Adding and removing components are not automatically saved and any changes to the spatial layout require the clicking of the Save Layout button Clicking the save layout will automatically return you to the update information mode Make sure you return to the update information mode once alterations are made 8 1 6 Selecting Components On the upper left hand corner of the Layout screen is a button Component List Saveorloadaset Component List which opens the list identifying the sub components which can be used in the on site layout There are a Dwellings 560 0 persons per dwelling 24 total of 13 sub components covering catchments storages and Ec Runoff demands The drawbar will reveal those not shown at the top Grey Sewer The catchments include 2 selectable roofs and 2 pavements 3 storage tanks and 6 different cpm qualities of water that may be demanded These Runoff are identified as bathing clothes washing Normal Data Input C Adjust spatial avout drinking dish washing toilet and garden o TATE TEI Wastewater is ge
158. ent is that surrounding the dwelling which has some connection to the drainage system e The area of Road pavement includes the impervious areas of the roads and footpaths If footpaths can discharge onto grassed verge strips they can be added to Domestic Pavements so that diversion losses can be applied 19 WaterCress User Manual Node Descriptions While the descriptions relate heavily to domestic situations the component is also often used to simulate runoff from commercial and industrial areas Placing a value of 10 000 in the number of houses edit window then means that values placed in the area edit windows will relate to catchment areas in hectares BEEN The model allows 5 urban characteristic sets for each project Catchment charmctermtic sets loa seb M sege sea These are labeled set 16 to set 20 pir They are labeled this way because they follow on from the 15 sets allocated for rural catchments A characteristic set contains both the model and the parameters for that model Therefore in any other urban catchment node you create by setting its characteristic set you also automatically set its parameters Further if you change the parameters within a set at any node you change the parameters for any node with that set The local option may be selected allowing the user to specifically set parameters for this node only 8 6 3 Selecting the Rainfall to Runoff Model Currently only one mode is available wit
159. ent traditional demands where supplies are provided from external sources and no explicit water recycling takes place They are assumed to require a single quality standard of water and they may discharge a single quality of water to the drainage system The node is designed to mimic either an irrigation or manufacturing industry demand The component can estimate water demand in 3 ways 1 It can provide either a constant annual demand which may distributed in varying ways or 2 May adjust the annual demand by suppressing the demand in response to local rainfall or 3 May be a combination of the above The component also provides for drainage ie wastewater to be released which represents either irrigation drainage or sewage outfall from a factory This is expressed as a fraction of supply input and takes on an appropriate quality code for industrial drainage Clicking on the Demand node raises 4 data entry icons geL 8 3 2 Demand Options Demand Setup x Constant Annual C three types of demand can be currently set 1 A constant annual demand which is the Annual simplest and most often used Demand 10 0 MIL 2 A varying annual demand rainfall Crop area suppression method which adjusts demand Crop demand _ factor m evaporation x 7 TAA in relation to rainfall Maximum Soil B00 Evapa 3 A combination of 1 and 2 P Constant Variable Annual In the screen Constant Annual Variable Annual Quality Requir
160. ere it will treat all water up to the daily capacity of the treatment plant and retain this at the plant Excess beyond plant capacity will spill downstream untreated Sequence has no meaning under this layout 2 Via a water supply path from another storage Here raw effluent will be held within the other storage and is supplied to the treatment component for treatment No excess to the treatment capacity occurs in this layout as the amount of raw effluent supplied cannot exceed the capacity of the treatment plant Note however the upstream raw effluent storage may overflow if the storage of effluent exceeds the capacity of the treatment plant to treat it 8 12 2 2 Limit Tab The water quality code is a very crude determinand which signifies the amount of treatment which the water would require before use Qcodes lie between 0 and 19 the higher the number the worse the quality of water and the greater the amount and cost of treatment This section requires input to define the treatment process initiated Maximum accepted Qcode is input as the upper limit quality of water to be treated The treatment process will occur only on water with a code less than or equal to this code When desalination is selected the maximum accepted salinity is the maixmum salinity that can be treated Salinity in excess of this amount will pass untreated 92 WaterCress User Manual Node Descriptions Treatment of turbidity and and a second ge
161. erties 47 supply 35 71 supply constraints 46 W supply delay 42 supply sequence 35 surface storage nodes demand setup 81 diversion 82 geometry setup 81 introduction 80 offstream definition 81 routing 82 storage setup 81 surface storage types 54 volume area lookup table 48 water quality 9 water recycling 69 water supply link demand distribution 46 edit 34 fill to levels 45 internal use 46 introduction 33 priority and weight 34 remove 34 supply constraints 46 T supply sequence 35 water supply link add 33 water supply links 6 temporal variation of data 27 WC 1 model 102 text demand node 169 WCsd model 106 X weir node diversion functions 96 introduction 96 xy plots 147 wetland node introduction 94 treatment process 94 Z water mixing parameters 95 wetness reduction factor 43 zone number 39 170
162. ervious catchments Ares quality Impervious Fraction area 261 0 60 Ares sqm connected Rainfall Runoff Model pese a BER b Anteoedent pgs On a daily basis 5 CD Index ALI Runoff depth rainfall initial loss ongoing fraction Runoff volume is calculated from the impervious area and the fraction of this area that is connected to the drainage system l e Effective area impervious area fraction area connected Runoff Volume per day is therefore Runoff depth Effective area All parameters used in these calculations are entered in the windows as shown above On a sub daily time step basis the same formula applies ie Runoff depth rainfall calculated IL ongoing fraction However for the sub daily model the initial loss is continually calculated at each timestep by tracking the volume of initial loss accumulated within an IL store the working of which is shown in figure 8 1 10 60 WaterCress User Manual Node Descriptions IL is the depth of accumulated rainfall that must occur in the Rainfall mm spill occurs store before the store reaches its capacity of IL and runoff ie d n Runoff OF The store is drained at each time step by an amount of Figure 8 1 10 Runoff calculation for impervious surfaces For ILstore t 1 0 95 Raint t gt l L Runoff t ILstore t 1 0 95 rain t IL OF For ILstore t 1 0 95 raint t lt IL Runoff t 0 The form
163. es of a particular variable for each year This enables you to search out the peak events 143 WaterCress User Manual Output Results 11 3 Area B and Area A Headers Hourly to Summary 11 3 1 Initial Results Listing As soon as the program complete window is clicked 2 sets of results data become immediately available these are 1 the time series results for the output option set established under the Preset selected These are listed under their Option abbreviated names in Area B and 2 the summary data covering the water balance for each of the nodes in the project layout over the modelling period for which the model has been run These are hidden until Summary on the Header bar is selected The Summary is described in Section 11 3 3 below The time series of calculated results for the output option example shown above Selection Preset 2 will be automatically displayed in the tabular Area B of the Output Screen as shown below The Monthly values are initially displayed The results can be scrolled down on the RH scroll bar and will cover the selected period of the run as set in Run Information The results will be listed in the same order as they were selected in the Output pens window on the Project layout Screen L aeurrente Moen TRITT Adel Jem plesno E Nm eten ee RTO Ie OTR File Run Hourly Dal Monthy Annual Summary Graph Additional spnaedshent eee xL Hal E A E E ee 3553 02 T
164. f say 0 5 means that a transfer of water is sought from other connected storages at the maximum filling rate if possible until the storage attains a volume equal to 0 5 x max storage volume If the values are set to zero then the storage node will not demand water If the storage exceeds the fill level through drainage inflow the demand switches off The level will remain in excess until evaporation seepage or supply from the storage reduce the storage level back to the fill level Once back at the fill level the storage will again seek to maintain this level by requesting supplies from other connected storages Given a supply is requested by the storage to maintain a certain fill level the actual supplies received may be limited by a number of constraints First the volume of transfer is limited by the maximum filling rate This is defined as a volume per day The sub daily models divide this value in proportion to the timestep used The water cannot be transferred to the storage at a rate greater than this amount This can be assumed to equate to the capacity of the pipeline supplying the water 45 WaterCress User Manual Common Data Inputs Beware Check that any discharge rates set for the transferring storages are compatible with the maximum filling rate set for the receiving storage The other constraints relate to the quality accepted See below 7 6 2 Supply Quality Constraints Water will only be suppli
165. f waters of different general quality is given below which is not comprehensive and is provided for indicative guidance only 0 Advanced treated Disinfected 10 Stormwaterwetland Pristine catchment Raintank filtered 6 Tertiary treated effluent 416 Filtered primary anddisinfected 8 Stormwater following wetland andfiler 18 RawBlacksewage 11 1 9 Secondary treated effluent 19 Toxic Industrial Effluents Code 0 relates to the best quality water and subsequent increments indicate falling quality of water to a maximum value of 19 All nodes in the model have input boxes to set the quality code of water being generated by it and most nodes demand nodes and storage nodes that receive water via water supply paths have a quality code set to identify what quality water is acceptable by it Note Quality codes and salinity ONLY control water movement via water supply paths Water delivered by drainage paths is NEVER rejected on the basis of quality codes or salinity In many cases where quality is not an issue the modeller may simply wish to set all water generated as code 0 and all demands as code 19 thereby negating the impact of quality codes and allowing all water being modelled to be suitable for supply to all demands Otherwise all demands are assigned a maximum salinity and code number For potable demands these might be 500 mg L amd code 1 Any wate
166. fall Evaporation and or Flow Data Input Rainfall and evaporation are the usual prime drivers for the model and are converted to flow by a series of rainfall to runoff models Recorded flow data or data generated by other models may be used instead or in conjunction as the flow driver or to calibrate the flow predicted from the rainfall This data is input to the model through individual ASCI files A project can access numerous rain and flow files The modeller can often apply multipliers to factor the input values up or down to suit the requirements of the project 3 3 Node and Link Structure WaterCress allows the modeller to simulate the flows within a prototype water system by representing the system as a series of nodes which represent the various functions or operations of water infrastructures proceses eg dams weirs usages bores treatments etc linked together by a series of free flow gravity drainage paths and or a series of fixed capacity water supply piped paths The nodes can be clicked and dragged onto a blank computer screen field and joined by flow paths in order to specify the water system to be trialled A group of components or nodes with their flow linkages is defined in WaterCress as a Project 3 4 Nodes and Node data Entry There is a menu of 18 basic node types that the modeller is able to use as often as required to make up a project Each is described in detail in Sections 7 and 8 Each node has an ass
167. files The order that the WaterCress program searches for the data within the 3 possible automatic locations is actually 3 2 1 as listed above Where no rainfall file is required for a node operation eg for a tank simply input none in the rainfall window on first node data entry window The program folder raindata folder is provided on installation of the model and is designed to be used as a central repository for the storage of rainfall data and other time series data for all projects undertaken by the modeller However storing the data within the project folder offers some advantages if for example the project including all of its input data needs to be transported to another computer This can then be easily done by just grabbing the whole project folder which will contain all the necessary project folders and files in one grab The downside of storing the data files in the project folder is that it is not available for other projects 161 WaterCress User Manual File Location amp Format 13 2 2 Evaporation Files The evaporation file usually consists of the 12 average monthly pan evaporation values and may be similarly located with the same three options as the rainfall file When actual evaporation data is available as a time series the evaporation values are listed as a second data series with the rainfall within the rainfall file The evaporation is then recognised via the information entered i
168. filtration type situation it would be more likely ie lower cost that the wetland would be drained to rather than supplied to the same infiltration basin Under ALL situations the aquifer may be provided with a continuous natural recharge rate as an internal feature of the aquifer node ie not part of recharge from a drainage path which is assumed to have the same salinity as the native salinity of the aquifer A percentage of all the recharges other than the continuous natural recharge may be assumed lost This is a procedure to limit any excess build up of storage within the aquifer Selecting an aquifer component raises the following icon options The node does not use rain or evaporation files and therefore these along with the rain station factor input are hidden on the aquifer screen 8 9 2 Storage Setup Maximum Volume The maximum volume is the volume at which no further recharge of any kind can occur If the storage reaches this Storage Setup x value no further recharge will occur until some withdrawal or volume loss takes place In most cases the maximum is set at a Maximum volume 5000 00 ML value greater than is ever likely to be achieved during the 000 00 aay model run Thus if the maximum storage is reached any f oo0000 further natural recharge will cease any recharge delivered Seeger ake angel by drainage links will be diverted past the aquifer ie spilled Maximum discharge 1000 ML day fr
169. fined in section 7 2 5 Note that the maximum filling rate applies only to the managed recharge deemed to be entering via a bore This will include managed recharge from a drainage line at constant rate and or recharge directed to the aquifer node via a supply link The maximum filling rate is the operational injection rate set for the recharge bore s and is the total of these two recharges Note that this rate does not apply to the variable stream recharge option via the drainage link which is deemed to recharge the aquifer unregulated and not via the bore although at or close to the bore cell See aquifer structure The internal annual use window should normally be set at zero since any use calculated would be over and above that occurring via the withdrawal process and would imply that the bore s would have to discharge both the maximum discharge when operating plus the internal use since this latter could not be used within the aquifer itself 8 9 4 Storage Geometry Aquifer Mixing Parameters The window contains values which relate to the manner in which the aquifer operates in mixing and difusing the salinity of water recharged into it with that already stored within it The process is described in 3 12 4 below 85 WaterCress User Manual Node Descriptions Natural Recharge Parameters Natural recharge should only be used in situations where it is necessary to avoid the salinity in the outer parts of the aqu
170. flow and the groundwater path One or both of these are selected when a drainage link Da EGNENEME is created or adjusted and requires the decision main stream or groundwater Select Option Main stream is selected for the continuation of the normal drainage flow downstream In most cases this is used by itself However an option is provided to separate out the groundwater flow which has been generated on the catchment in question and to direct this further downstream This is particularly useful for modelling situations where the groundwater contribution from hilltop catchments remains underground until it intersects a groundwater table further downstream The groundwater contribution will then by pass any farm dams in the hilltop zone but can be modelled to re emerge further downstream The amount of groundwater is dictated by the water released from the groundwater store present in the rainfall to runoff model 6 8 6 Drainage options for House and Urban Nodes The House and Urban nodes can split the drainage flow into four directions Select Option 3 Options are Grey sewage Black sewage Ground runoff and Roof Black lage Graund runoff In this case Ground Runoff is equivalent to Main stream and the others are the diversions These flows are all generated within the workings of the node in question Stormwater flow and waste are generated within this node as well as the internal path of this water A user may the
171. flow consists of the sum of two or more flow processes of which groundwater flow is one eg surface flow interflow and groundwater flow The groundwater flow in the WaterCress model may be kept separate from the other flows making up the surface flow and may be directed to other catchments or parts of the model This facility has also now been programmed for the other rainfall to runoff models available through the WaterCress model The separation of the groundwater discharge baseflow is effected when the drainage path from the natural catchments is linked to any other downstream node As the link is made the window shown at RH appears Clicking on Main Stream will keep the baseflow with the surface flows and connect both to the downstream node Select Option Alternatively clicking Groundwater will only connect the baseflow Ee E ae component of the total flow If the Mainstream has already been selected for connection from an upstream catchment node a new connection from the same node to another downstream node will still bring up the same Select Option If Groundwater is then chosen baseflow will be connected via the second path and the first path will revert to surface flow only ie Mainstream Groundwater The diagram at RH shows the groundwater baseflow component of the flow generated by the rainfall to runoff model contained in node 13 bypassing the offstream dam node 5 and re emerging to join the flow genera
172. for all in i Daily House demands eg drinking toilet laundry etc Demand 0 0120 Kipersid _ Distribution n The kL person day value is multiplied by the numbers of dwellings and persons per dwelling and a distribution factor for each month which is shown by clicking the distribution button Update Drink Demand Constraint Quality Cost M Use any external source The choice of distribution O will maintain the demand as seasonally unchanged However it is possible to introduce a seasonally variable monthly distribution eg distribution 1 which may be regarded as varying either the demand per day the numbers of persons and or the persons per dwelling say between summer and winter by factors varying downwards from 1 0 Water Use Distribution pigzribullan p z Waler se l strihirtinn Twenty different sets of monthly water demand patterns are stored within the wateruse txt file within the project folder The first ten are used to proportion annual demand values across the year with the total of the 12 monthly proportions summing to 1 0 The second ten can be applied directly to daily demand values as in this situation and have factors ranging from 1 0 downwards Distributions 0 and 1 for the House and Urban nodes are listed as the 10th and 11th of the distributions in the project wateruse txt file The values may be changed via access to the wateruse txt file Marrhly vate se Month Apply Changes
173. for an offstream dam Since the weir does not request a rainfall file this file can be accessed from the vacant location on the initial opening screen normally elPaseraPkssto reserved for the rainfall file The example above shows 14m a file named BaseToPass flo entered into this file location The file must be located within the raindata _ Delete Node Accept changes folder for the project or the project folder under this same name The data will follow the same format as a rainfall file but lists the daily flow to be released before diversion takes place rather than the daily rainfall The data file header may commence WeirEnvRelease daily ML d 7 9 2 The Fraction Tab This window sets the fraction of the inflow in excess of the baseflow that is to be diverted Variable Diversion Factore x The fraction may be set by either Base Fiscton Rate Constraints A constant value less than 1 0 p oe One of two different formulae Up to 5 variables are available to a ren Mc define the fraction Use formule 2 oo The first formula will require a good knowledge of the inflow gren trenes variability and measurement units to arrange a sensible value for the afi B cj diversion fraction of ef Apply Changes The second formula DivFract DF1 K DF2 flow K flow C calculates a fraction which asymptotes between DF1 to DF2 as flow increases from low flow to high flow The graph below shows the val
174. found by survey of a natural or as constructed storage geometry Clicking on Replot will show the graph of the relationship selected The third option for entering volume area data but also including outflow hydraulic data is a tabular input defined by requesting a FEVA file input For this method the user must create an flow elevation volume area file FEVA file which may be then used by the model 7 7 2 FEVA Flow Elevation Volume Area Option A FEVA file is an flow elevation volume area relationship It can be used instead of the mathematical functions for volume area given above but it is also used to establish a relation between storage surchage depth elevation and outflow rate particularly for sub daily models involved in peak flow rate investigations The FEVA file must be created before you enter the WaterCress Program and must be constructed using the format shown below to ensure it is read correctly It is recommended that you use the letters FEVA somewhere within the file name to remind yourself of the file format a particular file is in WaterCress uses a number of different file formats for different uses and they must not be mixed up 48 WaterCress User Manual Common Data Inputs Table 7 7 2 Example of a FEVA file FEVA The Parks 300 ML storage cumecs m ML ha 8 0 15 3 0 50 0 02 15 4 50 50 0 1 15 6 270 170 0 3 15 7 440 250 0 8 15 8 690 250 2 5 15 9 940 280 4 8 16 2 1804 30
175. from each store and then the rainfall is added As these stores are overtopped the spillage potentially becomes the runoff depth 116 WaterCress User Manual RFRO models When runoff occurs part of this is directed as recharge to the baseflow store The amount recharging the baseflow store is calculated as a constant fraction of the streamflow This fraction is set by the parameter BFI For example a BFI 0 3 means that the recharge to groundwater will be 30 of the runoff generated from the soil stores A baseflow recession constant K controls the amount of discharge that occurs from the baseflow store BS To simulate baseflow the baseflow store is depleted at the rate of 1 K x the volume of water held in the store For example a value of K 0 9 will mean baseflow BF 1 K x storage in ground store The volume of surface water running off the catchment quick flow is then the product of 1 BFI and the contributing area le Runoff RO Ro1 x A1 Ro2 x A2 Ro3 x A3 x catchment area x 1 BFI Various simplifications are suggested by Broughton to enable quick calibration of the model The original AWBM model has built in default values which may be used as a starting point for calibration however it is usual that these will require some modification to suit the individual catchment The default soil stores and partial areas are based on the equivalent average soil storage capacity SSC as C120 5x SS
176. ges receiving drainage inflows from upstream provide a locally available water source for supply 30 WaterCress User Manual Project Layout Screen The established drainage paths are assumed to always have sufficient capacity to take the largest flows which could leave the upstream node Thus the designer is not asked to nominate a capacity for a drainage path At present as far as drains are concerned the model ignores any elevations set for the nodes and thus lower elevation nodes may drain into higher elevation nodes via the establishment of a drainage path l e drainage paths are not presently elevation conscious At present the type of conduit used to drain the system is not defined Future costing options will require the type of drain established to be nominated Similarly future exceedence of the capacity of a stormwater drainage pipe or sewer pipe will not restrict the passage of larger flows along the same path but will be counted as a failure of the drain pipe Linking stormwater components with natural creeks will initiate no capital cost although a maintenance cost may be included NOTE All icons which do not have an outward downstream drainage path are assumed to be spilling any water generated within them or passing through them out of the system 6 8 2 Adding a Drain Path When drainage paths are to be established deleted or modified the Drainage Paths button located at the lower right
177. h selection of ILCL initial loss continuing loss checkbox in the top left hand corner The formulae used in this method for the Impervious House and Urban nodes to make continuous estimates of runoff from impervious areas is Runoff Area Rainfall initial loss Con ongoing fraction when Rainfall gt IL or Runoff 0 when Rainfall lt initial loss where e Runoff is a volume for the time step e Area is the total of all the individual impervious areas of roofs or paved surfaces within the sub catchment for which runoff is being calculated e L isthe Initial Loss assumed for that surface type e Conn is the degree of connectivity for that surface to the main drainage system and e OF is the ongoing fraction of rainfall lost after the initial loss had been extracted The formula can be applied for any time step but for time steps less than one day the initial loss must be adjusted to account for short term wetting and drying periods by introduction of the antecedent Loss Index ALI This is done by utilising the antecedent loss index which is a multiplier which adjusts the loss rate at each time step Daily values for IL can be estimated with some accuracy from plots of event rainfall v event runoff A similar value will be obtained from plots of daily rainfall v daily runoff except that the latter will have more scatter Typical values for IL Conn and OF that have been found to give good calibrations between the
