Precipitation-Runoff and Streamflow-Routing Models for the ...

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3,0002,500June 21–30, 1993September 21–22, 1993Discharge = 13,600 cubic feet per second2,000Error bandGAIN OR LOSS, IN CUBIC FEET PER SECOND1,5001,0005000-500-1,000-1,500EUGENEMcKenzie RiverCORVALLISALBANYSantiam RiverDischarge = 10,700 cubic feet per secondSALEMMolalla RiverWEST LINN-2,0003,0002,500August 17–28, 1992Error band2,000GAIN OR LOSS, IN CUBIC FEET PER SECOND1,5001,0005000-500-1,000-1,500EUGENEMcKenzie RiverCORVALLISALBANYDischarge = 5,730 cubic feet per secondSantiam RiverSALEMMolalla RiverWEST LINN-2,000200 18016014012010080604020WILLAMETTE RIVER MILEFigure 14. Ground-water gains from and losses to the Willamette River from Eugene to Willamette Falls, Oregon.36
and all of the tributary and diversion hydrographs atintermediate points in the network are required. Inapplication, upstream boundary hydrographs also usuallywere obtained from existing stream-gagingstationdata, but occasionally the hydrograph was simulatedwith PRMS. Major tributary hydrographs werealso usually obtained from stream-gaging-station data,but minor tributary hydrographs were typically PRMSsimulations of those basins. Diversion hydrographswere estimated from available water-use records.For this study, 11 of the 21 major streamflowroutingnetworks in the Willamette River Basin weremodeled with DAFLOW and the results evaluated.This section explains network construction, identifiessources for input hydrographs, and describes individualnetwork results. Statistical analyses of the resultswere used to verify the adequacy of the streamflowroutingmodels and to identify the improvement in theaccuracy of streamflow prediction when flow routingof observed streamflow data is used in concert withprecipitation-runoff simulation (table 12). A calibrationphase was necessary in modeling to adjust onlythe overall rainfall in each network to match theobserved downstream flow volume.The coefficients of determination were greaterand absolute errors smaller with a decrease in the totalbasin area simulated by precipitation-runoff modeling(table 12). When all basin runoff can be accounted forin the network-routing model by measured flowinputs, then the overall accuracy of the simulated flowis a function of the measured flow accuracy and therouting calibration (about + 5 percent). When all basinrunoff is simulated by using precipitation and temperaturedata, then the overall accuracy of the networkroutingmodel is a function of the accuracy of the precipitationgages, their relation to basin precipitation,and the calibration of the other components of the precipitation-runoffmodels (about + 40 percent).Computer modeling details can be found in theappendixes and the following sections. Appendix 5lists input data for the PRMS model used to simulatehydrographs for subbasins (tributary inflows) of theMolalla River Basin. Appendix 6 lists the DAFLOWinput files for all 11 networks that were modeled.Appendix 8 lists the steps required to set up theHRU’s required for PRMS modeling in a basin.Appendix 9 lists the steps required to set up theDAFLOW model. Appendix 11 contains a listing ofall PRMS and DAFLOW files and a data directory,which includes input data files for other calibrationbasins. The calibration basins are shown in table 11.For the 11 networks modeled, simulateddischargehydrographs can be obtained at any DAFLOWmodel grid point for the time period1972–78 by running DAFLOW with input files that havebeen created (Appendix 1 or Appendix 6). For otherperiods of interest, input data would first haveto be imported to the Willamette water-data management(WDM) file, simulated hydrographs would be createdwith the PRMS model, and DAFLOW would be runby using the newly created hydrographs. If the steps inAppendixes 7, 8, and 9 are followed, the process is relativelysimple. Ten networks on Willamette River tributariesremain to be constructed if the entire WillametteRiver Basin is to be modeled (fig. 5). All pertinent dataexist for the construction of these networks, such as theparameters needed in tributary runoff modeling, butPRMS connections and DAFLOW input files still mustbe created. The models currently have the capability toestimate daily discharges at approximately 500 locationsin the Willamette River Basin. In addition, simulatedhydrographs of the separate flows from surface runoff(snowmelt and rain), subsurface flow, and ground watercan be obtained for each HRU class within the subbasin.Because HRU’s are not necessarily contiguous polygons,flow separation for an HRU does not necessarilypertain to a specific geographic location within the subbasinbut rather for a specific HRU class. Subbasins canhave from 1 to 10 HRU classes.Tributary NetworksSeven tributary networks were modeled (fig. 5).For DAFLOW modeling, river segments were dividedinto several branches and connected to one another.Each branch had several grid points that permittedhydrographic input or output. A starting hydrographfrom observed streamflow data was usually the input atgrid 1 of branch 1. By merging PRMS outputs for subbasinsthat contained one or more HRU’s, tributaryinflow hydrographs were simulated at downstream gridand branch locations. Additional hydrographs fromobserved streamflow data and observed diversions wereinput to corresponding downstream grid and branchlocations where available. The input files for the followingnetworks can be found in Appendix 7.Johnson CreekJohnson Creek is located in the Portland Basin(fig. 5). The mapped and schematized Johnson Creek37
Page 1: Precipitation-Runoff and Streamflow
Page 4 and 5: U.S. DEPARTMENT OF THE INTERIORBRUC
Page 6 and 7: Determining Travel Time and Dilutio
Page 8 and 9: 2. Stream-gaging stations used to c
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Page 12 and 13: network-routing models where availa
Page 14 and 15: made on the main stem at base-flow
Page 16 and 17: Figure 1. Willamette River Basin, O
Page 18 and 19: EvapotranspirationINPUTSAirtemperat
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Page 24 and 25: Figure 4. Mean annual precipitation
Page 26 and 27: Major Land Use MapHydrologic Soil G
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Page 34 and 35: Table 8. Selected monthly basinwide
Page 36 and 37: Figure 9. Location of Precipitation
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Page 56 and 57: YamhillRiver123˚45´ 30´ 15´123
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Page 72 and 73: 20DYE CONCENTRATION, IN MICROGRAMS
Page 74 and 75: ARC-INFO and Geographic Information
Page 76 and 77: WILL.WDMData-base file(Observed pre
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APPENDIX 1. STREAM GEOMETRY FOR MAI
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APPENDIX 2. ARC MACRO LANGUAGE (AML
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APPENDIX 3. DEFINITIONS OF PARAMETE
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APPENDIX 4. MEASUREMENTS USED TO DE
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APPENDIX 5. EXAMPLE PRECIPITATION-R
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APPENDIX 6. DIFFUSION ANALOGY FLOW
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APPENDIX 7. PROGRAMMING STEPS TO IN
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150Climatemaxtempmintempprecipitati
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APPENDIX 10. DIRECTORY TREE AND DES
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APPENDIX 11. DIRECTORY TREES AND DE
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APPENDIX 11. DIRECTORY TREES AND DE
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APPENDIX 12. DIRECTORY FOR will.wdm
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APPENDIX 13. PROGRAMMING STEPS FOR
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APPENDIX 14. INPUT FILES FOR BRANCH
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