178. hand of screen must be selected When this is done all existing paths become visible To establish a drainage path click and hold down the left mouse button Select Option while pointing at the centre of the upstream node Move the pointer to Drainage few es defined _ the centre of the receiving node and release the mouse button The Drainage ow out of system BN proposed drainage path is now displayed as a blue line and an input window becomes visible Drainage flow as defined is clicked if you wish to add the path as requested Else drainage flow out of system allows you to remove a drainage path if you have followed the above procedure over the alignment of an existing drain Note in some components there is more than one way that water may flow A second window may appear asking you to specify which of the outflows should be connected This is described below If the drainage connection is being made from a standard component ie not containing a diversion option a blue line and arrow signifying the link and direction will be displayed on the screen after drainage flow as defined has been clicked 6 8 3 General Drainage and Diversions Nodes generally have only one downstream drainage path Any node however may have an unrestricted number of upstream drainage paths delivering inflow to it While this might sound restrictive in practice there are few situations where this does not mirror normal river and drain systems where tr
179. hat the concepts utilised by AWBM and WC 1 are likely to produce the best results for semi arid catchments This layout is shown on the structure diagram of the model figure 9 5 1 Rain t ET excess sm rain ET C aurface Flaow z 1 BFI x excess Routing Runotft 1 KS x ssim Recharge BFI x excess AJ Al AY AS 1 0 Maximum sail capacity C1 CZ amp C3 Ground Baseflawegwit x 1 4 Store Figure 9 5 1 Layout of AWBM model 9 5 1 Model Concept The model is a 10 parameter model using 5 storages as shown above to track interception soil moisture and groundwater The 3 soil stores are generally the main runoff producing component requiring 5 parameters for calibration The soil store requires 3 storage parameters C1 C2 and C3 which are the soil moisture holding capacities of each storage Two further parameters A1 and A2 are fractions of the catchment which define the partial area contributed by each of the stores C1 and C2 In the original model the area fraction A3 for C3 was calculated as 1 0 A1 A2 In this localised model version to add greater flexibility a value A3 is able to be set as the area fraction for C3 less than 1 0 A1 A2 so that the model may include an area fraction 1 0 A1 A2 A3 that will not contribute runoff at all The water balance of each store is calculated independently on a daily time step At each day the evapotranspiration is removed
180. he All pervious sub component calculates runoff from all pervious areas including the gardens in the domestic layout which was missing from the House node and parks recreation areas open spaces undeveloped land etc etc in the Non domestic areas Clicking on AllPervious brings up the window at right PervicusMadel GualityOut The total of all pervious areas included in the enlarged node comprises the values entered into the top two entry boxes House pervious area 7024 Commercial Municipal pervicus area 90 6 a sqm dwelling 1 The total of all the pervious areas ncluded in the EE m non domestic industrial commercial municipal E EU zone areas is input as say total hectares Update Pervious 2 The house garden pervious areas plus any per dwelling allowance made for road verges local parks etc are input say m2 per dwelling This area is then multiplied by the number of dwellings entered at the top of the layout area to give the total of the pervious areas within the domestic part The two areas are then added and are assumed to have similar rainfall to runoff characteristics which are modelled via the choice of model selected when the Select pervious area model button is clicked The pervious area rainfall runoff models is chosen and set the same way as for the rural catchment component see Section 9 The drainage link from the All Pervious sub component always goes to the Ground runoff connection
181. he file immediately before the data list commences The header identifies the locations and nature of the following data 13 3 1 Rainfall evaporation Files As a throwback to earlier versions a rainfall file does not necessarily need a header but without it there are a number of limitations being e rainfall is assumed to be in mm e the file only allows input of 1 variable following the date dd mm yyyy vvvvv vv e the file can only consist of daily time step data e no identification is provided on the data that follows For models using sub daily data it is therefore mandatory that a header is included and this is recommended for all files The use of a header will also allow the inclusion of evaporation as well as rainfall The header must contain at least three word sets separated by spaces or commas The example below shows five which is also the maximum for a rainfall type file comment time step rainfallunits quailitycode units where comment or more specifically the allows entry of any text up to 20 characters which helps identify the file and its content Make sure no spaces are placed in this sequence ie LocationXrainfallwithgapsfiled NOT Location X with time step defines the time step of the following data see following list for acceptable definitions units must be the units of the rainfall as above qualitycode code indicates that a numerical code is attached to each rainfall data entry to identify
182. he naming and location of the file is as explained in 7 9 1 above As above this option is NOT available for an offstream dam Apply Changes As an additional feature to the above options the diversion volume may be limited by the availability of storage space in a storage node immediately downstream on the diversion path of the weir This option is not available from an off stream dam since the diversion involved with the offstream dam diverts to the offstream dam itself The option is redundant as diversion of this form is automatically limited to the capacity of the offstream dam so that the dam does not overtop The rate limited option only works when the diversion path from the weir is connected directly to an on stream storage immediately downstream 7 9 4 The Constraints tab This window provides other options that may limit or enhance the diversions Variable Diversion Factors The diversion may be limited to inflows that reach minimum water Base Fraction Rate nalis quality standards in respect to salinity and Qcode These are set in Diversion iz limiled sich That if the salinity or ccace the entry boxes indicated es defnec ere no net then diversion wil not lake place In addition the diversion rules set may be made to apply for all or just seu P sm mo selected months of the year Where a month is not requested ie entry piu diae d canus A 0 no diversion will occur Particular months are set b
183. he priority order only relates to a particular demand node and defines the order in which that node will seek its supply wnen it can be supplied from more than one supply nodes Refer section 3 7 for a detailed example of the use of Supply Sequences and Priority Orders 6 10 Node and File Naming Convention User selected variable parameters for all nodes within a project are stored within the folder lt program_folder gt your_project_name eg wc2000 onkaparinga with the naming convention for the individual nodes being xxx_yyyyyyy txt The xxx is an identifier for the node type eg cat for catchment see table below and yyyyyy is a six character name the user provides when a node is added to the project eg hapval for happy valley There are currently 18 node types Node Grouping Type of Node Identifier Default file name Demand Nodes House twn twn base txt Urban twn twn2 base txt Demand ind ind base txt Text Demand fop fop base txt Catchment Nodes Natural cat cat base txt Impervious urb urb base txt Text Flow txt txt base txt Storage Nodes Reservoir dam base txt Aquifer asr base txt Tank tan base txt Offstream int base txt External supply ext base txt Multi store str base txt Wetland wet wet base txt Transfer Nodes Weir div div base txt Channel env env base txt opring env env2 base txt As each of these components are created in a new project a default file is drawn from the folder program folder Miles ie wc2000 file
184. he web Some models work Initial Conditions better in particular environments than others Familiarity with Soil Store Ground Starei Ent the model you select is highly desirable It is also highly 3 meager desirable that some runoff data is available to enable the parameters for the model selected to be adjusted to give a good calibration between modelled results and recorded results The example above shows the 12 parameters required with default values for the WC 1 model The number of parameters required for each model is shown at the LH in the list above Models with less parameters are generally easier to use but may be less versatile than those with a larger number of parameters In addition to the parameter list the screen also shows Catchment Characteristic Set at the top and windows to enter initial conditions at the bottom 101 WaterCress User Manual RFRO models 9 1 1 Catchment Characteristic Set The toggle will bring up 15 sets of parameters previously entered into the model parameter windows and handed down from one model to the next as default values Each set ie Catchment Characteristic Set may have been entered and accepted ie saved in respect of a different model or more likely many with have been entered and accepted as different versions of the parameter set for the same model The 15 sets when altered become project specific and therefore different projects tend to h
185. he wetness storage cumulated up to the end of the previous day represeting the status of the local water table the calculation of loss from the stream channel is calculated as below Loss BR Q t RF WS t 17WF orR 0 if WS t 1 WF gt BR Q t RF Revised status of wetness storage for next day WS t WS t 1 R K The initial value of WS is not selected by the modeller It has no maximum value and will adjust its values to the scale of the flows passing over it according to the values selected for the 4 parameters Note BR is a flow rate and RF WF and K are all fractions between 0 and 1 The actual recharge will rise as BR and RF are increased If WF and or K are set to zero all potential recharge will be recharged It is the difference between WF and K that determine the delay in the time that it takes for the wetness store to build up and fall and the range of impact that the store has on the calculated loss 97 WaterCress User Manual Node Descriptions 8 16 ROUTING Functions Des Flow Storage relationship The method allows a simple linear or non linear routing relationship to be made assuming Store t F1 x outflow t and continuity of volume Therefore for the available volume Store t Store t 1 inflow t outflow t The equation S t F1 x O t is solved iteratively to ensure conservation of volume O t then becomes the outflow Simple Power Function The equation used by this meth
186. higher value than is normal in order to reduce the frequency at which runoff via this high rainfall intensity mechanism is produced NB In this case the runoff from the more frequent low intensity rainfalls is calculated by the remainder of the WCsd model via the conceptual storages in its subsequent lower layers As a first approximation the value of IL should be selected to be equal to the depth of rainfall that is estimated as required to initiate significant runoff from a dry summer catchment within the time step chosen for the model Table 9 3 1 below gives summer rainfall intensity figures for Adelaide for time steps of 30 mins to 1 day and ARIs from 2 to 10 years If a value of IL was chosen at 21 8 mm and the model run at 1 hr time steps runoff would only be initiated by a 1 hour storm burst by this mechanism about once every 5 years The storage mechanism caters for rain bursts of longer than 1 hour by allowing the loss mechanism to accumulate successive rainfalls into the storage while allow enabling the infiltration capacity to recover during each successive time step Table 9 3 1 ARI Model Time step years Values of IL mm The calculation of runoff due to high intensity rainfall is thus undertaken on a continuous basis using a simple fixed storage capacity of IL mm to act as a cumulative loss and recovery mechanism During dry periods the moisture depth contained in the storage is near zero Rainfall increase
187. hin each output period is reported rather than the aggregate value as for other Output Options Option 38 True Observed Data Tru Obs Refer Options 36 and 39 This is the same as the Observed data time series option 39 except that poor quality data has been omitted as per the notes described for Option 36 above The Observed data used in this situation is invariable flow data which is accompanied by the quality code indices used to differentiate the true and poor quality data Option 39 Recoded observed Data ObsData Observed data can be any time series data measuring an aspect of the performance of the project being modelled For the purposes of calibration the Observed data will be entered as a file via the calibration icon of the node that is calculating the corresponding aspect See Section 13 To enable calibration to be undertaken the time series of the corresponding aspect as simulated by the model eg storage flow salinity water level etc must also be selected in the same output option group 132 WaterCress User Manual Output Options Option 40 49 Blank Options 50 Wetland Qcode Cell 0 Qc 0 Wet A wetland is divided into 10 segments cells and the water entering is passed through each cell by mixing displacement and diffusion The quality code is assumed to gradually reduce depending on the cumulated duration of time the water remains within the cells Supply out is not taken unti
188. his can be adjusted to accumulate rainfall for selected month periods only eg wet season Mar Oct etc or the entire year It is expressed as node DrainOut total area of all upstream runoff generating areas The total area excludes surface areas of any upstream open storages although these may add to or detract from the drainage leaving the downstream node in question Option 25 Catch Rain CatchRain This is the area weighted rainfall of all catchment nodes that make up the entire catchment above and including this node This can be adjusted to accumulate rainfall for selected month periods only eg wet season Mar Oct etc or the entire year Typically NodeRain Option 1 and CatchRain this Option may be plotted against NodeRO Option 23 and CatchRO Option 24 respectively to provide rainfall runoff relationships Option 26 Supplied In SuplIn flow weighted average cost per unit volume of water supplied to demand and storage nodes from all supply sources Option 27 Supplied Out or Supplied Internally SupOut or lIntSup cost per unit volume of water supplied from a node Corresponds to Option 6 with respect to internal supplies to the House and Urban nodes Option 28 Modelled Soil Store SoilStore The total amount of storage currently held within the soil moisture stores of the Natural catchment as calculated by the rainfall to runoff models Commonly expressed in depth mm or Demand Demand The time
189. hort description of its use is provided by hovering your computer pointer over each icon Transfer Hodes The components also described as nodes since this is how they appear when assembled and linked by flow paths on the layout diagram are shown in six rows headed Demand Nodes Catchment Nodes Storage Nodes S making up 2 rows Treatment Nodes and Transfer Nodes While all components perform the functions suggested by these classifications many perform multiple functions which cross over to include functions of the other classifications Thus the House top LH component also acts as a catchment and also contains on site storage tanks 22 WaterCress User Manual Project Layout Screen The functions performed by each Component are described in Sections 7 amp 8 The method of establishing a project layout is described in the later part of this Section 6 3 Area C Operation Mode Buttons The top three rows of radio buttons are used when assembling or modifying a layout Model Components must be selected before placing components onto the layout screen ADD Drainage paths must be selected when adding or deleting drainage paths Model Components Drainage Paths Water supply must be selected when adding or deleting supply paths Water supply SHEN More details on the use of these buttons are provided in 6 7 and 6 8 below Output Options Except when actually performing one of these ac
190. hose with a channel store involved in routing The output values are the storage volume held at the end of the time step For Natural catchments Store is not available but soil and groundwater storage are separately accounted and output via options 28 and 29 For House and Urban nodes Store is the total storage volume held in the three onsite tanks For the Weir node it is the water retained in the diversion sump Option 5 Salinity of Storage SalStore This is the salinity associated with the Option 4 storage It is not available for the small routing storages Option 6 Supply Out SupOut Supply out is the total of all water supplied via water supply links discharging from this node For House and Urban nodes that have an internal demand for water that is supplied from the internal sources and storages and provide no supply out from the node the term Internal Supply is used for that part of the internal demand that is satisfied from internal sources within the node see GenWat Option 8 For these nodes more detailed time series of supplies provided from internal and external sources to different demand types are given in Options 70 79 and 81 85 For Offstream dams any internal supplies are included as Supply Out Option 7 Salinity Supply Out SalSupOut IntSalSup This is the average flow weighted salinity of the water supplied in Option 6 Option 8 Water Generated in Node WatGain This is the drainage water generated
191. ibutaries converge and distributaries or anabranches are rare However the splitting of drainage flows into two paths can be simulated by certain nodes Weir Natural catchment House and Urban nodes These can have subsidiary diversion drainage outlet paths in addition to the main drainage outlet path 6 8 4 Drainage options for a Weir Node The weir splits the streamflow in two directions When the weir is connected to a downstream node the window shown will appear Options Man Stearn Diversion are main stream which is selected to identify the continuation of the normal downstream path of a river or drain If selected this is shown on the layout as a blue line and arrow showing the direction of flow If a diversion is desired then a second connection must be made from the same node to another downstream node The window will appear again and this time the Diversion option should be selected The proportion of the drainage flow that is diverted by the weir is defined via the diversion e header on the weir node This is described in Section 8 The diversion is directed along the e diversion link which is signified on the screen by a dashed purple line and arrow 31 WaterCress User Manual Project Layout Screen 6 8 5 Drainage options for a Natural Catchment Nodes A natural catchment node enables the streamflow leaving it to be split into two directions These are the normal flow path of overland
192. ic calculation or field measurement Ideal conditions are rarely met and accurate measurements can usually only be guaranteed if a standard measuring weir is constructed These are expensive Where measurements are taken in natural channels away from stable concreted sections measurement conditions are often far from ideal Logs trash accumulations bank erosion sediment accumulations and seasonal vegetation growth substantially alter the relations often from day to day or week to week Since the calculations of flow are made on the basis of the most recent set of relations available when any changes occur the calculated flow will be in error until the new set of relations has been established Because field measurements to check and or re establish the relations are i often hazardous under high flow conditions ii require skilled operators and iii are expensive they are usually infrequent and confined to low flows Often they are not carried out at all Under most circumstances high flow measurements are generally recognised as being estimates only Thus unless measurements are carried out in a channel reach where the geometry and surface roughness are fixed ie a concreted channel the flow measurements should be regarded as a guide only The measurements are liable to have large random errors due to i random events such as blockages by silt or debris or ii systematic errors due to incorrect assumptions made in developing the hydraulic re
193. ies data files for Text Demand Text Flow Weir etc esses 162 13 2 4 Flow and Calibration files esses mH Hmm m mI rre 162 13 2 5 FEVA Image files REM T 162 13 3 Time Series Files Header Information cccccceceececeecececeeceeeeeeeeeeeeeeceeaeeeeeeeeeeeeeeeeeenesenness 163 13 3 1 Rainfall evaporation Files ccccccccscccsscecsseceseesneeceeeccaueecaeeeceeeeeessaeessueeseueessaeessaeens 163 13 3 2 Flow and Calibration Files esses m HH Immer 164 13 3 3 Text Flow Text Demand and Weir files eeesceseeee nnm Hmmm 164 jio a a S iui e RENE 165 WAT FEATS NENNT 165 13 5 Recognised Header Time step and Unit Definitions sseeeseeeeseeeeeeeeereeeeee 165 13 6 Time Series Data listing formats elsessssesssesesseeeeeen nene nnne nennen nnn nns 166 WaterCress User Manual 1 0 MODEL DESCRIPTION 1 1 Basic Functions What WaterCress Does WaterCress Water Community Resource Evaluation and Simulation System is a PC based continuous time series total water cycle model which simulates the passage of flows through natural and constructed water systems The model provides statistics on the flows and storages within the water system over the period of modelling thus providing information on the performance of the system agains
194. ifer from reducing too rapidly due to the action of mixing and difusion in situations where large volumes of low salinity recharge water are added If when used in order to avoid overfilling the aquifer reaching maximum volume the Natural recharge per day should be kept small and the Natural recharge salinity could be artificially increased several times above the aquifer native salinity level Note the native salinity is that set in the Storage window under Initial Conditions Stream Recharge Parameters Three options are provided for calculating the amount of water infiltrated to the aquifer storage Aquifer Properties x Aquifer Mixing Parameters Diffusion Fat Cell layout Factor 1 000 eon p 100 ii Natural Recharge Parameters Natural Recharge per day 0 000 ML day Natural Recharge salinity i 000 mg L Stream Recharge Parameters Method j Morecharge Managed Recharge Stream Natural Recharge 0 000 ML day 0 000 Wetness Reduction Fraction VF 0 000 0 000 iday Apply Changes Base Recharge BR Recharge Fraction AF Storage Draining Factor KJ 1 No recharge will provide zero stream recharge regardless of any data entries to other windows Natural recharge will continue if data provided 2 The Down Bore method will recharge flows to the aquifer up to the value of MCR entered into the Minimum Constant Recharge window beneath during the periods when the stream is flowing but only up th
195. ikely inflow qcode value Similarly the to code 8 is the lowest that the wetland quality code will fall to and this must be lower than the maximum qcode that the supplies out will accept Water Mixing Parameters As described above water of high quality code inflowing to the wetland may raise the quality code at compartment 10 the supply outlet point making it unfit for immediate use Inflow enters the first cell displacing the previous held water into the next cell s downstream This way the salinity and quality code of the water varies from one end of the wetland to the other This means that medium to small inflows may not immediately affect the ability of the wetland to supply water Given sufficient time the quality of this input water may improve to the required quality before it reaches the supply output point Large inflows will displace all previous storage and if the qcode is higher than the acceptable supply level supply will cease until the qcodes again fall to acceptable levels The water mixing parameter introduces mixing between the cells The value is a number between 0 and 100 and relates to the percentage of the adjacent cell volumes that intermix The intermix volume per day for adjacent cells equals the water mixing parameter multiplied by the maximum cell volume The smaller the number the less mixing that occurs A large number will mean that the wetland acts in a similar way to a normal storage with total mixing each d
196. imited by the bore testing information Other Recharge Combinations Variable rate recharge can be simulated by placing the aquifer component into a drainage path In the diagram catchment runoff generated by node 1 passes over the natural recharge area included in the aquifer facility Infiltration takes place from the drainage channel and the infiltration directly recharges the aquifer In the example the remainder of the flow continues on to a downstream reservoir at node J It should be noted that in the model recharge via a drainage path may occur as e uncontrolled variable rate recharge to the aquifer via channel or spreading basin infiltration possibly at occasional large rates and possibly in addition to any recharge supplied to the aquifer via bore s or e recharge from run of river flows but with the rate of recharge controlled by the capacity of the bore s and their acceptance limits on salinity and qcode The manner in which the aquifer node is attached and its options elected will alter the likely physical reality of the recharge situation being modelled as indicated in the 3 examples following 1 No drainage path exists recharge is only via supply path s This is the normal situation for a typical aquifer storage and recovery situation probably involving a confined aquifer The maximum assigned recharge rate salinity and q code assume a regulated situation in which the bore s have a maximum total injection rate
197. information in i order to be suitable as a WaterCress input time series data file for future model runs Lued Previuus Run k Seve Results to ile k Cieale sz ecLed wre files daily sele led culuri flu Fcurly selected calumr clo Operdlion Mudel dala sel The method of selection of the results column to be turned into the file is by noting its column header number and then selecting this number on the top blue Variable Selector toggle buttons below Screen Area D Clicking on the respective daily or houly selected column flo depending on whether the time series is daily or sub daily will bring up a Save As windows where the name and location of the file is to be saved 11 6 3 Graph ial Summary Crepa Adcitonel spremdsheet lt lt lt lt rre Acjust zreph Layout Allows the formatting of the graphs provided on the screen This can also be accessed by right clicking on the graph in question 11 6 4 Additional 11 6 4 1 RFRO curve Summary Graph Additional spreadsheet lt lt lt gt gt RFRO Curve RFRO inpu L1 When plotting annual rainfall runoff relationships this option allows a tanh curve to be automatically plotted for comparison purposes This is only available when the X axis graphical input is set to a value other than 1 A Axis E h timeseries Typically the X axis would be set to the column number holding the rainfall information and
198. ing node Water is thus drawn through the supply network to meet the downstream demands rather than being pushed through the supply network from upstream Since supplies may be drawn from one node to the next along a continuous supply pathway consisting of several storages any nodes containing storage capacity that are not filled from a drainage path mostly storage nodes but also treatment plants are programmed to be able to demand water to recharge themselves from upstream Water supplied to a demand node may then either be consumed at the demand node eg evaporated or lost or a fraction may be returned as wastewater with an appropriate quality change to the drainage system thus allowing it to be potentially reused downstream When a supply path is established a priority and weight is user assigned to the path Where several sources are connected to a single demand these values may be altered by the modeller to achieve a choice in selection or shandying of the water supplied from the several sources See 3 7 below 3 6 Order of water balance calculation The calculation of flow movements in each time step is performed in two stages with the transfers via the drainage paths being calculated first followed by the calculation of the transfers via the supply paths second as follows Stage 1 Drainage At the statrt of the timestep any rainfall or other input data for the time step are entered and runoff is calculated starting from each
199. input for rainfall and evaporation and the FEVA file for dam volume area relationships Therefore no file input is available to control the diversion rates The options will be hidden when you open the diversion window 82 WaterCress User Manual Node Descriptions 8 9 AQUIFER Component 8 9 1 Introduction The aquifer acts as a water storage but should only be used to supply water when natural or managed recharge to the aquifer will approximately balance the withdrawal from it via a bore If groundwater is to be included in a water system as a source of water without recharge such a supply should be modelled by using an External node as the source The main purpose of the aquifer node is to track salinity changes as lower salinity water is recharged and recovered from an aquifer usually containing higher salinity water The aquifer is normally recharged via a constructed recharge bore A typical situation would be recharge using urban stormwater generated during the wet season and captured in a wetland as represented by nodes 11 and 6 in the adjacent diagram The water recharged to the aquifer from the wetland would be recovered during the dry season and delivered to a demand as represented by node 13 Managed recharge and recovery at fixed injection and withdrawal rates are linked to the aquifer bore by water supply links In this situation the aquifer is likely to be confined and the recharge and recovery rates will be l
200. ins only a flow column the header may look like MannumAdelPumpRecords daily ML d If the file contains salinity also then it would look like MannumAdelPumpRecords daily ML d mg L 164 WaterCress User Manual File Location amp Format 13 4 Other Files 13 4 1 FEVA files Flow elevation volume area file FEVA contain 4 lines of header text and the remainder of the file is the feva data A feva file is essentially a lookup table and can be used for numerous operations for example the volume area relationship and the volume to flow relationship These lines are identified as feva The feva identifies to the program that this is a feva file and that it should follow the format identified for this file type The second line is simply a description of the file and is only for the authors benefit It is not used by the program The third line provides the units for each of the columns of data that are provided in the file See section 13 5 for recognised values The fourth line provides the number of rows of provided data The number of columns is always 4 The remaining lines provide the input data with data values sprarated by a comma For example a typical FEVA file will look like feva flow elevation volume area file Kaurna Park Helps Road drain cumecs m ML ha 12 0 0 0 0 0 0 0 0 0 0 0 50 3 0 4 2 0 0 0 70 7 0 6 2 0 0 0 80 15 0 8 2 0 0 0 90 30 0 12 2 0 0 1 0 40 0 16
201. ion but as default it will load on c Program Files W C2000 The user is now able to commence a project session using the WaterCress program To open a new project see Section 5 2 1 To open an existing project refer to Section 5 2 3 2 3 Software Package Contents The WaterCress model package typically resides within the folder c wc2000 from here defined as program location The actual name and even the drive name are up to the user and are set on installation The WaterCress package consists of e several text files txt containing default data for the 18 basic function nodes contained in the model e two data folders RAINDATA and FLOWDATA containing libraries of rainfall and flow data files into which the model user can accumulate his own files while working from one project to another e three main operating executables watecress exe wcmain2h exe and wcmain3h and e several executables which may be called on for assistance as tools in data input or output checking and formatting WaterCress User Manual Basic Model Structure 3 BASIC MODEL STRUCTURE AND OPERATION 3 1 Screen Structure There are 3 basic screens in the WaterCress Program Opening Screen where you select or create your project and define required project information Project Layout Screen for establishing the nodes and links making up the Project Output Results Screen from where the project is run and the results are displayed 3 2 Rain
202. ion input in this upper component along with the spatial layout produced 8 1 7 Creating Internal Onsite Links Links are simply made by left clicking and holding the button down on the subcomponent from which the water flows dragging across to the receiving sub component and then releasing the button Note there is no need to select either Drainage or Water Supply on the Mode button on the Main Layout screen Thus the type of link made is not defined by the modeller but is automatically identified by the program by reference to the component type at the from and to ends of the link Despite this the same two types of drainage and water supply links are still identified in the program Drainage links are established when catchment sub components are linked to any tank or exit point to the outside world i e ground roof and sewage outfall Drainage links are also made when a demand e g wash is linked to a tank Here the water supplied the previous day is drained as wastewater to the tank A tank can also drain to another tank as a spill and or to the outside world Note quality codes and salinity are accounted for in these processes Water supply links are made when a tank is linked to a demand The tanks will attempt to supply water to meet the demands as a first priority however quality codes and salinity constraints still apply see later 58 WaterCress User Manual Node Descriptions In summary the intern
203. is considered completed or broken when the flow falls below the threshold flow for a period of sequential days defined in the edit window break in the units shown If this criteria is not met the program assumes that the flow record is continuous even over yearly breaks Selection of these breaking criteria Is critical to ensure a reasonable result is obtained Rather than there being only one record per year as for the annual series there may be numerous events which are then plotted against their return period The calculation of partial series return period is therefore not as obvious as for the annual series For this program the return period is calculated as per rules defined in Australian Rainfall and Runoff see reference Run the option by clicking Calculate Requested Statistic to produce the graphical output 154 WaterCress User Manual Output Results 11 7 2 Spell Statistics Spells are defined as the number of sequential days that the flow lies either above or below a specified threshold value This is an important issue in calculating environmental flows where usage may affect how often certain areas of a river are wetted or inundated Daily Statistics Calculate Daily Spell Statistics Calculate Flow Return Series f Above threshold Below threshold Iw Annual Series wo Reset durations at end of year Partial Series Win duration to report on 4 days Annual Time Series Annual Series tot
204. ished downstream the inflow will continue down this drainage path outlet else the node will merely spill the flow and the drainage inflow will disappear from the model WaterCress User Manual Basic Model Structure 3 5 2 Water supply By comparison water movement via a supply link is always regulated to a maximum flow rate The rate may be changed according to season or some rule however no hydraulics are involved and the water will be supplied at the rate set providing that that amount is available from the source and it is of suitable quality for acceptance by the receiving node In all cases supplies are regulated in terms of flow rate and occurrence Multiple supply paths can be established between nodes but only to nodes that have a capacity to demand water eg demand and storage nodes and from nodes that have a storage capacity Storage capacity is provided explicitly in the storage type nodes eg reservoirs tanks etc but also implicitly in several others node types eg town treatment plant Nodes that do not contain storage capacity cannot be linked by supply paths eg catchments A fundamental assumption made in the model is that water is drawn through the network of water supply links by a set of actual or notional demand nodes Thus data entered into the model that controls the rate of water passing through a water supply path is generally entered via the receiving node rather than the supply
205. its quality or reliability Different data collection authorities use different sets of indicators In the case of rainfall data unlike flow data the quality code actually plays no part in the program logic and therefore both the qualitycode header and the quality codes in the data list may be omitted BUT only if no evaporation data follows If evaporation data is included both the qualitycode header code and default numerical values for the rainfall qualitycode eg 1 or any other number must be included for each of the rainfall entries in the list else the program will get out of sequence in reading its data inputs evaporationunits eg mm signifies that evaporation data in the units indicated must be read An evaporation entry must then be included for each rainfall data entry No qualitycode is provided for the evaporation data The header information and the data listing may be comma delimited instead of space delimited Whichever method is used both the header and data listing must employ the same method Examples of 3 and 5 word set headers will then look like gawlerrainfallgapsfilled hourly mm adelrainfall daily mm code mm adelrainfall daily mm code mm In the second example above the file will be providing both daily rainfall and evaporation data in mm The actual quality code values in the data list will not be used but the list must contain an integer number in this column The data list must always contain the equal nu
206. k application of multipliers to some or all of their rainfall runoff relations storages volumes or water diversions It is very useful where a model may have many similar nodes within a zone all of which need to have their input data changed on a trial basis to test what if sceanrios The application of the multipliers is described in Section 6 6 1 See Layout Screen Header Data Variation Zoning may be applied to e rural and urban catchments and text flow inputs and e reservoir tank offstream farm dams and routstore storages Catchment zones are used purely for identification of groups of catchment nodes for ease of application of modifiers to rainfall runoff equations These modifiers refer section on generic runoff modification enable modification of runoff parameters over a group or zone of nodes Storage zones similarly enable multipliers to be applied to for example a all farm dam storages and diversions to local use within an identified grouping of dams within a zone Refer Section 6 6 1 10 WaterCress User Manual Basic Model Structure 3 10 Outputs When the model is run WaterCress offers the modeller a very wide range of outputs that can be selected and presented in tabular or graphical form A Summary provides a simple average value for inflows outflows average supplies etc to each node within the model over the period for which the model has been run Details of the selectable outputs are gi
207. l FF wc 7 Sera 7 ase 7 Hycolog SFE abstraction from rainfall before any runoff can occur The normal C 50 SEmed wr Sacam WER range is 10 25 mm A larger value will inhibit runoff after dry nie tl ru m spells and reduce the total amount of runoff Parameters required 12 Badan sol morture NEsiM mm Catchment distribution CD sets the range of soil moisture iiis m m A PT L351T8 9 f ac E mm values about MSM Usual values are 25 60 mm A larger value Groundwater Discharge GAD will initiate runoff earlier and more often Sail Moisture Discharge SMD PanFactor Sol PF J Ground Water Discharge GWD is the proportion of the Fraction Groundwater Loss FGL fA groundwater store that discharges as baseflow to the stream a adiens STOO mnmecnarge i h This is a simple linear function reskines i i HS routing parameter Baseflow groundwater store x GWD Usual values are small KEZ NANO persmeter 0 001 to 0 0001 Soil moisture discharge SMD As soil moisture increases there is a rise in the baseflow that occurs due to the saturation of the TEE mg ene D fa soil storage Values are usually small 0 0001 nina around Stor mm Apply Changes Pan factor for soil PF This factor is applied to the daily evaporation calculated from the monthly pan evaporation data The usual range is 0 6 to 1 0 The higher the value the less the runoff The higher the value the earlier runoff ceases after winter Fraction
208. l downstream instead of use The Spill downstream instead of use facility enables environmental releases to be made from the storages which could be picked up by storage further downstream as a possible supply 2f WaterCress User Manual Project Layout Screen 6 6 2 3 Tab 3 Forestry runoff estimation This option works only all catchment nodes using any of the rainfall to runoff models and introduces an additional variable loss to simulate the effects of a changed land use which reduces runoff The change is simulated by a set of 3 parameters which may be applied in up to 3 different zones The parameters can be rapidly turned on and off by mM checking or unchecking the Turn on multiplying uq eua EE XJ factors check box in the bottom left side of window one Multiplying factor Canopy loss Increased Evap factor Modification of the node output can be made by i 1 0 E i modification to one or a combination of the three parameters ZN TE T T The first is a multiplying factor which simply multiplies the final value of runoff calculated by the so Bm Bp model If the other 2 optional parameters are applied E this multiplier comes in last after the other paramerts Tum on multiplying Factors ESTEE have made their changes The second parameter introduces a notional canopy loss Canopy loss is typically 2 3 mm depending on the density of the canopy cover The loss works an an initial loss and thus
209. l number of users which you wish to scale up to a larger number of users The file is required to be placed either in the raindata folder in the WaterCress directory i e lt wcprogram_folder gt raindata or the project folder of the current project i e lt wcprogram_folder gt myproject The program will search the project file first for the file and if not found will search in the raindata folder 8 4 2 Demand Options 8 4 2 1 File Demand 6 Demand Setup x gt Since the file input only defines the quantity demanded the File Demand Flow Leaving quality demanded must be set separately The amount of water Text File input ultimately taken by the node depends on whether the quality eerie eee ese constraints are met In this case if the source had a salinity of 2100 eee mg l or a Qcode of 10 the water will not be taken from the source Maximum accepted salinity 20000 mg Maximum code E 8 4 2 2 Flow Leaving Defines the amount and quality of water that drains from the node Demand Setup x Water demanded by this node is either consumed by the node or File Demand FlowLeswing passed downstream The fraction of the demand not consumed and Set Outfiow Parameters therefore passed downstream is set by Fraction of demand to ax ncc ee drainage The water passed to drainage also undergoes a quality olii p pls d 50 00 change Salinity multiplier 2 M20 Salinity leaving Factor 1 Factor 2 x salinity supplied to the Qusity
210. l the Qcode has reduced to a selected level To enable inspection of the working of the Qcode change Options 50 54 are available for outputing the time series changes to the Qcode for cells O to 4 or Aquifer Salinity Cell 0 Sal 0 Aq An aquifer is divided into ten cells each holding salinity and volume information Water injected into the aquifer enters the first cell 0 and moves out via displacement and diffusion to the other cells The reverse occurs on recovery This process allows the simulation of fresh water injection into and recovery from saline aquifers The time series changes to the salinity in the 10 cells cell O to cell 9 is available for output via Output Options 50 to 59 Options 51 to 54 As above for Wetland cells 1 to 4 ie Qc 1 Wet to Qc 4 Wet or as above for Aquifer cells 1 to 4 ie Sal 1 Aqui to Sal 4 Aqui Option 55 Wetland Volume Cell 0 Vol 0 Wet As above a wetland is divided into 10 segments cells The WaterCress model calculates the mixing and age of water by calculations which involve the cell volumes varying To enable inspection of the working of the Qcode changes Options 55 59 are available for outputing the time series changes to the wetland cell volumes or Aquifer Salinity Cell 5 Sal 5 Aqui continuation of options 50 to 54 Options 56 to 59 As for Option 55 for Wetland cells 1 to 4 ie Vol 1 Wet to Vol 4 Wet Or as above for Aquifer cells 6 to 10 ie Sal 6 Aqui to Sal 9 Aqui
211. lations such as the incorrect estimation of roughness 17 WaterCress User Manual Getting Prepared 5 OPENING SCREEN 5 1 Header Bar a Ti The printing on the header bar is greyed until the screen is af activated The functions of each of the headers are described below 5 2 Files Click on Files at the top LH to either create a new project or re access an existing project The window shown below RH will appear Emu Er areca 5 2 1 To create a new project Select the New Project option A window will appear into which you enter the x WaterCress Version name of the project you wish to create Files Give the project a name preferably only 7 to 10 characters and don t include Existing Poet spaces Spaces will be automatically removed Mew Project On clicking Accept this project name becomes an existing project and its Manage File Folders folder name containing its initial default files will be entered into the list of other existing projects in the program folder The next time you enter WaterCress and want to get to this project you must follow the procedure for TATAE ES IH ULIS opening an existing project see below Files To Project Layout Program s Note You can change the location of where this project is storedby selecting Input new project name Manage file folders NEN Accept If you view the watercress program folder program folder and open the folder created with the na
212. le dwelling or a group of similar dwellings with similar on site systems f Normal Data Input The House internal components may be interlinked to Adjust spatial layout enable internally generated runoff and or wastewater to be Supply sequenee 0 pS directed to meeting part or all of the internal water demand As in the real world any excess supplies and or un used flows are disposed back to the outside world The concept of quality coding is used to assist in ensuring only water of suitable quality is supplied to demands requiring different qualities 8 1 2 Layout Window The internal Layout area is accessed by clicking on the header Catchment icon The Layout window provides d twn one txt access to numerous other sub windows as described below The Layout window is divided into two main parts 1 The top section provides an area on which i on site runoff surfaces tanks connections and demands can be arranged and ii a set of 4 connections points are provided for linking end of onsite system drainages back to the outside world ie other nodes on the main model Layout screen 2 The lower section not shown on the figure to right provides the data input windows for each of the sub components identified in the upper section area Ground Runoff f Normal Data Input Adjust spatial layout Supply sequence a Save Layout 99 WaterCress User Manual Node Descriptions 8 1 3 Saving a
213. llow extraction to exceed this figure Where bores have extraction rates which are less than the demand rates for which the recovered water is to be used it may be necessary to duplicate bores The maximum discharge rate will then be the total rate of the several bores wthdrawing water from the aquifer Initial Conditions The initial conditions for both volume and salinity indicate the starting position of the aquifer It is common to choose the initial condition at or just greater than the minimum storage It will be necessary to build up storage in the aquifer in order to produce a workable volume of low salinity water if the native salinity is higher than that acceptable for use when recovered Mixing and diffusion within the aquifer see below are working to constantly increase the level of any low salinity water already recharged thus it is common that withdrawal does to exceed recharge and there will be a build up of storage within the aquifer over the modelling period Where low salinity water is recharged say stormwater at 100 200 mg L but the acceptable level of salinity of withdrawn water is higher say 750 mg L there may be a corresponding reduction in the salt load within the aquifer The maximum minimum and initial conditions are best chosen by trial and error Calibration to recorded salinity data is highly desirable 8 9 3 Demand Setup All of the node types use similar parameters and functions for demand These are de
214. lly from the non domestic tank however typically this demand is supplied from external sources and therefore the use an external source box should be ticked 8 2 4 2 Quality Tab The Quality tab only has one set of quality constraints for both types of demand Future versions will set the Irrigation demand constraints equal to those of the gardens This would allow for two qualities to be demanded 8 2 4 3 Tank Tab The tank is fed from roof runoff When the Tank size is set gt 0 the demand will take storage from the tank as first priority If the tank storage fails and an external source of acceptable quality is connected this becomes 7 z the second priority back up Demand Quality Tank QuatityOut SupplyCost 0 0 kL Filling function for any external supply As for the tanks in the domestic layout the tank can be Tank Filling 0 00 e 5 0 kL trickle charged to a proportion of its full capacity from an n external source using the fill to and the filling rate Update indTank parameters 8 2 4 4 Quality Out Tab The quantity and quality of the wastewater is set in the same manner as for other demands returning wastewater The wastewater cannot be treated and recycled within the urban node 8 2 4 5 Cost Tab The operation of the cost data calculations is untested 68 WaterCress User Manual Node Descriptions 8 3 DEMAND Component aci 8 3 1 Introduction Industry components repres
215. lometres ft feet in inch The flow units are cumecs and describe the discharge volume from the storage at various elevations above the spillway elevation If the tabular discharge and or elevation are not required then enter zero into their list position 49 WaterCress User Manual Common Data Inputs 7 8 Routing Functions Des The routing icon appears on the header of nodes involved in Stream Routing Functions x flow generation transmission or storage g factor ils P i Routing factor RF jo o o day Clicking on the icon brings up the window at the RH The upper B i part of the window allows the modeller to enter parameters ES RF1 RF2 RF3 time delay which are utilised in the choice of various routing formulae or methods given below Outflow t RF1 x Store t 1 Inflow t The first choice given is to select No Routing This is the Outflow calculated from FEVA ie default setting and is often selected for daily time step Weir formulae Flow RF1 x depth RF2 modelling where timing of flow arrival does not matter Select FEVA fle none Flow and Store ML day Elevation m 7 8 1 Flow Storage relationships ERES If routing is to be selected the radio buttons give a choice of 4 methods The Muskingum Cunge method is currently unavailable and is greyed out Method 1 The method provides a simple linear or non linear relationship Store t RF1 x outflow t
216. mal Y Y M Sire Y Y Treaimnt Y Y Wetland Y Y wr Y wv Chan Y w I Before commencing the icon descriptions data entered via the initial screen itself is described below In the top frame bar is the file name for the data file containing all the data entered via all data entry methods for the node The first part of the name eg cat defines a file for a natural catchment The second part eg two is the name that the modeller has given to this particular natural catchment The file cat two txt will be found in the wcprogram folder project name under the same name cat two txt 37 WaterCress User Manual Common Data Inputs The level below the top frame bar contains the set of data entry file header icons applicable to the functions covered by the node There are a total of 10 icons in total se sect 7 2 however in general only 3 to 7 icons will be found for most components depending on the range and complexity of the functions they perform Left clicking on any of the icons will bring up the data entry window applicable to the function s covered by the icon as described in following sections oection 7 2 shows the relationship between the different components node types and the range of data entry icons present in the header bar for each of them The next level down shows the Easting Northing and Elevation values for the node The first two are automatically calculated based on the data en
217. mands you must specify the quality of water that demand is willing to accept Thus supply can only be accepted by a demand node if the water at the storage node falls within limits pre determined for the demand For all demands you must specify the salinity and quality code of the water that demand is willing to accept A quality code mismatch is often the cause for the model failing to supply a particular node Quality codes can also cause supplies to under predict if set to apply constraints when none are intended by the system designer When it comes time for the model to work out whether it can use the water in a particular storage to satisfy a demand it compares the salinity and quality code of the source with that demanded and only if the demand quality constraint values are larger or equal to the source quality values will the demand accept that water In arid areas where evaporation may increase the salinity of stored water above acceptable levels salinity may be a limiting factor Being a relatively conservative element salinity is calculated daily in the same manner as the water balance Where water is mixed the mixture will assume the volume weighted average of the mixed volumes Mixing in storage with the exception of wetlands is assumed to take place immediately and fully throughout the whole volume 3 9 Zones The model provides the facility for certain catchment and storage nodes to be grouped together within zones for the quic
218. may be changed to a number gt 1 in the minimum duration to report on edit box 11 7 2 1 Spell Annual Series Total above Threshold The Annual series will report and plot the total number of days that the flow exceeds the threshold each year against its return period for calculation of return period refer annual series for flows above Run the option by clicking Calculate Requested Statistic to produce graphical output 155 WaterCress User Manual Output Results 11 7 2 2 Spell Annual Series Maximum Spell The Annual series will report and plot maximum duration unbroken spell either above or below the threshold as requested occurring each year against its return period for calculation of return period refer annual series for flows above Run the option by clicking Calculate Requested Statistic to produce graphical output Both Annual Series Graphs look like Ei 200 x un e co e Maximum Spell Days in el 5 1 15 20 25 30 Annual Series Recurrence years 11 7 2 3 Spell Annual Time Series A time series plot of the spells is available in two forms 1 An annual time series plot of the total number of days that flow is either above or below as requested the threshold each year 2 An annual time series plot of the maximum spell period for each year This is the longest spell in the year which meets the specified break requirements total days in year 1 875 1 980 1 885
219. mber of data column sets as are given in the header Examples are given in 13 6 163 WaterCress User Manual File Location amp Format 13 3 2 Flow and Calibration Files The most common use of a time series file of flow data is to provide a comparison between flow recorded at a particular location with the flow generated by the model for the same location within the model and to use this comparison to adjust or calibrate the model to give as close as possible a match between the two data sets While flow is most often used for calibration the Calibration file may contain any other recorded data which can be matched by the model operation eg storage water levels water supplied etc In the example below the calibration is assumed to be a flow file The calibration file header includes only the first four word sets listed for the rainfall file but all four sets must be present A typical Calibration File containing flow data will have a header similar to the example below StnNoXYZflow daily kL day qcode The file may also be comma delimited instead of space delimited It is important that the qcode is present as this is used to identify good and bad data in the calibration process see 12 3 13 3 3 Text Flow Text Demand and Weir files These time series data file inputs require information describing the units for the input data Text flow may contain only flow or it may contain flow and salinity If it conta
220. me of your project you will see that a number of default files have been added These files are ready to automatically receive the data and information you add as you continue to establish your WaterCress model IMPORTANT These default files come from the folder program folder new The new folder is listed with the folders for the existing projects and looks just like another project NEVER DELETE NEW or they will not be available for other projects Modification of these files with caution can be done to customise your data setup If you suspect they have been corrupted then remove them and reload the program All data transfer and storage in WaterCress is by ASCI files Such files are easy to read modify or recreate as required Clicking Accept also activates the previously greyed To Project Layout and Program setup menu tabs on the top header bar and the time step selection window below The time step must be selected before proceding further see below 5 2 2 Selecting the Time step The default time step is daily as this is the time step in which most w Run daily duration x readily available rainfall data exists As at April 2010 time steps less Run 2 hour duration than 30 minutes are not fully tested and have been omitted Run 1 hour duration l Run 30 minute duration 18 WaterCress User Manual Opening Screen The time step you choose will apply for all components and for the whole period of your m
221. mestic internal demand where the factor defines the proportion of the daily defined use assumed to be required For example A value of 1 0 indicates all of the user defined daily demand is required The reason for the different factors is due to the means by which demand is specified For urban domestic use the demand is defined as a rate per day whereas industrial and garden demand is defined as an annual use At present the preset distributions may be changed from within the file wateruse txt Within this file you will see 20 sets of 12 numbers This file can either be located in the program directory lt wcprogram folder gt or the project directory lt wcprogram folder gt my project The program will search for it first in the project directory Altering the wateruse txt in the project directory allows distributions to be modified for individual projects If wateruse txt within the program location is altered this will affect all projects that are subsequently use wateruse txt from that location The first 10 sets are used for the garden and industrial distributions the second 10 are used for urban domestic distributions 8 3 2 2 Varying Annual This option will vary the amount of external demand depending on the amount of recent rainfall that has occurred This is essentially an irrigation situation and requires as input the area of crop and the crop use for the crop The method uses a simple soil moisture store soil capacity which i
222. meters will bring up the window shown below The window allows the modeller to select one of 9 rainfall to c db ball bey 4 4 runoff models by clicking in the relevant boxes near the Runoff Model Chmercreacensto Setup E top of the window Descriptions of the models are given in Section wzi V weed T AWB Simhyd Sacram sp SFB Fydbg ILCL 10 i Parameters requirec 15 When the model is selected the data entry boxes for each of the Unis Le P f 4 Irterzeptinn stare 5 18 af mm parameters contained in the model is displayed The window shows sedis nb aono pon the entry boxes for the WC 1 model Groundwater Discharge GWU U 024 S01 WORE Decharge SND 0 090 LYtp o me Pan actor S31 PF nos o Fredivn Ground vale Loss FOOD 1 Catchment Characteristic Set Store Weiness Muttpler swa 0 850 z 2 Groundwater Rectarje GY gs h Creekss IL 0 090 hil Luss L m Cugving Fraclio Qi 0 020 d Avvem Hedroloo SFB pana Logrocmal 1 Normal 0 oc Canopy Interccprien ZI noc At the top of the window is a box labeled Catchment Characteristic 5 0 Set The WaterCress model allows up to 15 different combinations ENE of the model parameters to be stored and recalled for the RFRO model selected Each combination forms a different characteristic set and each is selected and applied by toggling through the Set box A characteristic set contains both the model type and th
223. multiple objectives are involved the wide range of trade offs between competing objectives cannot be adequately expressed in mathematical terms Moreover it has been often found that the existence of certain trade offs are not identified until well after the design process has been actually commenced In such cases trial and error design approaches are far superior to approaches involving mathematical optimisation WaterCress can be used to demonstrate the performance and implications of alternative systems designs in an easily understood manner to both specialist and lay persons who may be affected by and or interested in the likely performance of the chosen system The use of trial and error models such as WaterCress will allow the nature of these trade offs to emerge during the design stages and by its user friendly nature a broader consensus can be reached on system selection By allowing the introduction of advanced treatment into the designed systems the WaterCress model allows designers to link any source of water to any demand Although default tables will indicate high cost penalties for treatment where the source quality requires considerable treatment to bring it to the demand standard default data can be overwritten The use of the model for exploration of unconventional systems therefore requires a high degree of responsibility to be shown by all parties involved in the designs especially where they may start to involve fin
224. n V 0 which may be found in constructed dams and wetlands 3 For V F6 the first equation is a simple concave F2 gt 1 or convex F2 lt 1 relationship 4 When the volume reaches F6 the second part of the relationship is activated and can introduce an additional convex or concave relationship up to the maximum volume This allows a complex V A relationship as might be found for a wetland 5 The values of F change according to the units used for V and A If the units are changed after the F values have been selected the model will automatically readjust the F values to match the new units 47 WaterCress User Manual Common Data Inputs Vol Area Relationship Exam ple using Function Type 0 Volume ML 2000 3000 4000 Surface Area m2 Figure 7 7 1 Example showing a volume to area relationship for a 50 ML capacity wetland with a top water surface area of 36850 m2 The values adopted for the example in figure 7 7 1 were Multiplier for lower volume curve F2 Exponent for lower volume curve F3 200 m2 Flat area at bottom of wetland forming refuge F4 Multiplier for upper volume curve F5 Exonent for upper volume curve F6 30ML Transition volume between lower and upper volume curves Function Type 1 A SFA F2xV F3xV FAxV F5x V A fitting technique is desirable if this expression is to be used The FEVA method see below is a simpler way of defining a complex V A relationship which has been
225. n of the archive and archive name g Current project rame fred Select Ue Felcher condi perm X File Run Hourly Daily Monthly Annual Summary Graph Adc heel d ncn ate Ej Seve Current Rur Load Previous Run ld Current Project Seve Results to filz Archrved Project Create selected we files Gul di NE Drier Beet arae aame to bed curd Losd arene Mae 150 WaterCress User Manual Output Results The directory selector allows the directory containing the archive files to be identified Double click within the selector to navigate through and select the archive folder The path selected is displayed below the directory selector The current run files are named aannual csv etc and the archived files are renamed Run1 aannual csv etc The archive name appended can be 6 characters max Note the is added automatically and is not included in the archive name Clicking Load archive files will load and display the 5 time series files 11 6 1 3 Save Results to File One at a time An alternate to save current run that saves only one eis meo results output at a time Often a more polished output Mili Siena ei display or complex computations analysis of the results is pun lau bu l required which is not readily available in the WaterCress e J icq NE output The program therefore provides the facility to Createselectedwefiles Annual csv
226. n of the transfers of supplies from the upstream nodes to the downstream receiving nodes follows the node number order of the receiving nodes as set by their order of establishment If any node receives supply from more than one storage the calculation for that node only will be in the order set by the priorities given to its supply paths If these priorities are equal the calculation for the supplies to that node will be in the node number order of the supplying nodes Thus in the example the supplies would be calculated in the path order e to receiving node d1 from S3 first e then to d4 from S3 and to d4 from S9 with equal amounts from these two sources making up the total supply sought e then to d8 from S9 and e lastly to S9 from S3 Thus since the availability of water remaining in the storages will be reduced by the amounts of the preceding supply calculations the demand d8 will always have the last and possibly least reliable supply and d1 will have the most relaible supply since it receives first supply from the storage S3 which also gets first supply It can be seen from the above that the priorities and weights facility can only influence the priority of supply to a particular node and has no major influence on the order of supply calculation In order to address this the modeller is given an additional Supply Sequence mechanism WaterCress User Manual Basic Model Structure The supply sequence i
227. n site inputs while retaining the external supply as a back up For example assuming a 10 kl tank if tank fill to is set to 0 2 then when the water level in the tank falls below 10 x 0 2 2 kL water from any external source connected will attempt to re fill the tank to this level oet this value to zero if you do not want external water filling the tank Where a trickle charge mechanism is required the filling rate may also be restricted Note that the internal tanks in the House and Urban nodes do not specify their own level of acceptance of qcode or salinity but specify the highest level of any of the demands which may be connected to them This is not so for the actual Tank node when operating on the main Layout screen Thus an internal tank which is connected to an internal demand for drinking quality requiring a qcode of 1 is programmed to adopt this quality standard for its own filling If a tank is connected to two demands it will only accept the standard of the highest quality water requested Beware if an internal tank is supplying demands requiring qcode 1 and 10 and is only connected to an external source with quality 10 the tank will not accept this water even though it could have supplied only the quality 10 demand 62 WaterCress User Manual Node Descriptions Discharge Tab Peak flow rate attenuation The tanks can also be used to attenuate flow from the node The discharge tab enables the user
228. n specifically divert various qualities and quantities of water to one of four pre defined outlets The external expression outside the node of these outlets is then carried through with these outlet paths Fool Rural 6 8 7 Removing a Drainage Path To remove a drain you follow the same procedure used to create a drain between the two nodes in question Select Option Drainage fica ss defined Eq The input window that appears requires you to specify whether ee e drainage is to the node specified e drainage is to out of system To remove the drain click drainage out of system Alternatively reselect a drainage path as defined above and if a connection already exists from the nodes you identified this will automatically be removed and the new connection as requested will be placed 6 8 8 Drainage Out of System Any drainage system has to have an end point and this is simulated in the program by a hidden node provided with a high component number 9999 This is added automatically at points where spill can occur These are points where drainage may spill to out of system In the real world this out of system node would represent a discharge to the sea or to a river Or it may be discharge of water outside your area of interest Thus it is possible to discard unwanted stormwater from the system if for example you wished to recycle sewage effluent but not stormwater from a town In this case the black or grey wastewater is
229. nd Loading House Setups House setups may be saved and then reloaded into other existing house nodes This enables on site layouts to be saved for future use and thus the quick setup of previously established complex layouts Clicking the Catchment icon reveals the save or load a set A button at the top of the layout window Clicking on this button E b l De provides access to creating or using pre set House setups ee nee Component List Save or load a set W root If you are setting up a new project or a new node in an existing project a default layout will already be shown on the layout window along with default values already entered into all data entry locations for the House node This layout and all associated data entries are taken from the twn base file located in the lt program_folder gt files folder Loading alternative layouts If you or others have previously saved alternative layouts with their sets of associated base data for a House node the names of these alternatives will appear listed in a window along with the base set eg base2 base3 as shown in the example below You may click on any of these and the layouts and associated data sets will populate your new node This is very useful where you are creating a large model with many House nodes which are the same or similar in layout but different to the default base layout Loading a alternative set can only be done once you open a House node and have ac
230. nd the qcode 67 WaterCress User Manual Node Descriptions 8 2 4 Demand Subcomponent Demand Clicking on Demand reveals the window at RH with Demand Quality Tank QualityOut SupplyCost 9 tabs Use amy external source Annual Demand 38 60 ML Distribution 0 B ooo mL Distribution as for Garden Update Demand 8 2 4 1 Demand Tab Update Demand The Demand window sets the demands for the activities involved in the Industrial Commercial Municipal zone These demands are provided with two sets of seasonal distributions and quality constraints see next Annual Demand relates to all non irrigation type demand and is entered as a repeating annual volume The demand is proportioned between the months in the normal way using the distribution button and selection of a seasonal pattern Distributions may be modified by modifying the 12 listed values in one of the first 10 sets in the Project Wwateruse txt file Irrigate Demand is reserved for the irrigation of a defined part of the Commercial Municipal area entered under the AllPervious tab The annual volume of demand must be calculated by reference to the part of this area to be irrigated and the average annual depth of irrigation to be applied The distribution of this across the year is assumed to be the same as that set for the Constant Annual option set for the Domestic Garden sub component The demand identified here could be supplied interna
231. nen nnne nnn nnn nns 15 of Sali 011618 0 61 a f A ec ne ee eee ne ee A ee 15 062 Oen P E 15 8 6 3 Selecting the Rainfall to Runoff Model seeessesssessssesseeeennennen ennemis 76 8 6 4 The water quality generating functions cc eccccccccececeeecee cece eeseeeeseeeesaeeeseueesseeseeeeaaeeeaes 77 GU M E NENNEN TT TT ONO COSTE URC UON aia EE E ER 77 NIS SE FLOW Gee an Em 78 crai E 110 019 6 6 9 MENOR 78 NS FIEU E M ee ee ee eee eee ee 78 8 8 RESERVOIR TANK AND OFFSTREAM DAM Components ccccececeeeceeeeeeeeeeeaeeeaeees 80 CONTOU 6 o 9 See mneee AR ene EE nr A AAE a E ee eer 80 o 02 etOlade Sel ct redit eee ee enn are eee eer nee er ee eee I eee eee 81 sate AB E aeg oee o Renae tae een nn Ea 81 8 8 4 Storage Geometry Setup sssssssssssesssessesee sese nene naar snas ases ra sisi snas s aser sna snas 81 0 ROUINO SOUD mme t 82 WaterCress User Manual 0 86 60 Diversion FUNCIONS TTC 82 SI AOUFER COMPONE ereinen a a ee a aa aa 83 SOUC O ai e E E A 83 oc AAS ages ell e PEE E E O E ee ee E en ene 84 SI 5 IO E EE E E copes EEA snes E E 85 8 9 4 Storage COMECWY uci nese itt pane site iecur ME cane stdeadmoasaeonenwende dumssbebeaueadenwecbedeagacuaaeceueiaye 85 9 10 EXTERNAL SUPPLY CoMponeni isecnsnsenscnnnaduvnncientinndandachinnndndienetie ath n etd
232. neral quality will be available in later versions The qcode tab provides input defining the quality code the water will be reduced to Example If treatment will occur from is set to 16 and to Qcode is set to 8 then water of quality codes 16 to 9 are reduced to qcode 8 Water of code 17 to19 entering the treatment plant will pass unchanged and no treated water will be drawn into the treatment storage 8 12 2 3 Desalination Tab If it is known that salinity is likely to exceed the upper limit of acceptability set for the demand the Treatment plant component may be used for salinity reduction The salinity of the inflowing water will be reduced to the required limit at a cost The input field gives an additional location you can input a cost per kilolitre of treatment This input is different in that the cost can be defined as a proportion of the salinity reduction required This means a reduction in salinity from 1500 to 1000 mg l can be made cheaper than say a reduction Supply sequence Salinity reduction from Treatment i Sizing Limit acode DeSal Maximum accepted goode p Maximum accepted salinity 2000 0 maL o g The above quality limits will constrain supply either when a treament node draws water from a stream line or water is provided by supply Treatment S Sizing Limit Qcode DeSal Treatment will occur from code to code h n Lip o al Sizing Limit Qcode DeSal
233. nerated by all demands except garden watering The larger boxes shown on the Layout area labelled Roof and Ground Runoffs and Grey and Black Sewers enable off site discharge connection points to the outside world A House node can discharge up to 4 different qualities of water which can then be directed to any other node on the bigger off site screen o WaterCress User Manual Node Descriptions When placing a drain link from a town the Select Option prompt as below will appear enabling you to select the correct connection Select Option Note If you connect any of these options to a node other than SuSE ETsmueseUS another House or Urban node the flow will merge with any other TS TC ER catchment flow and the drainage path for the merged flows will appear as a blue line Only when the discharges are linked to another House or Urban node will the drainage contents continue to be differentiated and be represented by drainage links of different colours Selecting the components in the listbox places them on the Layout area Hide the open component list box by clicking on it again Note the checkbox doubles as the mechanism for removing unwanted links By un checking and rechecking a sub component all links to this component are removed Note this is the only way to remove links To adjust the parameter values of the sub components a series of input windows are provided in the lower half of the layout window
234. nnne nnne nns 30 6 0 1 Drainage palisariu muenzent nte intet Surium udivedsndiovas Candida AE Ea meses bun gae ia UD RES 30 6 5 2 FCN aE ANON Ellie ende onierdbundenS deme tiedunpte Anaea p Mond end df ude sedentis cue DRR 31 6 8 3 General Drainage and Diversions eesssesssssssesssssesesee nennen nennen nnn nnns 31 6 8 4 Drainage options for a Weir Node ssessssssssessseeenenen enne nnne nnns 31 6 8 5 Drainage options for a Natural Catchment NOde S cccceccceeeceeeseeeeeeeeeeeseeeeeeeeeeeeeees 32 6 8 6 Drainage options for House and Urban NOdesS cccccccecccceeceeeceseeeeeeeeseeeeeseeeeseeesaneeaes 32 6 8 7 Removing a Drainage Patl cccccccccsscccsseecseeceececeeeecuseeceueeseueesagecaeeesueeseusessaeeseaeessaeeses 32 6 8 8 Drainage Out of System essssssssssssseesseeeeeeeee nenne nnnhn na nasa rase nasa sanas asas n asa diana 32 6 9 Watersuppiy LINKS aan neo ene eter M 33 6 9 1 Supply and Demand Nodes ccccccccsceceseeeseeceeeeceueeceeeceucesaueeseecaueesaeeseueessueeesseeseaeesas 33 6 9 2 Adding SUPPIY LINKS cognatus cuu eee ene a ee en S a nena eee 33 6 9 3 Removing a SUDDIV CINK essiensa EEE EAE Er E A OSEERE 34 6 9 4 Editing a Supply LINK dem 34 6 9 5 Understanding Priorities and Weights ccccccccseccceeeceececeeeceeeeeeeeeseeeeseueesaeeseeeesaeesaes 34 eA E 0 0 0 h Eo cio 0
235. ntity or quality For this reason in most cases back up supplies may also be drawn from external sources The diagram at left shows a House node connected to an External supply node node 10 as an external back up source It could have been connected to other sources e g reservoirs aquifers etc with different reliabilities qualities and or priority settings A particular strength of the WaterCress model is the manner in which different waters may be arranged to supply different demands at different times of the year by setting quality constraints priorities and weights storage filling patterns and supply sequences see Section 3 7 If a back up supply is to be provided to any of the 6 on site demands from any connected external source that source must Demand constraint Quality Cost be connected to the node as shown above AND the Use any V Use any external source external source box must be clicked when entering the data for 777 IEE pesa sesewes o that demand as shown at the RH See also Section 8 1 11 INO Note No water supply paths are made to connect the internal demands to the external supplieson the internal layout screen The connections are assumed but are not shown as soon as the Use any external source box is clicked for that demand 99 WaterCress User Manual Node Descriptions Drainage Connections Drainage leaving the system is transferred to the outside worl
236. nto the file header see 13 3 below If actual evaporation data is used the evaporation and rainfall data lists must start and finish together 13 2 3 Time series data files for Text Demand Text Flow Weir etc These components do not require a rainfall file for their operation and use the rainfall data entry window to define the name of the text file containing the demand flow or diversion data on which the node will be operating These components therefore require that the files on which they operate are located according to the same rules as for rainfall data as above 13 2 4 Flow and Calibration files These files are provided with a full path name and therefore fall into the category of files that can be located anywhere and the information on their location is requested automatically when the window into which the data is entered is activated It would be unusual to locate the files outside the wc2000 structure and thus the pathway to the file location may be entered by using the program navigator routine commencing with lt program_folder gt and following the pathway to the file The pathway will then appear in the entry window 13 2 5 FEVA Image files These files also have a full path name provided and therefore may be located anywhere 162 WaterCress User Manual File Location amp Format 13 3 Time Series Files Header Information The header is the information that must be placed in the first line of t
237. number of the selection ie 01 to 99 eeosesio S cum ra a This second part may be common to several True Observed di 38 spiel S nodes The names and index numbers and listing j T GW Elevation 32 of nodes for which each applies is given below L redo ira This code enables you to see at a glance what outputs you alteady have in Tre Observed di 38 the preset M ihai deta aa EEEE ee r To add more outputs to your selection left click on another node and the range of available output options for this component now appears If you wish to have this output for inspection along with your previous selection retain the same Selection Present as before Otherwise set up a new Selection Present group In the example Catch drain from is selected again Click accept next component and this selection will be added to the previous selections in the RH panel Note It is recommended that you limit your number of selections under any Preset grouping to about 10 15 While more may be displayed and or exported to file eg Excel spreadsheet for a normal trial and error method of investigation design reviewing more than about 12 time series results at any time becomes counter productive If more are to be recorded it is best to assembled them progressively via several runs onto a spreadsheet 127 WaterCress User Manual Output Options 10 3 2 Removing and Re Ordering Outputs To remove any of the selections pre
238. ociated database which contains all variables necessary to enable the quantities and qualities of water to be added lost modified diverted etc as the rainfall and water is passed through it The water inputs to the model are derived from one or more sets of sequential rainfall records of adequate length suited to the trial area Water is moved through the model to satisfy seasonally variable water demands as modified by evaporation and direct rainfall Secondary data sets define the sizes and rates of all components in the assembled water system as they pass the water through the system The designer enters data where this is unique to the system being trialled eg catchment areas or can accept default data already entered into the database where this is less critical or less variable eg loss rates evaporation pan factors Time series inputs are most commonly rainfall and evaporation data Included is also a set of core mathematical relations which define the limits and calculate the operation of the components of the system according to the designer s selection of systems layout and sizing and operating data Operating rules are also included which for example allow the designer to vary both the priorities and proportions of water supplied from the various sources where more than one source has water available at any time WaterCress User Manual Basic Model Structure 3 5 Flow Links 3 5 1 Drainage Drainage flows are
239. od Outflow t F1 x Loss Discharge Modifier x Routing Loss Model Routing Factori F4 100 000 ML day Routing Factor F2 0 700 Routing Factor3 F3 0 000 ML day If F3 is set gt 0 it becomes an upper limit of flow leaving Method used No routing v Store t F1 x Outflow t F2 Outflow t F1 x Store t 1 Inflow t F2 Outflow calculated from FEVA file Store t 1 Inflow t does not require to be solved as such The volume of water retained at the end of the last timestep store is added to the current time steps inflow and outflow is calculated as per the equation Continuity of volume is assumed and therefore outflow t is limited by store inflow Routing using a FEVA file FEVA stands for flow elevation volume area Therefore a feva file allows the user to define in tabular form the flow verses volume relationship In this vase the elevation and area parameters are not used but they or default values must still be included in the file The method works in a similar method to those above in that store t 1 inflow t are added to calculate volume t Using this volume as the lookup variable in the feva lookup table the flow is extracted The user should refer to the format required for the FEVA files in section 13 4 1 Note To avoid sudden changes and hence instability particularly in daily models the simple power function and the feva file methods calculate the storages and flows
240. ode Number Is very useful when large projects with many nodes have been established Entering the node number wanted and clicking the search tab will shift the whole project layout to position the wanted node at the vertical centre of the screen vertically above the lock the layout tab 6 5 5 Rainfall and evaporation file The Rainfall and Evaporation File windows repeat the same information that has been enterred on the opening Screen Changing the information in these windows will have no effect on the project already assembled on the screen However if you are to add many nodes with the same rainfall and evaporation setting the file names in these boxes will set the requested rain and evap as the nodes are added 6 5 6 Layout Lock With the Lock the Layout tab ticked on it is not possible to delete any of the nodes assembled on the screen To delete nodes see later the lock must first be ticked off Once a component is deleted it is not possible to recover it with its entered data intact 6 6 Area F Header Bar Functions This area contains the following headings The table refers to futher information on them Heading Further Information File Provides access to Export Import data manager To Output Click here to progress to Output Results Screen Section 11 Data variation Enables quick change to certain input data within catchment zones Display Options Enables choices relating to the Layout Screen display The three
241. odel runs If you have some or all sub daily data eg 30 minute but choose to run the model at a longer time step eg hourly or daily the model will automatically sum your sub daily data to the longer time step and perform all calculations and presentations at that time step If you choose a sub daily time step eg hourly but load say daily data each daily data value will be divided into equal amounts according to the the proportion of the selected time step to the daily time step eg each daily value will be divided into 24 equal amounts if the hourly time step is selected It is NOT recommended that the model be run at a time step less than the time step for which the majority of data is available to the model The time step is automaytically saved once the tick appears in the window Clicking on To Project layout will take you to the Layout Screen However before going there it is a good idea to set up the units that you wish the model to work in This is accessed under Program Set up see below 5 2 3 To Access an Existing Project Click Files from the top menu bar of the opening screen as shown 5 2 2 then Existing Project The list of current projects will appear in Select project alphabetical order Scroll down and click on the project name you wish to open and then press Accept to open the project drycreek Ttg drycreek_ttg daily As before clicking Accept activates the previously greyed To Project drycreek2 Layo
242. of runoff can be included here This is more likely for roaded catchments where runoff is specifically enhanced requiring a significant capital and maintenance program Cost input follows the standard cost window refer 7 2 2 74 WaterCress User Manual Node Descriptions 8 6 IMPERVIOUS Catchment Component i 8 6 1 Introduction This component unlike the House or Urban nodes only produces runoff from the impervious surfaces of an urban area from which significant runoff can occur Rainfall Runoff models for this type of surface do not take soil moisture changes into account and the accuracy of runoff estimation is dependant on the correct estimate of the surface areas the losses that take place during the runoff generation process and during the transfer of the runoff to the catchment outlet A significant determinant in the latter is the efficiency of connection of the impervious areas to the drainage system This node does not include methods to estimate runoff from the associated areas of gardens and open spaces However the runoff from these areas in developed areas with medium density of development and rainfall 400 600 mm a is low compared to the impervious component If runoff from the pervious areas is required the runoff from these areas should be separately calculated using a Natural catchment rainfall to runoff model Selecting the impervious catchment node raises 5 data entry icons 8 6 2 Cat
243. om the aquifer or redirected into the downstream drainage path and any supplies directed from external storages Initial Conditions Salinity 800 ak would not be accepted Wolume 3000 00 w code 14 Ped The maximum volume represents the level at which surface Apply Changes flooding via bores seepage or springs might commence or aquicludes might be in danger of being ruptured Minimum Volume The minimum volume is the lowest level to which the storage in the aquifer can fall At this level withdrawal to supply will cease The level will remain at this level until further recharge takes place The minimum volume is often set at the initial level so that with zero natural recharge withdrawal cannot exceed the total recharge that has occurred since the start of the model run 84 WaterCress User Manual Node Descriptions Aquifer Loss Aquifer loss is set at a percentage value that applies a loss to both the managed recharge via supply link and or the variable recharge via the drainage link It is partly used as a mechanism to limit the build up of storage in the aquifer or as a regulatory tool to assist in ensuring that withdrawal from the aquifer does not exceed the recharge to it in cases when there is natural recharge Maximum Discharge The maximum discharge is the maximum volume volume per day that can be extracted from the aquifer assumed via a bore often the same bore used for injection The model will not a
244. on window While 5 columns can be plotted direct Bi io comparisons are only made in the first two the red and the blue traces Eo In the example provided this would be column 3 and 4 Click Plot selected variables and Graph traces will now appear to the right mi zi ni This graph shows a direct comparison STS between actual and modelled data Similar graphing can be made for daily and Cental tendlene ane vata Piot selected variables Annual by selecting the appropriate Frequency Estimates summary step from the top menu bar and replotting the trace 159 WaterCress User Manual Model Calibration Monthly Calibration 12 4 2 Seasonal monthly averages em A monthly comparison is provided to enable an assessment of the comparable timing of the comparison variables This output only occurs when monthly output is selected 5 1 E a e LL E m t ci T D gt RR m 12 4 3 Flow Duration A flow distribution curve is included which shows the percentage of the time certain flows are in exceeded This provides a direct visual comparison of the two variables chosen and as for statistics only includes the data deemed good 2 4 E B LL E 2 S 1C 20 za JC 5 B 7 0 40 Fer ceiilauye xss2da i52 12 5 Statistical Comparison of Actual and Modelled Period Statistics Comparison between the first and second Flat zelected variables datasets ata monthl
245. ons required through weighting Thus if three sources are given the same priority and are given weights 1 1 and 2 then all will supply simultaneously but in the proportions of 1 4 1 4 and 2 4 If the second of the sources was to run dry then the weights will be re allocated between the two remaining sources as 1 3 and 2 3 Refer section 3 7 for a detailed example of use 34 WaterCress User Manual Project Layout Screen 6 9 6 Supply Sequence The Supply sequence is set in a data entry box generally located on the bottom of the demand window of all nodes that can receive supplies see example Section 7 6 The default value of O signifies that the supply sequence is in the normal order of calculation undertaken by the model see Section 3 6 and that no particular change to that order is being sought by this node In many projects the order of calculation and hence supply is not particularly important however there are situations where supply to one component is necessary before supply to another is attempted Hence when the Supply Sequence is set gt O the value will define the sequence order that water is to be supplied to this component For example a component with a sequence 1 will be supplied before one with a sequence of 2 Note the supply sequence order is different from the priority order The supply sequence defines the order in which one or all of the nodes will be supplied across the whole project T
246. ort period thus reducing the efficiency of the recharge and recovery process Diffusion is usually set at 0 1 89 WaterCress User Manual Node Descriptions 8 10 EXTERNAL SUPPLY Component 8 10 1 Introduction The external supply component can provide an unlimited supply of water at a user defined quality This node is useful in simulating a reticulated water supply or any other supply that involves the supply of a notionally unlimited supply of water Most often it is assigned a low priority high numerical value and hence it is the last volume taken In this way it is used to define how much an existing reticulated supply could be reduced by supplying water from local sources An external source may also represent an emergency pipeline or water carting For water carting the cost of water is generally high and imposes a cost penalty on the overall rate Water from an external source may be invoked according to an operating rule in times of severe drought The component may therefore be used to inflict a cost penalty for use within an objective function ranking periods of failure of alternative systems Selecting an external component raises the following icon options abe 8 10 2 Storage Setup The maximum volume which is able to be supplied in a day is set here The value set is in volume units per day Where the model is run sub daily the maximum supply per timestep is calculated as a fraction of
247. oss Discharge Modifier x pervious landscape The method works on the concept of Routing Loss Model recharge to surrounding river banks where as more water flows past and recharges the local water table rises so that it at 500 mL uy partially and eventually fully blocks the loss process The Recharge Fractian RF onn model simulates this by filling and emptying an imaginary storage which as it fills increasingly constrains the loss occuring The potential loss from the river includes all flow up to Sterage Draining Factork 0 950 Wetness Reduction Factor WF 0 250 a fixed flow rate plus a fixed proportion of the flow above that eae 50 a uw limit however this is reduced according to the calculated storage status of the local water table time delay hours Model used Note The process is similar to that assumed for stream Pass through No Los W Reducing Loss recharge to an aquifer although in this case water is assued to be lost from the system and not accounted for further 96 WaterCress User Manual Node Descriptions The amount of water lost to the drainage flow can be varied in a number of ways using the Reducing Loss Method provided as the loss option The first parameter Base recharge BR occurs while stream flow exists to support it The remaining parameters of the Reducing Loss Method determines how the Base recharge may be reduced as the channel and its surrounds
248. ot many high rainfall events during this time and none under wetter conditions to investigate the runoff from impervious parts of the catchment It is probable that the accuracy of estimation of urban runoff would be marginally improved if catchment wetness was included in the prediction equation 113 WaterCress User Manual RFRO models Figure 9 4 5 shows the same relation between rainfall and runoff depth except that the rainfall and runoff have been cumulated to monthly totals Because the monthly total is the addition of several events the variability is reduced and the R squared value rises to 0 96 Because monthly rainfall totals contain several events for which rainfall is insufficient to overcome the initial loss the of rainfall that becomes runoff is reduced to about 20 The upward curvature of the relationship is still indicated weakly but few data points are available and a greater variability is evident for the higher rainfall months Paddocks 1992 2002 na E Monthly Rainfall mm Figure 9 4 5 Monthly rainfall v monthly runoff depth for the Paddocks catchment Confirmation that models can predict runoff for urban catchments with a good degree of accuracy is shown in Figure 9 4 6 which shows the comparison between monthly flows estimated by the WaterCress model using the runoff to rainfall equations as described above to the flows actually measured at the gauging station Since most rainfall s
249. ote BEWARE The delete process does not automatically delete the copied number of the deleted node from the Output Options reporting list if it has been previously selected for reporting via the Output Options process If the deleted node had the highest sequential node number in the project this number will remain on the selected Output Options list but a node with this number will not exist in the current project If the project is then re run with the previous node number still being requested for output reporting the model will become unstable and may fail with an error message Thus if you delete and do not replace a high numbered node be safe and remove any reference to it from the Output Options listing Further to the above deleting and replacing nodes will often remove previous correspondence between node numbers on the screen layout and those listed in Output Options 6 8 Linking Nodes Drainage Paths Flow paths between nodes are established as either drains Sect 6 8 or water supply links Sect 6 9 6 8 1 Drainage paths Drainage paths are usually established from catchments towns storages treatment plants etc to represent unregulated natural gravity flows or spills from them to any linked downstream nodes The operation of the drainage system is defined by the presence of the drainage links between nodes These signify that any water generated at a node subject to the internal rules of the node is passed downstream Stora
250. ough any initialisation period if needed and or report annual values for the month commencing the assess data month ie set month to 1 or 7 to give annual data for calendar Jan Dec or financial Jul June years These dates are remembered for each project and may be reset by clicking the update button 139 WaterCress User Manual Output Results 11 2 2 Running the model Clicking on this or F9 initiates the model calculation The model run is completed within seconds for most normal projects Very large projects run over a long period with short time steps may take of the order of 30 secs Some projects using multiple runs with short time steps eg using data generation may take several minutes to complete Does Sook 3d o ooo ee Oe Program completed corecty f Close When completed normally the message Program Completed Correctly appears on the screen The message window must be closed to proceed Normal completion means the model has not run out of data before reaching the end of the period for which it was requested to run Alternatively a message similar to below will be shown This is also perfectly acceptable but means that the model ceased its calculations when it reached the end of the shortest input time series data set entered into the project thus marking the end of the input data common period le the model was asked to run over a period longer than the input data covered The results sho
251. over 10 sub steps per timestep 98 WaterCress User Manual Node Descriptions 8 17 SPRING Groundwater Separation Component 8 17 1 Introduction Natural rural catchment rainfall to runoff models incorporate notional groundwater stores which drain over a period of time and produce long periods of gradually diminishing base flows Baseflows are often difficult to model as they depend on the complex hydrogeological processes in the area and on the pattern of rainfall sequences Models rarely have very detailed baseflow distribution functions and typically resort to representing baseflow by the exponential release of flow from a single bucket type storage In hilly regions and regions of complex hydrogelogy groundwater flows may move via different paths to surface water flows Baseflows may disappear in certain reaches and only appear again some distance downstream or even as springs in adjacent surface catchments Since baseflows are very important to the preservation of water environments the ability to model groundwater in a more flexible manner is often of advantage The WaterCress model has two means for providing this flexibility The first means does not involve the Spring node and is described first The Spring node allows a slightly more complex baseflow model to be established and is described second 8 17 2 Simple Separated and Re directed Baseflow In most rainfall to runoff models the predicted surface
252. own below A red x identifies that the calibration file cannot be found and a black x indicates that a feva file cannot be found Calibration and feva files have full path names and therefore can be easily moved or lost Fixing requires that the missing file is located using the normal selection process f amp AMA 3D A green x indicates a missing rainfall file Rain files do not have path names and must be located in the project directory Fixing requires either the missing file be returned to the required location or a name change rain file input window On making these changes the X will not automatically disappear as the checking process occurs when you select the project Simply Select project go back to the opening page and click on the accept button as shown Now when you return to the node layout page the crosses should be gone However there may be more than on error and the display will only show one color cross This process may require a couple of iterations before the layout is clean Files To Project Layout Progr drycreek ttg ops fred elpsroad Note Missing files most often occur when you import data from other computers The i information symbol shown above occurs on any node where a feva or calibration file is provided This is to provide a visual guide to the user as to which nodes external files are linked The C6599 C659 I indicates that the data file has been found
253. parameter set windows The same set of parameters may also be shared between different catchments within the same model as the same Characteristic Sets will appear for each catchment node and changing the Characteristic Sets for one node will automatically change the parameters for the same model when being used in other catchment nodes A danger exists however if a different model is selected and i j 0 000 the parameter set shown has been saved for another model iud ieee d th t twillbe totii tible f Antecedent Index ALI 0 000 n this case the parameter set will be totally incompatible for E A O00 the new model Be aware that if you opt to change the model Marning you have changed model type in this Set type you must change the parameter inputs to those required Soil Store round Store a of the model chosen For this reason whenever the model di Apply Changes selection changes the warning notice shown below appears 9 2 WC1 Model This model was developed for the SA Govt following experience with South Australian rainfall to run off model calibration in the Mt Lofty Ranges Barossa Valley and Mid North The program was developed in 1988 to estimate the impact of farm dams in the Barossa Valley when it was found most of the existing models were not able to reproduce the recorded runoff of South Australia s drier catchments with annual rainfall in the range 450 to 650mm 9 2 1 Model Concept The WC 1 model uses 3
254. point 8 2 3 Roof and Pavement Subcomponent The Roof and Pavement sub components calculate runoff generated from their impervious surfaces and these have similar inputs to the Domestic area house roofs and pavement The only significant difference is that the areas are defined in total hectares and not per dwelling as for the domestic area roofs and pavements H n domestic The initial loss ongoing fraction and antecedent index values BUE ITE assumed for the Domestic and Non domestic roofs are assumed to Normal Data Input C Adjust spatial layout be the same Similarly for the inputs for the Pavements Even Sippheceqienee D _Save Layout though they are shown separately on the input sheets see RH Area QualityOut changing them on say the Non domestic input page will force the moomo e uc cc SEES same change on the respective domestic housing input page Rainfall Runoff Model The Fraction area connected however may be set different for Initial Less pp Ongoing pgs the respective impervious domestic and non domestic surfaces E oed nteceden 0 95 Index ALI Update IndRoof The runoffs calculated on these surfaces are assumed to be combined and are usually directed as a single unit to the default Ground runoff connection point They may however be directed to any of the 4 outlet connection points The QualityOut tabs provide the parameters for the flow versus salinity relations see Catchments Section 7 a
255. poration and catchment runoff when expressed as a runoff volume averaged over the whole of the catchment area The next two relate to urban areas often expressed as say roof area per dwelling and water demands when expressed in per capita terms The town and urban nodes use these units Rural Area usually relates to catchment or irrigation areas The next three relate to salinity concentration unregulated flows in channels and bulk supply flows to meet demands when not expressed in per capita form Length provides the unit for all distance measurements Elevation usually refers to depth of storages Land or infrastructure elevation is not used in the model for any hydraulic calculations Store area provides the units for surface areas of storage Instantaneous flow is used to define peak rates of flow when the model is used to calculate maximum flow rates usually in associated with the selection of sub daily timesteps 21 WaterCress User Manual Project Layout Screen 6 PROJECT LAYOUT SCREEN Bring up the Project Layout screen by clicking on either Project Layout on the top menu bar of the Opening Screen or the To Project Layout button on the lower right of the Opening Screen You will be confronted by the screen below The model operations accessed on this screen are grouped as shown and described below 6 1 Area A Project Layout Area If you are starting a new project the large gridded part Ar
256. pply from any other source ie either from a tank supply internal to the node or a source external to the node l l Crop Stress Factors aho EB The ET Factor is a constant factor to adjust the daily evaporation rates calculated from the name evp input file ie similar to a pan factor Jan Foch Mar Apr Mas June 100 fioo fioo rco foo fioo July AUG Sept Cot Mos Dac The Factor button when clicked reveals 12 values Crop Stress eo roo too rco 000 fioo Factors as shown in the RH window Apply Changes 64 WaterCress User Manual Node Descriptions The crop stress factor is used to determin the daily crop demand This demand therefore varies depending on the season and the assumed crop demand factor Calculated demand t ET factor x Evaporation t x Crop area While there is enough water in the soil store to meed the demand calculated then the node makes no external demand on the system However when the soil store dries out summer the crop demand calculated is identified as the node demand Soilstore t Soilstore t 1 rainfall t calculated demand t And Irrigation supply 0 Irrigation supply calculated demand soilstore x area Constraints Tab Quality constraints of the demanded water are set as a salinity and quality code Exceedence of these values will result in no supply being made Quality Tab Water supplied the previous day may be directed back into a tank for
257. predicted runoff and the measured runoff for the majority of gauged urban catchments in Adelaide which were mainly residential are Parameter Paved Surfaces L 1 0 mm day 2 0 mm day o 16 WaterCress User Manual Node Descriptions 8 6 4 The water quality generating functions For salinity refer to section 7 2 3 The quality out code of the runoff is the quality code you will set as what is leaving the catchment This may limit how this water can be used Typically an urban catchment is assumed to produce water with a quality code ranging from 9 to 12 Refer section on quality code 8 6 5 Routing Entry Clicking on the routing icon De brings up the standard routing window The inputs pertaining to this window are defined in detain in section 7 x 8 6 6 Cost Functions Clicking on the cost icon db brings up the standard costing window The capital cost of any construction or maintenance program within a catchment to enhance quantity or quality of runoff can be included here This is more likely for roaded catchments where runoff is specifically enhanced requiring a significant capital and maintenance program Cost input follows the standard cost window refer 7 2 2 77 WaterCress User Manual Node Descriptions 8 7 TEXT FLOW Component 8 7 1 Introduction This component creates a drainage flow which is read in via a text file format which typically defines the date flow and associated salinit
258. prised of the sum of the outflows D33 from the three sets of outflows produced by the meen tere 3 routing of the three proportioned inflows Rech Store2 p 33 Discharge Index 1 oss Note that the groundwater outflow from the natural Discharge Index 2 n a catchment has usually already been routed through l bss the groundwater store Passing this flow through PSchergeinGe a L the Loss Discharge Modifier process will only attenuate it further The node cannot de attenuate flows To provide maximum flexibility of use of the Spring node it is best to remove the attenuation provided by the rainfall to runoff model by setting the groundwater store discharge factor 1 in which case the groundwater store provides no attenuation and the inflow to the groundwater store is passed directly to the Spring node Alternatively you may link the main stream drainage directly to the Spring node in which case the modifier process can redistribute the total hydrograph into fast medium and slow recession flows This process can be repeated with a series of Spring nodes in series and or parallel 100 WaterCress User Manual RFRO models 9 RAINFALL to RUNOFF MODELS Within WATERCRESS 9 1 Accessing Selecting and Setting Up Runoff Models There are numerous models currently available to calculate runoff from records of rainfall The WaterCress model offers a choice of 8 models for natural catchments Only the ILCL model is used for urban
259. r are made at the daily time step Calculations for Recharge In all situations Any constant rate stream recharge via a drainage path with acceptable salinity and qcode is added to cell O at either the maximum filling rate or at the stream flow rate whichever is the least r1 If the constant rate stream recharge rate has not equalled the maximum filling rate then any rate capacity remaining for the bore can be filled by any managed recharge delivered to the aquifer via a supply path This is also added to cell O providing it also meets the acceptable salinity and qcode limits r2 Any variable rate unregulated stream recharge is also added to cell O regardless of its recharge rate salinity level or qcode r3 Any constant rate natural recharge if any is added to the furthest out cell containing storage Steps 1 The salinity of the cell O is recalculated as r1 s1 r2 s2 r3 s3 vO sO sO 1 The excess volume in cell O R with its salinity s 0 1 is added to cell 1 The salinity of cell 1 is recalculated as R s 0 1 v1 s1 s1 1 The excess volume in cell 1 R with its salinity s 1 1 is similarly mixed with the contents of cell 2 and so on for all filled cells The final cell will have its volume increased by R If this exceeds its volume the next cell will start to fill but the mathematics is still the same for all filled or partially filled cells Step 2 Any natural recharge is added to the partially fille
260. r bar Four tabs are shown with the first tab explaining that the three tab options provided are for quick user comparison of what if scenarios g Current project name OOgawler File To Output Bee eee Display Options p 4 2 2p c 2 2 24Q4 p 4 LBI LB e ee a ee a The multipliers and changes identified in the three tab options refer to the nodes sharing the same zone numbers which have been assigned on the openning window of the node eg zone 66 in the example shown at the RH see also Section 7 1 Other froups of catchments or storages may share other common zone numbers In most cases however the zone numbers are not assigned and no data variations are carried out It should be noted that any multipliers entered under the g tab options see below are designed to reset to off ie 5 i multiplier 1 each time the project is closed Thus on re cH ib C e m 2s aja entry to the project all multipliers will be reset to 1 This is Easting 740726 Northing 0343922 Elevation 10 0 X done in order to avoid confusion for later users of the DRENENS Nes project when without their knowledge memory of these nen Minos ma Evan Fie hidden settings the model would not generate previously a station factor zone published or presently expected results Delete Node Accept changes 6 6 2 1
261. r enabling the salinity to be calculated as a function of flow see Section 7 Salt input read from file and flow calculated enables a defined Salt iios Salinity t a input eg kgs day to be added to a stream flow as a time series and amp log Salnity Factor Factor2 x log Flow i i A Maximum Factors to be divided bya constant assumed value of salinity concentration nac concu ee ee E assumed inflow salinity in order to calculate the corresponding flow rate associated with the salt load The calculated flow and the Dien glia mcm deem ee assumed salinity are then passed into the project model The salt NB a tear input is not used directly in the model This method only applies for streams with a constant salinity concentration Constant inflow does not require any file input A constant value of oe OTO EOT ofo flow and salinity is input and no file name is required to be placed in Se the file input window Factor Factor Factors 3 000 0 142 1000 Redraw Apply Changes 19 WaterCress User Manual Node Descriptions 8 8 RESERVOIR TANK AND OFFSTREAM DAM Components 8 8 1 Introduction Model calculations involving reservoirs tanks and off stream dams are essentially the same but with some differences As such they are lumped together under this heading The WaterCress model requires storage to be available and to be drawn on for supplying water to satisfy demands Water supplies are source
262. r with values greater than either of these will NOT be then acceptable as a supply to this demand Garden irrigation may accept 1000 mg L and code 9 etc Although a simple concept quality codes allow a user to control from what source water being modelled can be set up as a potential supply source to the different demands or conversely not supplied Therefore quality codes are used to track the general suitability of water for any particular purpose While water is given a code at its creation the codes are similarly merged and flow weighted as the flows are mixed For this reason it is best to keep codes simple set within large numerical ranges and for the modeller to be aware of what changes may be taking place Codes and salinity may be output at all points within the model at any timestep see below WaterCress User Manual Basic Model Structure 3 8 1 Constraints due to quality For drainage links there are no quality constraints applied to the transfer of water from one node to the next When two or more waters are mixed within a drainage stream the resulting quality code and salinity is averaged through flow weighting This means that within the model raw sewage could be shandied down to an acceptable drinking quality therefore the user must be aware of the drain mixing that is taking place to ensure the water supply is truely acceptable to the demand Demands can only be supplied via a water supply link For all de
263. rea A is the Header Bar which provides the initiation of model running access to different displays of the results and other operations and aids g Current project name test2 File Run Hourly Daily Monthly Annual Summary Graph Additional spreadsheet zzz gt gt gt gt The second header in Area A is Run This is where you make your final selections before running your model and then run it Section 11 2 After running the model the headers Hourly Daily Monthly Annual and Summary dictate how the immediate results are displayed and thus these areas are all described first Section 11 3 Area B Sections 11 3 and 11 4 enables listing of the time series results for the Output Options selected on the Project Layout Screen The default listing is of monthly values but hourly if the model was run at this time step daily annual and long term Summary listings can be displayed by toggling these Headers on the Header bar 137 WaterCress User Manual Output Results Area C Section 11 5 provides means for plotting the time series outputs and selecting different statistical analyses of the results Plot selected variables Central tendency and variability Frequency Estimates Plot selected variables enables the listed time series to be plotted as as time series or as X Y plots Central tendency and variability provides statistical information such as averages skews standard deviations and graphs of s
264. rect experience with model calibration of urban area runoff shows that the proportion of runoff from their pervious areas is usually small to negligible in relation to runoff from their impervious areas For aggregated house garden areas this is not surprising in view of the significant impedance and losses likely to be associated with their cultivation landscaping and border fencing The model used for the within urban pervious areas is therefore similar to that for the rural and hills face areas except that it has been modified by increasing the interception and soil moisture capacities to reduce the amount of runoff predicted refer calibration later 4 3 Accuracy of Key Data used in the Prediction of Flow When major discrepancies exist between flows predicted by a rainfall to runoff model and flows as measured by a gauging station even after the model has been adjusted by calibration to the measured flows the source of the discrepancies may be associated with any of the e inaccuracy of the rainfall measurements and or e inaccuracy of the flow measurements and or e inadequacy of the prediction model to take all conditions into account 4 3 1 Rainfall data errors The accuracy of the rainfall records can be checked by comparing one record against the records of its neighbours either directly or as cumulated totals over several years Most errors in recording via pluviometers are associated with power failures in which case the record i
265. requesting that water be supplied to them via supply links to other storages This demand is initiated if the water Attempt to fill store io level SE Demand Setup x held in the receiving storage falls below a pre determined Maximum filling rate M ML day value When this occurs the receiving storage will request sn aceti diae 00 oy to be filled to the pre determined level from the other T B Sources Eo With minor variations the window shown is common 2 similar to all the storage nodes carrying the Demand icon in their header bars Internal annual use as a fraction of storage 2 29 Demand distribution 1 EM It is important to remember that the first 5 input boxes Spill downstream instead of use shown only apply when storages are being filled via water supply links The constraints shown on this window P sesuence Apply Changes do NOT apply when flows are linked via drainage paths 7 6 1 Monthly Fill Levels and Maximum Filling Rate Clicking the set monthly fill levels tab provides a set of input Storage Fill Levels aho windows which identify the level to which the storage requests to Fraston to flstorageto 0 o be filled from any other connected storage for each month of m the year 1 00 1 00 1 00 1 00 1 00 1 00 July Aug Sept Oct Noy Dec The values are input as a fraction of the maximum storage to be Foo rav foo foo roo foo attained For example setting a level o
266. ribute small depths of runoff Hence as the proportion of impervious area within any catchment increases and the pervious proportion decreases the rainfall to runoff relationship generally becomes more linear and precise A rainfall to runoff model will therefore be able to provide an accurate estimate of the runoff from the catchment provided that e the total area of impervious surfaces within a catchment is known and this forms a relatively high percentage of the total area say 3096 and e the rainfall is measured accurately at sufficient locations to give an accurate representation of the rainfall over the whole catchment 115 WaterCress User Manual RFRO models 9 5 AWBM Model This model concept was developed by W Boughton and sections of this text are taken from the AW BM manual version 2 0 January 1996 The original AWBM model was established as a daily rainfall runoff model only The model uses 5 surface stores 3 to simulate partial areas of runoff 1 to simulate groundwater and 1 for routing Runoff occurs if any of the 3 partial area stores exceeds their capacity The sizes of the stores are selected to best simulate the catchments non linear response to rainfall as its wetness increases The WC models also adopt this concept of variable storage across the catchment but handle it in a different way to AWBM The two models each offer advantages and disadvantages which are discussed below and it is considered t
267. rs required are The base recharge rate BR is the maximum base rate at which all the flow is attempted to be recharged to the aquifer The recharge fraction RF is the fraction of the flow above the base level which is additionally attempted to be recharged to the aquifer The wetness reduction fraction WF the factor reducing the entry of the recharge amounts calculated via BR and RF according to the cumulated status of the local water table and represented by a wetness storage operated as part of the model The factor governing the rate of draining of the wetness storage K 86 WaterCress User Manual Node Descriptions If Q t is the flow rate for the day and WS t 1 is the wetness storage cumulated up to the end of the previous day representing the status of the local water table the calculation of recharge to the underlying main aquifer is calculated as below Recharge to aquifer R BR Q t RF WS t 1 WF orR 0 if WS t 1 WEF gt BR Q t RF Revised status of wetness storage for next day WS t WS t 1 R K The initial value of WS is not selected by the modeller It has no maximum value and will adjust its values to the scale of the flows passing over it according to the values selected for the 4 parameters Note BR is a flow rate and RF WF and K are all fractions between 0 and 1 The actual recharge will rise as BR and RF are increased If WF and or K are set to zero
268. rticularly in summer months Canopy interception which enables a loss of water in a forest canopy to be accounted for is described in the WC sd model section 9 3 The IL OF ALI model sits above and is separate from the main AWBM model in exactly the same way as for the WC sd model Although not recommended the AWBM model may be run with sub daily time step rainfall data in its standard form by setting IL at a very high value and ALI and OF at zero The operation of the IL OF ALI model is described in the WC sd model in 9 3 9 5 4 Comparison of WC and AWBM Models The AWBM model adopts a similar concept of variable storage across the catchment as WC1 but handles it in a different way It is considered that the concept used by AWBM and WC 1 are likely to produce the best results for semi arid catchments where rainfall ranges from 400 to 700 mm The two models utilise the principles in different ways and each offer advantages and disadvantages The WC 1 model with its smooth relationship between rainfall and runoff produces more continuous runoff events than the 3 step function of AWBM For example no runoff will occur in AWBM until the smallest soil store is filled where as WC 1 will potentially provide runoff at low moisture stores Different catchments may behave differently in this respect eg runoff may be generated even in summer from relatively impervious areas close to a catchment outlet In WC 1 this effect has to be overcome by
269. s Reference to this folder will shows an instance of each of the default file name types with the component name base as default 35 WaterCress User Manual Project Layout Screen The user may personalise their program by saving their own base files in this directory The best way to create a base file is to copy a file from an existing project which which has the base parameters required by the user copy it to the lt program_folder gt files directory and rename it with the base identifier ie discard the old base file Any new node now added by the user will carry the parameters of this new base component Note reloading the watercress program will override and replace these base files and therefore personalised files will be required to be backed up and replaced after a full program reload In addition the house and urban nodes allow a range of setup options to be created which then can be accessed to modify nodes created These type files as they are created take the format xxx yyyyyy txt and are also stored in the files directory As above the xxx is the identifier of the node and yyyyyy is the name provided by the user For the house node the identifier is twn and for urban is twn2 6 11 Checking file availability When you select a project the program undertakes a simple data availability check This if a potential error is found displays a colour coded x in the lower rh corner of the icon as sh
270. s User Manual Node Descriptions 8 1 11 House Runoff Quality The salinity of runoff water is calculated by a simple function posses MERGER Salinity 10 sal Factor1 sal Factor2 log10 runoff mm ees ux Note in this form Factor1 and Factor 2 are fitted to the plot of Facior 2 for salinity calculation 0 14 Log10 salinity versus Log10 Runoff mm day Te EEEN 20 00 Salinity is limited to upper maximum salinity Factor 3 Sune n The quality code of the runoff water is set as the quality code Update Rooi leaving Select the update button on the form when input complete 8 1 12 House Tanks Node storage is controlled by selecting appropriate size tanks Volume Tab Storage is based on tanks with size defined as the individual house tank size Total storage forthe nodeis me Discharge TankCost therefore tank size number of dwellings Tr 40 Hote Tank data are ue Tank si kL TN A tank may be set up to maintain a minimum water DM per dwelling quantity using water drawn from an external source Filing function for any external supply This is done by setting the tank fill to parameter to the NA Filling fraction of the tank size that you require the external fill to o tp scales 0 5 KL day source to fill the tank per timestep An input of 1 0 would mean that the tank would be maintained full however io Hp EE values of 0 1 to 0 5 would be more effective in utilising the o
271. s are greater than a selected y pao ois level This is particularly useful in windowing in on events which result in ep Output alt record in period peak levels of flow rate storage level salinity etc Emenee i The box at the bottom enable a recession from the peak levels to be lis po displayed over the number of hours selected T If value in column B Note that data run at time steps less than hourly cannot be displayed at le po time viewed mea M Show Hourly data 11 3 3 Viewing the Results in Summary Ca Run Hourly Daly Monthly Annual Summary Graph Additional spreadsheet lt lt lt lt Help off Hints Tutoriali fever 12 yrs AL A A ME uw JE ME Jb IE ME 0 00 0 49 0 00 0 00 0 00 0 00 0 00 0 49 0 00 0 00 1207 292 89 53 05 0 00 172 56 73 52 0 00 0 00 345 94 73 54 0 00 0 01 0 00 292 40 0 00 930 71 434 24 0 00 0 00 292 40 434 35 0 00 0 01 4 et FlowModification 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 D ni 0 00 0 80 0 00 0 00 0 00 0 00 0 00 0 80 0 00 0 00 1975 45 77 98 35 0 00 378 74 135 44 0 00 0 00 144 12 135 48 0 00 0 01 0 00 44 58 0 00 149 90 66 53 0 00 0 00 44 58 BB 54 0 00 D ni 0 00 0 05 0 00 0 00 0 00 0 00 0 00 0 05 0 00 0 00 1264 8 cacy 1 eaz 180 10 0 00 688 51 249 50 0 00 0 00 248 30 249 56 0 00 0 01 0 00 6815 0 00 297 50 101 01 0 00 0 00 58 15 101 03 0 00 D ni 41 c2 FlowModification 12882 34 0 00 0 00 0 00 0 00 544 51 0 00 12337 52 0 00 24 85 0 01 0 00 046 0
272. s missing all together Errors in daily read rainfall records are harder to identify and usually involve non attendance of the reader failure to record readings or entering data on the wrong dates The moving of a gauge into a location having a different exposure or the construction of a building nearby which changes the exposure can give a long term change to the readings The timing of such events can often be picked up by comparing double mass curves of the cumulated totals of rainfall recorded by the different raingauges within a local region The start of a period of systematic errors or changed exposure is revealed as a change in the relative slopes of the graphed cumulated rainfall totals Otherwise errors are usually small and are made even less significant when several rainfall records are used to define the spatial variation of rainfall across the catchment It would be very unusual for all gauges to be in error together although high winds may cause a group of gauges to under or over register together 16 WaterCress User Manual Getting Prepared 4 3 2 Flow data errors By contrast flow is much more difficult to measure and measurements are prone to many sources of error Most stream flows are estimated via separate measurements and calculations involving water depth water velocity and cross section area Under ideal conditions these measurements bear stable relations to each other which can be estimated by hydraul
273. s the capacity to a maximum value equal to IL mm and the capacity is diminished at each time by the ALI multiplier Assume the storage at the end of the last time step is S t 1 Assume rainfall this time step is Rf t Thus runoff takes place if S t 1 ALI Rf t gt IL mm If runoff takes place then runoff t S t 1 ALI Rf t ILOF where OF is the fraction of the runoff generated that reaches the catchment outlet The storage at the start of the next time step will then be IL ALI If no runoff takes place If S t 1 ALI Rf t lt IL no runoff will take place and the storage at the start of the next time step will S t 1 ALI Rf t ALI During dry spells with no rainfall the storage converges to zero by successive applications of the factor ALI which is less than 1 NB the storage is calculated in the same manner as the standard Antecedent Precipitation Index hence the use of the term Antecedent Loss Index Because WCsd can be run at different time steps the values of both IL and ALI require to be adjusted if the model time step is changed The aim of the adjustment will be to ensure that the total flow calculated at the different time steps are approximately equal However If the model is being used to calculate peak flow rates the choice of a too long time step will inevitably compromise the accuracy of estimation of peak flows even if the total or average flows are retained equal The relative values of IL at different
274. s used less often only when a agroup of storages are in supply series as for S3 and S9 and or b the reliability of a particular demand is highly critical say d8 Using the same example if supply to d8 is to be made most reliable an arrangement can then be made using the supply sequence option as shown below Every node that can receive a supply is provided with a supply sequence number with the default supply sequence number zero When all supply sequence numbers in a model remain at zero the supplies continue to be calculated in the order of the receiving node numbers as above Otherwise the supplies are in supply sequence number order ie 1 2 etc with O last Thus in the example below with the Priorities and Weights allocated to the supply links for demand d4 changed for illustrative purposes only and the Supply Sequences allocated to the receiving nodes with the objective of increasing the reliability of the supply to D8 as shown e S9 will be supplied from S3 first as it has supply sequence number 1 e D8 will then be supplied from S9 as it has supply sequence number 2 e D1 will then be supplied from remaining storage in S3 since it has the default supply sequence zero but has the lowest receiving node number e DA will be supplied last at first from S3 as this has priority 1 or from S9 if S3 fails as this has priority 2 In this case with different priorities the weight values are irrelevant Seq
275. seas 6 3 7 Priorities and Weights and Supply SEQUENCES ccccceececeeecee eee ceeeae cece eeseeeeeseeesaeeeseuseaeeesaees T So Al Ea e 11 O E E E O E E E A ET A A eee ee 9 20L OMS ret GUIS TO GUAY asec fate pace ce n aE aina eE Aa EA TAN Eaei 10 GON e E EE EE E EEE E E E E E NE E 10 OS TE EEA E E AE E EE E E E A E A H 11 A CGE THINOGPRERARE D ere eee eee ee ee a eee ee ee ee eee ee ee 12 41 AS CUI OG MN m m 12 A2 Data Files aed A 92 cie REDE ee ee ee 12 s visae NT T m m m 12 q2 20 559 SA ANON eee ghee apc ser nda seti bbs tod bb beo M ni want nace DM EU LUMINE 12 4 2 3 Housing Domestic ATGaS iiie preces atram ena se tac gei LDM SE VF V RM CERTUM CA asM VP RI PEMPU MUS 14 4 2 4 Industrial Commercial Areas sseesssssssssssssseseee nennen nnne nennen snas sna nnns 15 4 2 5 Modelling Runoff from Pervious Areas ccccceeccceececeeeeeeeeeeeeeaeeeeeeseeaeeeeaeeseessaeeeseueesaees 16 4 3 Accuracy of Key Data used in the Prediction of Flow cccccccceeccceeceeeeeseeeeaeeesaeeeeseeeeaeeeeaes 16 z SNB nr ilerzirzi 10 cO 16 432 Flowdata emors m 17 SOPE NING SCRE EN einn EE ee E EAE EEE ER ee ee eee eee eee 18 SM a E IS AU E E A A O T E NE I E T 18 TA a AEI E E AE VEO A E A IA PE A E O IEA EA 18 5 2 1 To create a new project ccccccccsscccsecccseeeeeceeecececeueesceeceueeceueceueessueeeueeseuaeesseeesaeessaeseas 18 5 2 2
276. sof tad 2 nmd ad Cotinurg Lossesof 45a 65 reoresat areeswithlowe iritid lossesard cortinurg losses Ravotsaessaecssrnediohaezrorucoff i 90 80 ro GO D 40 30 20 D O s E 2 3 4 5m 70 of Ctdmert within pervicts Surface Figure 9 4 2 Indicative Runoff Coefficients for Urban catchments with Different proportions of Impervious and Pervious Areas 111 WaterCress User Manual RFRO models The lower line in Figure 9 4 2 is compatible with the runoff coefficients calculated for a range of gauged catchments in Adelaide For example the Paddocks residential catchment with about 50 of its area pervious ie parks and gardens has a runoff coefficient of 1896 The Parafield catchment which contains some industrial areas but also a large area of open escarpment area in addition to the normal parks and gardens within its residential areas has a coefficient of 16 The Adelaide Terrace catchment which contains mainly industrial areas adjacent to South Road with little pervious area has a runoff coefficient of 40 Since they can all be represented by the lower line relation by inference they must share compatible values of IL Con and OF The family of higher lines then represent the relations for situations having lower values of IL or higher values of Con and OF With the exception of Adelaide Terrace very little data on runoff from industrial are
277. ss following the model run will be located in the Summary table see Section 12 The Summary as its name suggests provides a very useful overview of the performance of the project over the modelling period In many cases particularly at the setting up stages of a project the Summary output may be completely adequate to check that the model is working and working in the manner intended However if you wish to examine the performance of various aspects of the performance in greater detail in particular by investigating the time series variations of the various parts of the model during the period of the model run you must identify the particular aspects in the list of options offered in Output Options and make your selection as described below 10 2 Scope of Output Options The model provides more than 90 output options across the 18 node types available in the model The number of options available depends on the complexity of processes occurring within the component Thus the more complex components eg the House and Urban components have of the order of 30 output options available Simpler components eg External only have a few output options The outputs provide valuable information on the performance of individual nodes and provide confidence that the layout of the model is working in the manner expected and or intended by the modeller 10 3 Selecting Output Variables 10 3 1 Adding Outputs If you require to output data from the
278. ssesseesseeeseeeen nennen nnne nennen nnne nnn nns 156 11 7 2 4 Spell Calculate Exceedence ccccsecccsseecseeceeecceeceucecseeecueeseuceseaecsueesueesseesssaeess 157 WaterCress User Manual 12 MODEL CALIBRATION is Liang pinta A A db nteunudheasdauwntasceienndaaunmueh odit initi eta 158 12 Bei OA m CADA UO RR TERT 158 12 2 Entering the Calibration Data sseeseesssesssessseeeeneeenneen nnne nnne nennen nnn nns 158 12 3 Defining Good and Bad Data for Calibration ccc cceccccecceseeeceeeeeeeeeeeeeeseeeeaeeeeaeeseeesaeeees 159 12 4 Visual Assessment of Calibration Time series Data seeemHRRHme 159 AE ER Re REPERITUR REMEEEREET 159 12 4 2 Seasonal monthly averages ssssssssssssssssesssseene nennen nennen nennen nnne nennen 160 124 3 eB en NTEEER Y 160 12 5 Statistical Comparison of Actual and Modelled cc cccccecccseeceeceeeeeeeeeeeseeeeeaeeesaeeeseeeeaeeees 160 13 FILE NAMES LOCATIONS AND FORMATS eI mI III me memet remre tete titer re reis 161 13 1 File Names and Extensions ssssssesssesmI III III HII Imre retetemetrttetetit rere ter iria 161 13 2 Expected File Locations NNI EE 161 13 2 1 Rain time series data files sesesssssssssesenm mI III mI memet reteter rre rin 161 13 42 mU lssqieniu 162 13 2 3 Time ser
279. st 050New DISK drycreek para u E E fel w BAF Patawalonga s Files copy paste undo Update 6344006 Natural Ea Urb cate es Diam Weir ie Channel o T4574 B34407b 6702 5916 30 0 catchment Strling rai Adeleyvp none a9 A os Diam 6344180 6676 6154 30 0 catchment Stirling rai adelevp none Natural Cat 741334 BS44004 6535 6021 30 0 catchment Strling rai adelevp none Bs4421b 6588 B188 30 0 catchment CheryG rai adelevp none cat SUS a Natural Can 741120 6344006 6328 6070 300 catchment Coralrai adelevp none Natura Cat 741052 6344086 6246 6164 300 catchment CoValrai adelevp none ica SMipt 14 Natural Cat 740850 6344104 6177 5248 300 catchment CorValrai adelevp none ERUIT Natura Cat 740732 6343978 6065 B161 300 catchment CotValrai adelevp cat M3 Natural Cat 741142 5344288 6570 6259 30 0 catchment Cherrv 3 rai adelevo none File information is displayed under the nodes type category Clicking on the type tabs provides access to all files within the requested project To save the changes back into the watercress project click update and two options are provided Currenly only save current page is working Selection of the project then loads all the file information for 26 WaterCress User Manual Project Layout Screen 6 6 2 Data variations The input screen is reached through the Data variation tab on the top heade
280. sting of all the options and their explanations in given in Section x accept nest component l 2 6 4 Area D Node Icon Styles and Links Just below this panel is another where you can toggle between the style of icons you prefer 2 options are shown below Currently there are only two types This will be developed further in later program development P RN MM XS Xx ix 3 EH pes F F n i i G y List en 23 WaterCress User Manual Project Layout Screen Clicking on Show all links shows all drainage and water supply links together Note under most circumstances when assembling or modifying the layouts only the link type which is being assembled modified is shown It is therefore wise to re activate show all links periodically in order to confirm the totality of all links that have been established and are operating The size of all icons assembled on the screen may be increased or decreased via the icon size toggle in Area E 6 5 Area E Screen Base Area Controls Across the bottom is a long panel containing several windows which provide or enable the user to select information or data common to the whole system No Background Grid Spacing leon Size Search for node Rainfall File ladel rai i Lock the Layout f Background 1 50 E El 1 Background 2 Ed number Evaporation File adel ewp The features from L to R are associate
281. supply at all Where two storages are connected to a demand and have the same priority the proportion attempted to be taken from each is determined by the weighting see Sect 3 7 for a full description of priorities weights and supply sequences 6 9 2 Adding Supply Links When supply links are to be established deleted or modified the Water Supply button at the RH centre base of the assembly field margin must be activated When this is done existing supply links become visible ADD Model Components Drai Path Left click on the storage node hold down the button and drag and Mni E release over the demand node Clicking from a non storage node will Water supply Status display the message Source is only possible from a storage component Output Options Click X to get out as no link can be made from here C xj If there is no link existing at this requested No source ink exista between location a screen appears stating that there is no source link between the these nodes Add one two nodes To add a link click Add a link Clicking across an existing link will provide you the opportunity to either change or remove the link Add a Link 33 WaterCress User Manual Project Layout Screen If adding or changing a link a window identifying the the priority and weight Pet 32 trom 82 will appear Set a priority and weighting for the water supply by inserting Priority mE Vi eight Poo the appropria
282. t desired outcomes or against alternative system layouts At its core is a model to convert catchment rainfall to runoff but flows may also be introduced as flow records The model then tracks flows through water systems established by the user at continuous equal time steps of one day 2hrs 1hr or 30 mins Thus the model may be used for both flood and water supply designs The model tracks salinity as a conservative parameter including changes as water of variable salinity is injected stored and recovered from saline aquifers The model also tracks water within broad quality categories so that different water paths can be reserved to supply different quality demands The central features of WaterCress are 1 An assembly of icons representing specific components of a water system These can be clicked and dragged onto the spatial layout page and joined by flow paths in order to simulate the water system to be trialled These icons represent all conventional water supply and use components such as catchments dams treatment plants aquifers in house demands irrigation areas pumps etc but present them in a manner which allows trialling of non conventional supply sources and management processes at a range of different scales 2 A set of core mathematical relations and data bases which contain all variables and limits necessary to enable the quantities and qualities of water to be estimated and tracked through a specified water system Th
283. t tracks the amount of moisture available to the plants This soil moisture store provides an internal supply for the crop thus reducing the external demand The capacity of the store may be changed by the user Its size depends on the likely carryover appropriate in the local conditions The store collects rainfall until full at which time excess water is spilled Water is lost from the store at a rate equal to the larger of daily demand of the crop crop use evaporation or a defined evaporation rate evap rate evaporation A Crop use factor is input as a constant value for each month Where water is available in the soil store this will be used to meet all or part of the daily demand Irrigation is deemed to be required when the soil water store drops to zero The order of calculations is 1 Rainfall input 2 External demand calculated 3 Loss due to evaporation 4 opill of excess water This order ensures that any rainfall for the day is taken from the demand 70 WaterCress User Manual Node Descriptions Crop Demand Crop demand is calculated as a crop use factor x evaporation The factor can be varied for each month Total demand is therefore crop demand area of crop Soil Capacity The method uses a simple soil moisture store soil capacity which it tracks the amount of moisture available to the plants This soil moisture store provides an internal supply for the crop thus reducing the external d
284. t what variable A calibration file can be entered by clicking on New No calibration Calibration File and following the file location prompts For vl iow passing this example folder D wc2000 flowdata contains the file T Volume in Storage Fi Depth or staraae PADDOCKS546 flo file Note the full path name is used for T Salinity of storage calibration files Instantaneous flow Apply Changes As the file contains flow information tick the box Flow Passing to identify this If the calibration is to be done using some other measure and the loaded file contains this type of data then the appropriate box relevant to this type of data must be ticked Flow passing is an accumulating variable le input is daily and flowsare accumulated for monthly and annual results Volume in Storage Depth of storage and Salinity of storage are non accumulating and daily monthly and annual results are taken as the end of period month or year values Instantaneous flow is a special case used in calibration of sub daily data and is the maximum value in the period For example for an hourly timestep the values in the day month and year will be the peak flow recorded in that period Make sure you click Apply Changes to save the data to the node Only one calibration file can be input to each node If more are selected via the Output Options selection window only the first in the list will be processed However since the calibration file en
285. tations measure rainfall at the daily time interval the model is usually set up to perform its calculations of runoff at the daily time step using long sequences of daily rainfall records The model has recently been extended to calculate runoff from rainfall at time steps down to 6 minutes Where rainfall data is available at these shorter time intervals greater accuracy in prediction is expected to be achieved The model has been calibrated to achieve the best fit by trial and error adjustments to the initial loss and efficiency of runoff coefficients contained in Equation 1 and the 10 different coefficients required for the pervious area Equation 2 The R squared fit between the recorded v modelled monthly estimates is 0 82 114 WaterCress User Manual RFRO models Paddocks Apr 1992 June 2002 z 9 LL D m c prar E E Model S Recorded oO z o 5 o G o 1 8 22 29 36 43 50 57 64 71 78 85 92 99 DE TB LO Modelled Monthly Flow ML mnth Figure 9 4 6 Comparison between monthly flow estimated using the ILCL rainfall to runoff model and as measured at the gauging station A relatively simple and stable relationship generally exists between rainfall and runoff for the impervious areas of urban catchments Such a simple relationship does not exist for the pervious areas Under most situations in low rainfall areas rainfall 600 mm a the pervious areas only cont
286. tch Rain read from file expects that the input file will contain two columns of data Area of catchment 200 ha in addition to the date time The Quality code of the flow OR Flow read from file but salinity calculated by is taken from the input window above Salinity Modell Area catchment 2 90 ha Flow salinity and Catchment rain requires the three ioe OR salt input read from file and flow calculated sets of values to be read from the file in the order shown _ Salt input read from file and flow calcu assuming inflowing salinity 0 mg L The rainfall data and area of catchment are only required in order to enable the average area weighted rainfall is to i be calculated for a project involving multiple sub Flow 0 00 ML at Salinity mg L catchments of which the text flow node represents one Talh te APJ Ea or more OR Constant inflow assumed equal to Flow read salinity calculated requires only the flow to be read from the file The salinity is then calculated by a salinity function 78 WaterCress User Manual Node Descriptions For the salinity calculations flow is required as units of average depth over the catchment ie millimetres of flow However flow provided by the file is in volume units per timestep To convert the file input to flow depth the area of the catchment must be provided This is input in the adjacent catchment area window Factors 1 2 and 3 are provided by the use
287. tchment Characteristic E Runoff Model 5 EN x Setup WC 1 WGed A amp YWBM w Simhyd Sacram SD SFB Hydog ILCL Im 5 m Im Parameters required B sail Moisture Store I 30 000 mm Interception Store 5 Dnn mtm Infiltration COEFF f 50 000 Infitration Sta S00 GVY Recession K 0 050 Interflow SUB 0 200 GVY Recharge CRAK 0 300 ET factor EM D Rain falling is initially intercepted by a store which spills an excess EXC when its volume exceeds INSC mm Water is lost from this interception store at the potential evapotranspiration rate PET which is the evaporation provided in input files by the user 119 WaterCress User Manual RFRO models Infiltration coefficients COEFF and SQ are input by the user and define the amount of excess that is able to be infiltrated and therefore the amount of water that will runoff infiltration excess The potential infiltration at any time will be equal to INF ZCOEFF x exp SQ x SMS SMSC If this value is less than excess then excess runoff will occur The amount of infiltration is then split into 3 portions using the parameters SUB and CRAK Firstly interflow INT is calculated being equal to INT SUB x SMS SMSC x INF Then groundwater recharge REC is calculated being equal to REC CRAK x SMS SMSC x INF INT The remainder 7 INF INT REC is assumed to fill the soil store However if the soil store volume SMS becomes greater than its maximum SMSC then
288. te number in the edit boxes ado il When happy with the values set left click the Adopt Changes button in Show oll links the lower window If show all links is checked a list will appear giving all the connections from sources to demands and the priorities and weights that have been assigned Alternatively clicking the status button in the ADD box will display the existing priorities and weights adjacent to the links The proposed link is now displayed as a red dashed line and direction arrow At any time before adopt changes the user may click X to leave without adding or changing a source link 6 9 3 Removing a SupplyLink The steps for the removal of a water supply leading from one component to another are as follows ADD Select the water supply checkbox appearing in the ADD box at the bottom right Model Components of the screen f Drainage Paths J Water supply Status To remove an existing water supply link left click on the Output Options upstream supplying node hold down the button and a drag and release over the upstream demand node The Shange or remove window at RH will appear Selecting Remove will Change Remove remove the link 6 9 4 Editing a Supply Link Follow the steps in 6 9 3 for removal If there is already a supply link its priority and weight are displayed in the entry boxes You may now change Suppl to JA tom B7 these When happy with the values set left
289. ted by the catchment node 17 The groundwater generated by catchment node 14 is kept with the surface flow and offstream dam node 18 receives the total of the generated flow 99 WaterCress User Manual Node Descriptions 8 17 3 Using the Spring Component is ali Clicking on the Routing icon reveals the data entry window shown below When the Spring component is clicked the header icons appear Any flow directed to the Spring node is divided into 3 parts in the proportions set in the data entry boxes adjacent to Rech Store1 and Rech Store2 with the proportion for Rech Store 3 being the remainder ie Rech Store 3 1 Rech Store1 Rech Store2 The inflow is usually the groundwater flow but could be any flow that requires routing via the 3 parallel storages that the 3 different flow proportions are then directed into The 3 stores discharge a volume of water per time step according to the Discharge Index set for each store The indexes define what is retained in the store For example a value of 0 85 means on each timestep 0 85 of the store is retained and therefore outflow t 0 15 x store t The outflow for next day t 1 is then store t 0 85 inflow t 1 0 15 A value of 1 0 means all water is retained in the store and therefore there is no flow Loss Discharge Modifier x Process A value of 0 means that the flow passes through the store unchanged E Groundweatert 9 Mot used The outflow is com
290. tension and free water Tension stores are those which retain the water only losing it to evapotranspiration The free storage only temporarily detains water which in time will be mobilised into stream flow Rainfall on the upper storages models direct runoff from impervious surfaces saturated surface runoff and interflow The majority of the runoff generated from the upper store is interflow and is based on linear relationship between soil moisture This would provide a flow relationship with rainfall which is averaged over time Because of this the model is likely designed to model monthly flows The complexity of the 3 store groundwater model will likely to be difficult to calibrate but it could also provide a better flow calibration as it can provide two different stores and rates of groundwater discharge However the equalising of soil moisture across these stores as required by the model will reduce the value of the two stores 124 WaterCress User Manual RFRO models 4 n Rain x 1 PCTIM Rain x PCTIM PCTIM gt swat petim x rain overflow x ADIMP Tension Water Storage Permanent Impervious ae PCTIM Overflow x 1 ADIMP Overflow from Soil Store uztwm t Interflow UZK x uztwm t 1 Free Water Storage Percolation perc pbase t x 1 pfactor Perc 1 PFREE Perc PFREE Perc x PFREE x fp Perc x PFREE x fs Iztwm t Supplement
291. tered into one node may refer to the output of another node if you wish to be able to compare to more calibration files than just the one you can enter these into other nodes Note the calibration files are accessed whenever they are ticked on The model will then only run over the common period for which all calibration data is available Calibration data can be switched off 158 WaterCress User Manual Model Calibration by clicking on the No Calibration box The model will then run over the common period for which all other input data is available Reference to Section 10 4 shows that one or more of Output Options 36 to 39 must be selected for the node s in question that contains the calibration file name s and pathway s By including these selections in the output list the data from the file s will become available for comparison with any other time series calculated by the model and selected via other relevant Output Option numbers eg Option 2 Drain Out Note A calibration run need not necessarily be one where you compare a modelled output against a measured one Often one model may be compared against another and an option is available to save a particular time series variable output as a file to calibrate more correctly compare against Also provision is made to calibrate volume of storage in reservoirs water level in reservoirs and salinity of flow 12 3 Defining Good and Bad Data for Calibration When
292. tered into the Opening Screen for the top LH corner of the screen and the position that the node has been established on the screen However the present model does not take these values into account in its calculations and thus they can be safely ignored An elevation may be entered for the node in the elevation window and the value is used in some specialised applications involving storages and diversions However for most modelling applications the default elevation which appears in this window is not taken into account in the model calculations and thus the values entered may be safely ignored The Rain File and Evaporation File are the rainfall and evaporation files being used by biu Rain File laddri the Ham grid node The files can be changed in these Hain station factor 1 0 windows if required Two options of file input are provided here In most cases the rain file option will be used which identifies that the rain file name identified in the example adel rai will exist as an individual file in the required format When the model is run these files will be first sought in the project file These files have no path and must be located within the watercress folders in one of 3 locations In order the locations sought are lt wcprogram_folder gt your_project raindata lt wcprogram_folder gt your_project lt wcprogram_folder gt raindata Although poor practice different versions of rainfall files may be in existenc
293. that can be placed in this assessment For example it is normal for good quality data to be given a low number eg 1 Code number 2 may signify good quality but slightly less confidence Data that looks strange but no particular reason can be found for definitely assessing it to be incorrect may have a code number 70 Estimated data may have code 150 Missing data may have code 200 etc Each data authority usually have their own set of quality codes which may vary significantly In the Quality Code window the WaterCress model enables you to enter the code numbers of all quality codes for data that you may wish to ignore when you compare the model predictions of say runoff measured at a gauging station against the runoff predicted by the model for the same location Data which is deemed to be of acceptable accuracy is defined as good or true that which is not is defined as bad When selecting model data outputs to be displayed see Section 10 3 for which calibration data is also available ie against which the model predictions can be compared 4 versions of the same output data can be selected For flow records the most likely form of calibration data these are e Option 2 Drain Out the time series of flow leaving the node as predicted by the model e Option 35 True Drain Out as above but omitting the predicted data for those time steps for which the comparitive observed data has received a bad data classification as
294. the House node to augment any internal onsite supplies in satisfying the demands within the node entered via the Garden demand window only Option 69 BOTH External Supply ExtSup This is to overall cost of external water supplied to the House and Urban nodes in units per unit volume It is the average cost across all water qualities of water being supplies as outputs in options 63 68 Option 70 BOTH Internal Supply Int Sup this is the total of the supply provided from internal onsite water sources inside the House and Urban nodes in attempting to satisfying the total of all the demands within the nodes Option 71 BOTH Drink Internal Supply IntDrink this is the total of the supply provided from internal onsite water sources inside the House and Urban nodes in attempting to satisfying the demands within the nodes entered via the Drinking demand window only 134 WaterCress User Manual Output Options Option 72 HOUSE Dish Internal Supply IntDish this is the total of the supply provided from internal onsite water sources inside the House node in attempting to satisfying the demands within the node entered via the Dish demand window only URBAN Toilet Internal Supply IntToilt this is the total of the supply provided from internal onsite water sources inside the Urban node in attempting to satisfying the demands within the node entered via the Toilet demand
295. the Y axis could then display up to 2 columns 7 Plot RE RO type curves X flow usually in depth units defined by the user by placing their column numbers in the blue and red traces linverbrackie When plot graph is pressed a X Y plot of the rain runoff relationship is B E displayed plus if requested by the user via the tick box a tanh curve of Definition of months to accumulate user requested shape set by F1 and F2 AlJFMAMJJASOND Often a plot comparing winter or other rainfall and annual runoff edd id ea bal La led provides a better correlation and by selecting which months to Accept accumulate the user can customise their assessment The definition of months to accumulate determines which months are accumulated in the catchment rainfall output parameter Note it does not affect the node rainfall output parameter 192 WaterCress User Manual Output Results 11 6 4 2 RFRO input ary Graph Additional RFRO Curve RFRO input spreacsheet ZEE gt h This option places the parameters used for the rural rainfall runoff model on the output screen This is simply for ease of calibration allowing the used to remain on the output page while running various runoff options Iz RF RO set MSM E Sho FGL ZW X CD GW PF GET SE n Save 200 000 25 000 60 000 0 015 10 000 0 650 0 000 o Choose the set you wish to modify and change and save as required 11 6 5 Spreadsheet Simply
296. the daily value Supply Salinity and QCode Volume The external supply component is assumed to be able to zooo provided and unlimited supply of water nb The user sets errem in the upper limit which has a constant salinity and quality Quality of water i code code These quality values are set by the user here Mesnet 650 rad 8 10 3 Cost Functions Clicking on the cost icon brings up the standard costing window The capital cost of any construction or maintenance program within a catchment to enhance quantity or quality of runoff can be included here This is more likely for roaded catchments where runoff is specifically enhanced requiring a significant capital and maintenance program Cost input follows the standard cost window refer 7 2 2 90 WaterCress User Manual Node Descriptions 8 11 MULTI STORE Component E3 8 11 1 Introduction The multi store component allows both routing flow attenuation and time delay and storage for water supply and flood mitigation to be modelled The component contains a storage component enabling storage rainfall and evaporation processes to occur In addition the node can act as a retention storage in which the volume retained can be altered month by month and the routing capability allows a programmed release of water as required by such storages Selecting a multi store component raises the following icon options The node uses similar parameters and functions for
297. the on site layout in the upper part of the screen except that it has only 3 domestic demands instead of the 6 for the House component The 3 demands are labelled drink toilet and garden These relate to potable standard quality for say drinking and possibly non potable qualities for inside house eg toilet and an outside house eg garden demands Additional Functions The additions are the 4 function areas displayed across the bottom of the layout window ie All Pervious and Non domestic Roof Pavement and Demand In this respect Non domestic relates to industrial commercial or municipal infrastructures associated with the urban area represented by the node The internal connections of the Additional Functions require explanation e AllPervious is shown as unconnected however the model assumes that AllPervious runoff is connected to the Ground runoff connection point AllPervious has no demand and therefore does not require a supply link e Non domestic Roof runoff is shown connected to the Ground runoff connection point However if a tank storage volume greater than 0 is provided under the demand input this tank storage is placed in the roof path and this may be used to supply part or all of the demands set in the Non domestic Demand component Any link to a non domestic tank are not shown but are assumed by the model e Non domestic Pavement runoff is assumed to flow with Roof runoff ie after spill from any tanks
298. the scale of the units eg L kL ML may be set Rain Runoff mm gt individually by toggling through the unit scales in the list of 14 Ubanarea pamere 95018 categories on the LHS Units are simply changed by clicking a Mipersid gt gt Medium on the gt gt button to scroll you through the range available Rural Area rectare By clicking the accept button your choice of units will be ee reflected in all the data entry and reporting locations nee TUM ET throughout the whole model The choice will also be retained if the model is closed down and later re opened Length Elev metres Alternatively if not accepted any changes will only remain i ewe m valid for the present session and will revert to their previous wirew feumecs El p values after closing and re opening Clicking X will hide the window but all units requested remain valid for the session 20 WaterCress User Manual Opening Screen If the units are changed at any subsequent time all the data values already entered as inputs will automatically be re scaled to reflect the changed selection you have made However for the outputs values to reflect the re scaling changes the program must be rerun The first 4 categories generally relate to the size of storages ranging from the usually smallest to largest Rain Runoff relates to any variable that relates to a depth averaged over an area such as rainfall eva
299. ther h M Qm EL n add 114 06 113 07 Both sets of graphing are selected by using the set of 6 toggle buttons at the LH side of the graphing area Tn 3 55 155 55 455 35 Tn 333 55 155 55 455 35 dn 333 55 IAEE 155 55 Each of the toggle buttons may be set at one of the number iiit of the columns in the table above In the example shown 7 whole columns are shown Up to 18 columns may be displayed Up cg The top X Axis toggle button is defaulted to 1 This refers to TCI the column number in the tables in Area A above It can be seen that Column 1 contains the time steps and thus when displaying its default value of 1 then the graph becomes a mE time series plot Alternatively where a value other than one m id is placed in this window an X Y plot is produced between the m X column specified and Y values for the first and second y nii columns specified The red and the blue traces lm 11 4 1 Plotting Outputs 11 4 1 1 Time Series Plots The columns in the spreadsheet are numbered and plotting the times series is simply a process of placing the appropriate number in the variable selection box For example if you wish to plot column 3 and column 7 then on the blue Graph Window click the up down arrows to make it read column 3 and on the red Graph Window click the up down arrows to make it read column 7 then click Plot selected variables The L to the left of the graph number indicates left
300. thin the first 10 on the list If the button is clicked rotated to the Varying annual option the upper part of the window remains the same but the lower part contains information and formula which determine whether the daily crop use is supplied from a notional soil store or requires to be supplied from the irrigation source In this option the program calculates the volume l Demand Constraint demand based on evaporation and rainfall conditions Vang Anna fw Use any extemal source i Annual The method then uses a simple soil moisture store Demand 0 120 mL Distribution 3 with maximum capacity set by entering Soil Gp capacity The capacity of the store may be changed demand fator xEvapxArea 00 sqm by the user Its size will depend on the soil type and i eee lo ET Factor 0 000 depth appropriate in the local situation The store increases due to rainfall but only up to the full level Update Garden which equals the soil capacity When full it ceases to increase further The soil moisture is added to each day by any rainfall and reduced each day by the crop soil evapotranspiration loss The latter is calculated by two alternative ways described below one of which is calculated via the values read in from the Evap File shown on the node openning window at RH with the larger being adopted While the soil store contains some depth it provides an internal supply for the crop thus reducing the need for a su
301. time steps is shown in table 9 3 1 A formula established for SA relates ALI to the chosen time step as ALI 1 timestep in hrs 24 107 WaterCress User Manual RFRO models Insertion of the selected time step into this formula provides ALI values as below Table 9 3 2 Thus at the daily time step ALI becomes redundant and thus does not appear oin the daily time step version of the models The value of OF is selected at the maximum proportion of rainfall that is likely to runoff in the most intense and largest storm A value of 1 0 could be assumed as the maximum but more conservative values have normally been adopted at about 0 75 to 0 85 If no runoff is generated all rainfall that has taken place is fed into the lower canopy and interception stores of the model If surface runoff has been generated the rainfall fed into these stores is reduced by the runoff It should therefore be noted that infiltration loss by this mechanism is not double accounted since all the non runoff producing rainfall is still assumed to pass into the lower storage layers of the WC model By setting the appropriate parameters the lower part of WC model will then work normally The normal log normal switch requires a 0 or 1 to be selected As stated earlier the normal model is recommended for general applications The remainder of the WCsd model structure and calculations remain the same as described for WC 1 10
302. tions it does not matter which of these buttons has been activated Thus once established onto the screen components may have data entered to them be moved or be deleted while in any of these modes except that deletion of components requires ee EE E that the model layout is unlocked see the tick box at the base of the Screen aes under the description for Area E below ere i Clicking on the Status tab will show the priority and weight associated with n mh Ud pavo me Q4 Li each of the water supply lines that have been established Output Options Selection Preset 2 1 2 2 C3 The Output Options button is used to select the set of time series output Seer Presa C4 C 5 record results flow storage salinity etc etc calculated by the model for Saiyan om any particular component or group of components sump v ume _ Drainage to 10 When the Output Options button is activated and when any component on Drainage diverted 11 Salinity diverted 12 the screen is left clicked a list of all the possible outputs that are calculated che 7 by the model for that components will be brought up on the example screen atch fair Water Elevati 34 Mm E shown below for a weir component redeem E wilde EE In total over 90 different types of time series are calculated by the model for the 18 component types The means of selecting outputs are described in greater detail in Section x A li
303. to 0 7 is used for class A pan recordings Groundwater is simulated within the model using two parameters GWR recharge and GWD discharge Both operate in a simple linear fashion Groundwater recharge is seen to have a greater relationship with streamflow than total rainfall This suggests that groundwater recharge requires similar conditions to streamflow hence the wetting up of the catchment to occur Tying recharge to streamflow simulates this which assumes the greater saturated catchment generated streamflow occurring the more recharge occurs from the soil to groundwater store The parameter GWF is used to define the proportion passing to ground and often this may be up to 20 to 30 percent Baseflow discharging from the groundwater store is simply a linear relationship defined by parameter GWD No loss is assumed to occur from the groundwater store to external basins 9 2 2 Input Parameters Medium soil moisture MSM represents the median field CTARTUETS capacity of the soil Usually in the range 150 300 mm E Increasing this value delays the early season initiation of runoff ej bw i s E decreases surface runoff by providing greater opportunity for lal daa OE E E E E E E e i de Been evapotranspiration but assists to a lesser extent in maintaining poss Evap File pee late season groundwater flows Runoff Model ee x NEM Setup n a Interception store IS represents the maximum initia
304. to set aside some detention storage within the tank This is set by changing the value of retain A value of l 0 4 means that the lower 40 of the tank will be Volume Discharge Tankcost retained while the upper 60 is only detained Allow the release of tank water temporarily and will be discharged at the user defined amp yseecitying the fraction the Eee rate Water is discharged from this detention storage at 5an retain a rate based on the variables R1 and R2 where ee 0 00 gz 1 00 R1 Tank RZ Rel rate R1 storedfraction R2 wher ooo PICAS ETAG storedfractio i a Fraction of water lost as it is discharged 0 00 storedfraction is equal to the tank stored fraction ie volume stored tank size Updete tanki The discharge loss fraction determines the amount fraction of the discharge that does not make the outlet In this case a zero means no loss and 1 means 100 loss Tank Cost Tab Volume Discharge TankCost The cost of the rainwater tank can be added based on capital repayment and maintenance in year and an Addition Cost to Supply On Off operational cost in kL Capital repayment and maintainance ida S year Operation Cost 0 5 S unit volume Update tank1 8 1 13 Setting Demands Demand Tab for Garden Demand see next For all uses except gardens Demand is set as an average volume per person per day This is usually assumed to not change throughout the year
305. u aE rN etis nt up pi 140 11 2 3 Alternative Run Information cece ccceccceecec eee ceeeeceeeese cesses eeseeeesseeeaeesseeesaeeeseeeesaeesaeess 141 ATW CUA ES EEMMEEMMRH E 141 11 232 OU Calibration ite E t 142 TEZ ero IRE jo fcio n RI eee 142 iu RG PAIS Mey CNN Emm 142 11 3 Area B and Area A Headers Hourly to SUMMALY ccccceececeeeeeeeeeeeeeaeeeseeeeseesesaeesaeeees 144 Tko T Ao Se SUITS EIS DUCI eea oceuet Unas conde rade ccc alee toa ee tU mde oe ceases eee na tue c US eee 144 11 3 2 Viewing the Results at other time Steps cccccecccseeceesceeseceeeeceueeseaeeceeeseueesseeseaeens 144 11 3 3 Viewing the Results in Summary seeesseessesseeeeeeee nennen nennen nnne nnne nna nnns 145 11 4 Area B Time Series Graphs uuu ccs pct on rtpc adest Puce HRIeR Een ROSE ED deae eta d then DoceoduancewenedenieGdeddaaedenvacaans 147 jur x Si OUI UU GOB ES sarae E cCr 147 jg X Time Series I ON Se cdes sess ctx i 147 du xcd T 147 11 4 1 3 Annual rainfall runoff relationship ccc cecccccceeeeeeeeceeeeeeeeeaeeeeseeeeseeeeseeeseeesaeeesaeeees 148 ILo Arba C Central CMOCM CY 2 149 11 6 Area A Remaining Headers
306. ue of the Diversion Fraction for a range of inflows expressed as mm depth over the upstream catchment for a range of input parameters A D where A the diversion fraction when flow is just greater than baseflow Variable Weir Flow Diversion Fraction DivFract DF1 B DF2 flow Btflow D B K 10 0 9 C the diversion fraction at high values of flow baseflow when converted to 0 8 DF 1 K 10 07 DF2 0 C 2 mm day E 06 DFELK 0 4 To DF2 0 C71 rr DF 0 K 10 D exponent C g o4 Bes 0 0 3 DF 05 K D The value of K shifts the curve 9 gp DF2 1C 1 Z horizontally The value of C alters the 0 1 slope 0 0 0 001 0 01 D 100 0 1 1 How mmiday 52 WaterCress User Manual Common Data Inputs 7 9 3 The Rate Tab This window sets the maximum flow rate that can be diverted The Variable Diversion Factors x example shows a rate of 5000 kL day If the diversion fraction has been set at 0 5 an inflow of 10 000 kL day will be divided equally Base Fraction Rate Constraints between diversion and mainstream If an inflow of 12 000 kL day P Max civersion sate 5000 00 w day occurs only 5000 kL will be diverted 7000 kL will continue in the Diversion rate reac from He mainstream Drato cabe atad by downctiesm rarage The maximum rate may be set to 1 A constant amount as shown or 2 An amount set by a time series file T
307. uld be perfectly acceptable up to the date shown on the message n V WERTLELESILP ICTU ca Data sequence ends adel rai near 2 1 1997 On occasions error messages may be displayed in which case the run has failed The likely errors are described in Section 16 0 Potential Errors Once run clicking the Close button on the program complete window will load the results from the completed run and display them onto the Output Screen or make then available for display The initial form of the results displayed will depend on the last selection made for the presentation of the results 140 WaterCress User Manual Output Results 11 2 3 Alternative Run Information Clicking this reveals 4 optional tabs as shown with the Quality Code option defaulted Quality Code Set Calibration Auto Calibration Muttiple Run Definition of Calibration Data Quality Code Adopt the following as Bad code 11 2 3 1 Quality Code The windows allow the model use to enter data quality codes codes that accompany listed data to signify the relative level of accuracy of the data in order to define poor quality ie Bad code data that may then be excluded from consideration when comparing model results with recorded data see Section 12 calibration It is common for each recorded data value in a continuous time series to be accompanied by a numerical number code which signifies its assessed quality ie accuracy and the confidence
308. urly data the format includes an hourly value appended to the day value and separated by a colon For example an hourly files looks like 11 01 3 2005 xxx xx 11 02 3 2005 zzz zz For sub hourly data the format also includes a minute value appended to the day and hour value and separated by a colon For example a 30 minute timestep file looks like summerrd 30min ML 11 01 00 3 2005 xxx xx 11 01 30 3 2005 zzz zz 11 02 00 3 2005 vvv vv Or calibrate 30min ML code 11 01 00 3 2005 xxx xx 1 11 01 30 3 2005 zzz zz 1 11 02 00 3 2005 vvv vv 99 166 Index A add drain path 31 water supply links 33 adding nodes 29 ALI 106 109 aquifer node cell structure and operation 87 demand 85 introduction 83 maximum discharge 85 maximum volume 84 minimum volume 84 recharge combinations 83 storage geometry 85 stream recharge 86 AWBM model 116 B background image 24 baseflow requirements set 51 basic model structure 4 C catchment characteristic set 102 catchments 9 changing units 20 channel node loss methods 96 routing functions 98 component menu 22 computer requirements 3 cost functions 74 cost parameters modify 40 create a new project 18 create wc files 152 D data entry 37 data preparation 12 delete node 30 demand distribution 46 demand inputs 45 demand node demand options 69 introduction 69 quality constraints 71 set water le
309. urther downstream Any node can have more than one drainage path directed to it however only one drainage path can normally be directed from any node except where separate colour classes of water are involved eg an urban node may have 4 separate colour coded drainage lines coming from it as above If two drainage paths of the same type can actually exist eg a reservoir with two spillways discharging to different downstream paths it will be necessary to use an additional weir node to split the flow just downstream of the single outflow point provided by the model For storage type nodes the downstream transmission of drainage often occurs as spill after any inflows have caused the level of the storage to exceed its full capacity Environmental flows may be discharged drained from storages at all times When a node exists at the furthest downstream location in the model it will spill or drain beyond the notional boundary of the model In this case a drainage path cannot be established However the water balance is calculated as though a drainage spill path exists Note While drainage links can be directed to any type of node including demand type nodes no demands can ever be supplied directly from the drainage link Supplies must ALWAYS be taken from a storage type node via a water supply path If a drainage link is made to a demand node the drainage input will be transmitted through the node unchanged If a drainage link is establ
310. ut and Program setup menu tabs on the top header bar and the drycreeksafety E time step selection window below echunga echunaah k Accept 5 3 Other Headers E ij WaterCress Version 2 May 7010 The functions of the other Headers on the Files To Project Layout Program setup Tools About Opening Screen are described below 5 3 1 To Project Layout Clicking on this will take you to the next WaterCress model screen where either you can create your new model or your selected existing model will be displayed You can perform the same actions by clicking on To Project Layout at the bottom RH corner of the screen 5 3 2 Program Setup t Bee Tools Help Two options are provided when selecting program setup Project Information ter Change Units Project Information ET Clicking on Project Information reveals a window for the selected Name of Project watercress project as displayed on the window to the right Exercise Examples 5 3 2 1 Project Information Program Ice Marm course The top four edit windows in the panel can be used to record and details to assist in referencing or recording deatils pertaining tothe Us o o o model deb cet rainfall gauge adel rai The four other edit windows can also be altered and these have Set Evaporation specific uses as follows Easting of central reference 7401 L Northing of central reference Cancel Accept Changes adel evp
311. ved area and 10 of pervious areas ie verges and small areas of unpaved land Table 4 2 shows a summary of the assumptions made A GIS was used to estimate the total of the impervious paved and roofed areas and pervious areas within the sub areas designated as housing Table 4 2 Impervious area assumed with respect to total residential area Lowdensity Mid density High density Impervious road Pervious road verge House roof area House Pavement Garden pervious Total Roof Total Pavement Total Pervious In addition to having an increased impervious fraction the denser developments are also often assumed to be connected more directly to the drainage system For example while the front part of the roof may be connected by drain to the road and hence the formal drainage system the back roof often discharges to the backyard and garden or to rainwater tanks Larger blocks with lower density clearly have more capacity to discharge water in this way It is therefore assumed that as block sizes reduce a lesser proportion of impervious runoff will be lost on site In this example it was assumed that the low density development had 50 of its roof connected to the stormwater system The medium density and higher density developments were assumed to have 60 connected 4 2 4 Industrial Commercial Areas The proportions of impervious and pervious areas within each of the sub areas classified as Industrial Commercial have been indivi
312. ven in Section 10 Results can be displayed as time series at the time step for which the model is run daily or hourly The same results are also displayed as totals over daily for hourly data monthly and annual periods for either calendar financial or water years Because of its large extent hourly data may be filtered so that only selected data is displayed as shown adjacent These outputs provide the record of performance of any one or group of components within the system The performance will usually be assessed by the designer on the basis of e The amount and reliability of water supplied over the period of record e Maximum and minimum flow rates storages etc e The quality of water supplied and e The average cost of operating the system components However the range of outputs enables the system designer to assess the performance in terms of such things as the size and frequency of flows storages and water levels for the maintenance of environments etc In addition there is provision to convert the outputs to a comma separated variable csv file for further assessment in 3rd party programs such as Excel 11 WaterCress User Manual Getting Prepared 4 GETTING PREPARED 4 1 Data Required Because the WaterCress model addresses all facets of water supply and demand within rural and urban water cycles the amount of data to be gathered can be large and may include some or all of the following data and or
313. via all its data entry icons and methods It can be used to check the correctness of data entries but only if you know the order of listing of the data It is not possible to alter data via this list If you wish to alter data it is necessary to re enter the correct data value via the header icon 39 WaterCress User Manual Common Data Inputs 7 3 Costs Clicking on this icon reveals a window where capital and operational costs can be entered for the node in question The format of each window will be tailored to the particular node While costs may be entered the calculations have received very Treatment Costing little checking to date Ultimately the costs will be able to be input in two forms V or Use the following inputs for Node i 0 0 Direct entry of estimates of the required annual repayment of Annual repayment of captel Maintenance 10 00 Operation 0 000 capital the maintenance per year and the operation cost per ner FML unit volume of water stored or passing etc Indirect entry via a cost file This is currently under development This will allow the costs to be related to changes een eel in operation scale for example in optimisation runs Cost are tracked through the system from upstream to downstream following the flow paths but the costs are trapped in storages even if they spill The build up of cost in the stores is then passed on to the demands drawing water from th
314. viously made simply reclick onto the node in question and then click the ticked box to turn it off Click accept next component and the selection will disappear from the list The order that the selection is made in the RH list is the same order as which the results will appear in the output listing on the Results Screen Occasionally it is useful to have outputs which need to be compared to each other next to or near to each other Thus arranging or changing the order in which the selections appear in the RH listing is desirable The position that any selection appears in the RH list can be ordered by highlighting the number of the selection in the list just above the point where you wish your next selection to be placed Your new selection will then appear just below this number and above the one below Thus to change the order of an existing list all you have to do is to re click on the node of the selection that you wish to move tick it off from the existing list highlight the new position that you wish it to take and then tick it back on You may have to revisit several nodes in making your changes Remenber to click accept next component to save your new ordered selection 10 3 3 Identification Definition of options provided The selections that appear when you left click a node will vary depending on the type of node The following is a description of the options that may be made available The abreviated name is the name that will
315. voir It has a volume area relationship a maximum volume and has the capability of supplying a demand node However the node differs from a reservoir in that it operates as a treatment node by decreasing the quality code number as the retention time increases To do this the wetland storage is divided into 10 compartments and water volumes and quality are tracked between them with mixing and diffusion taking place and the age of the water in the compartments also being tracked The quality improvement achieved by the time the water reaches the 10th compartment from where it is assumed that any supply is taken determines the amount and timing of the supply out Most input parameters are identical to onstream reservoirs Those special parameters are detailed below Selecting a wetland component raises the following icon options 3 The node uses similar parameters and functions for storage These are defined in Section 7 2 4 8 13 3 Demand Setup All of the node types use similar parameters and functions for demand These are defined in section 7 2 5 8 13 4 Storage Geometry Setup The on stream and offstream dam both use the same volume area options These are defined in section 7 2 6 The wetland is usually assumed to be shallow with maximum depth of the order of only 1 to 2m The surface area is therefore large in relation to the volume stored and evaporation losses may be proportinally higher than for deeper reservoirs 8 13 5
316. vra rebate atas a er oe teu Mee Use i oe re e ME ee 25 oPoFoM 616 1g 74 NER ee 25 6 3 4 AC TIO Node INU OU pester casein esai ean cts ters o orn selene EEEN 25 6 5 5 Ralniall and evaporator TNC ois ce aoa siae aoo stan ie eE ENAR RA EKNER 25 WaterCress User Manual oO 9D Irs 1 1 0 0 EDS Lc esci tutunniamRdte an MUN bM EM MM MM DE dEL LU MEE 25 6 6 Area F Header Bar Functions ccccccccssccceseecsceceueecaeeecseeceucesaueesgecaeeesueeseusessaeeeseeeseusenss 25 6 6 1 File Export Import Manager ccccscccscecssceeseeceueeceueecaseeceueessueesaeeceueeseeseueessugeesseesseeeees 26 o D 2 Dad VAN ANON sucesos daidispdukedes haies E E E E intera Sderk ed St 27 6 6 2 1 Tab 1 Increase Farm Dam SIZGC cccccccssccceseeceeeceueeceueeceeecaueeceeesaeeeceeseaeessaeessaeeseas 27 6 6 2 2 Tab 2 Increasing dam USC icine iewiced occisnescccwalans cde decuesseemcsdancaemnncunensisclacmcaacasewenhoduecebocesinencas 27 6 6 2 3 Tab 3 Forestry runoff CStiMation cccccccccceececeeeceeeeseeeeseeeeseeeeseeeeseeeeeeeeaeeesaneeseneetaes 28 oo DBI ay 0 0 gem 28 6 7 Establishing a Water System Layout cee cccccceeec ee eeee cece cece eeeeeeesseeeseaeeseesaeeeseneeseeesaeeess 29 NA MP Adding NOG CS MNT m 29 o 2 loi 016 a NOQG NCC RERO 30 NER BIS niei a NOG PERRO 30 6 8 Linking Nodes Drainage Paths eseesssessessssssseseeeeee nennen nnne nnne
317. wet up There are 5 input parameters required which are e Base Loss Recharge to ground e Recharge Fraction e Wetness reducing fraction e Storage draining factor k e Minimum daily loss Recharge to ground Base recharge BR occurs while stream flow exists to support it If the other parameters in the method are set to zero then a constant amount of the flow will be lost The rate provided is in volume units per day In sub daily models the appropriate fraction of this value is assumed Recharge fraction RF is the value to simulate increased recharge that may occur if flow increases The parameter is a fraction between 0 and 1 usually very close to zero which when multiplied by the flow gives an additional amount in volume units lost to flow Wetness reducing fraction WF The wetness reduction fraction WF is the factor to reduce the entry of the recharge amounts calculated via BR and RF according to the cumulated status of the local water table and represented by a wetness storage operated as part of the model Storage draining factor k The factor governing the rate of draining of the wetness storage K Minimum daily recharge k This parameter allows a minimum rate of loss to occur even during the wettest periods In this case the influence of WF and K can only reduce the base recharge down to this value Formulae for Operation of Reducing Loss Method If Q t is the flow rate for the day and WS t 1 is t
318. window only Option 73 HOUSE Bath Internal Supply IntBath this is the total of the supply provided from internal onsite water sources inside the House node in attempting to satisfying the demands within the node entered via the Bath demand window only URBAN Garden External Supply IntGard this is the total of the supply provided from internal onsite water sources inside the Urban node in attempting to satisfying the demands within the node entered via the Garden demand window only Option 74 HOUSE Wash Internal Supply IntWash this is the total of the supply provided from internal onsite water sources inside the House node in attempting to satisfying the demands within the node entered via the Washing demand window only URBAN Industry Internal Supply Int Ind this is the total of the supply provided from internal onsite water sources inside the Urban node in attempting to satisfying the demands within the node entered via the Industry demand window only Option 75 HOUSE Toilet Internal Supply IntToilt this is the total of the supply provided from internal onsite water sources inside the House node in attempting to satisfying the demands within the node entered via the Toilet demand window only Option 76 HOUSE Garden Internal Supply IntGard this is the total of the supply provided from internal onsite water sources inside the House node in attempting to satisfying the d
319. window will remain where you last placed it It is best to place it in a location where it not going to interefere with building your project In most situations you will only want to move the node a small distance However if the layout area becomes very congested it is possible to drag the whole layout area plus all the nodes already located on it in any direction and by any amount Thus system layouts may extend beyond the edges of the visible window Note If you right click on a node and drag the node moves If you right click off a node and drag the entire spatial extent of the project moves 6 7 3 Deleting a Node To delete a node right click on the node in question As before the data entry window will appear Click on the Delete Node button situated on the bottom LH corner of the window However note that the delete button will be deactivated if the Lock the Layout checkbox is checked on This is located in the lower Area D window of the screen Therefore ensure this is checked off if you wish to continue When clicked an are you sure window appears Accepting the delete Are you sure you wish is permanent Warning this has no undo method Deleting a node ta delete this node removes any attached water supply links or drains and changes the s numbering of some components Note the numbering system of wow YES dot remaining nodes with a higher number than the node deleted will be reduced by 1 after this operation N
320. within a storage and the water surface area at that volume is required for calculation of evaporation losses from the storage There are three options enabling the user to define the mn L n n A m ao E L a wy E n ea volume area relationship which when defined is shown on E the upper window as a graph The first two options are mathematical expressions and 4 B r 8 8 10 these can be selected via the radio buttons as Function 0 701 7 ban volume ML or Function 1 at the top of the lower half of the screen roc NEESEENINI The Functions can be viewed by clicking on the Functions a RINT tab in the centre just below the radio buttons as shown below maree Ea Evie j VWol Area Faccors Funcetinnz Fewa File wbkArea Factors Functions Fewa File Factord n 08991 Factor4 f Function type 0 E Factor2 n B8 Factors if volume FB Areas F3 F1 x vol Factor3 0 Factor f iffvolume gt FE Areas F3xFB FixiVol FE Apply Changes Function type 1 j Area Fi F Vol F vol F5 x val Apply Changes These relationships may use up to 6 parameters input as Factors 1 through 6 The mathematical functions assuming V Volume and A surface area are Function Type 0 If V lt F6 then A F3 F1x V If V gt F6 then A F3 F1x F6 FAx V F6 Notes 1 Note if F6 is set equal to zero the second part of the equation is not used 2 F3 is a flat area at the base of the storage whe
321. y The flow is incorporated into the drainage system of the model Typically this file may contain the flow in units of volume per time step as either e A flow record from a gauging station e A flow record created by a previous WaterCress or other model e A flow generated to contain a flood or drought sequence of calculated probability On clicking the node the window at RH appears The file name is entered in the File data entry window The file must be located in the project folder or else a path shown for its c b Gesn Easting ra0600 Northing 5343422 Elevation 100 The data must be in the standard flow format see section X Fie mne The multiplier is used to factor the file information For D m Zone 0 example the flow may be derived from a gauging station on Delete Node Accept changes a catchment with a different upstream area The multiplier can modify the record to represent the flow from the text flow catchment area A value of 1 0 is the default and ensures the flow entered the file data The openning window contains two header data entry icons c bal 8 7 2 File Input Entry Clicking on the layout icon b l opens the window Alternate Flow Salinity Input l adjacent There are 5 options for entering the data via the Water generated with assumed Qcode o file v Both flow and salinity read from the file Both flow and salinity read will mean that the program OR Flow salinity and Ca
322. y clicking the Es eco oooo required month box A 1 indicates that diversion occurs a 0 means EFE Aisle a He IPGTURS DNUS dd no diversion will occur in this month d M AME cci Size of pumping sump nn HL Diversion depends on the flow passing the diversion point and this may be enhanced by a small instream storage which carries over flow from previous days When a volume is set for the pumping sump the Appty Changes component will e Divert the requested volume of water if possible e Any additional daily flow will remain in the pumping pool e If noorlimited flow the following day s the pool will supplement the diversion until empty 7 10 Calibration JE See Section 12 59 WaterCress User Manual Common Data Inputs 7 11 Treatment CA C This icon appears only in the Treatment and Wetland nodes and is different for each See Section 8 for the description for each node 7 12 Differences between Surface Storage Types The model offers a selection of 5 different types of surface water storage The relevant parts of Table 7 1 1 are reproduced below Each of the storages is described in Section 8 It can be seen that most of the operations are similar The major exceptions are marked in Bold type as Y or N however some minor difference are not shown this way The notes below offer a quick reference to identify the different operations offered by the stores L Reservoir Y Y Y Y
323. y timestep Central tendency and sare samples f2 Second Data Set Frequency Estimates T 10209505462 Standard Deviation f 16009055270 Comparison statistics of the output data can be made Coeff Variation Cv 2 815210868573 by clicking the central tendency and variability button Coett Skewness o sascea1 3705 46188356151 461 983561 51 u For the columns identified in the blue and red traces eua 0 853630 standard Error of Estimate 2 20423028 of the graph summary statistics and comparison Coeff of Efficiency s8831 Percentage volume Difference 15 538297 statistics are calculated Variation of CVV fo tee ae ak Close window ML When monthly or annual is selected statistics are completed over the total period of record requested For daily statistics are completed over the total daily record requested This statistical output is often used to calibrate a rainfall runoff model hence a range of comparison statistics are also provided comparing the first data set to the second These access how the first data set is related to the second providing the e R e Coefficient of Efficiency e Coefficient of Variation e Standard Error of Estimate e Percentage Volume Difference The statistics are calculated when the Central tendency and Variability button lower LH corner of the screen is pressed and three windows two are graphical are displayed 160 WaterCress User Manual File Location amp Format

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