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X - 40LERAT ET AL.: VALUE OF UPSTREAM FLOW MEASUREMENTSQ(m3/s)5045403530252015105Simulation with the Benchmark model (verification mode)TOTAL, Meas.TOTAL, Calc.RR(P INT ,PE INT )^ROUT(Q UP )000−10−25 00−11−14 00−12−04Q(m3/s)86420−2−4Difference between Bench and UP.Sim simulationsDifference on TOTALDifference on RR(PINT,PEINT)^Difference on ROUT(Q UP )−600−10−23 00−11−12 00−12−02tel-00392240, version 1 - 5 Jun 2009Q(m3/s)5045403530252015105Simulation with the UP.Sim model (verification mode)TOTAL, Meas.TOTAL, Calc.RR(P INT ,PE INT )^ROUT(Q UP )000−10−25 00−11−14 00−12−04Figure 9.Vienne Riverat EymoutiersVienne Riverat PeyrelevadeSimulations of the November 2000 flood on the Vienne river (tributary of theLoire river) between Peyrelevade (59 km 2 ) and Eymoutiers (369 km 2 ) with the benchmark andthe UP-Sim models. Both simulations on the downstream point TOTAL are broken down asper equations 1 and 3: RR(P INT , P E INT ) represents the runoff calculated by the rainfall-runoffcomponent applied on the INT intermediate area, ROUT ( ˆQ UP ) represents the routed calculatedupstream flow.This flow is calculated by the rainfall-runoff component applied on the UPsubcatchment. The sum of both contributions makes the simulation on TOTAL point.D R A F T July 24, 2008, 3:43pm D R A F T
tel-00392240, version 1 - 5 Jun 2009
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Université Pierre et Marie CurieEc
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3Remerciementstel-00392240, version
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Table des matièresIntroduction gé
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TABLE DES MATIÈRES 7tel-00392240,
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TABLE DES MATIÈRES 9FGParamètres
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tel-00392240, version 1 - 5 Jun 200
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Introduction générale 13Contextet
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Introduction générale 15Probléma
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Introduction générale 17Crue de d
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Première partietel-00392240, versi
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Chapitre 1Apports latéraux dans le
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Chapitre 1. Apports latéraux dans
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Chapitre 2Présentation de l’éch
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Chapitre 2. Présentation de l’é
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Chapitre 3Choix des modèles hydrol
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Chapitre 3. Choix des modèles hydr
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Chapitre 4Stratégie de calage et d
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Chapitre 4. Stratégie de calage et
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Deuxième partietel-00392240, versi
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Chapitre 5Jusqu’où est-il néces
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Chapitre 5. Jusqu’où est-il néc
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Chapitre 6Sensibilité d’un modè
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Chapitre 6. Sensibilité d’un mod
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Chapitre 7Simplifications de la str
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Chapitre 7. Simplifications de la s
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Conclusion générale 177Dans le ca
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Conclusion générale 179Quel est l
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BibliographieAbbott, M. et Refsgaar
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BIBLIOGRAPHIE 183Brutsaert, W. (200
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BIBLIOGRAPHIE 185Jakeman, A. et Hor
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BIBLIOGRAPHIE 187MEEDDAT (2008). Ba
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BIBLIOGRAPHIE 189Oudin, L., Andréa
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BIBLIOGRAPHIE 191Shamseldin, A., O
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Annexe ATable de correspondance ent
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Annexe A. Table de correspondance e
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Annexe BCaractéristiques et cartes
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Annexe B. Caractéristiques et cart
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Légende des cartes8 kmMaillage SAF
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Annexe CLes débits négatifs dans
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Annexe C. Les débits négatifs dan
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Annexe DApproximation de la courbe
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Annexe D. Approximation de la courb
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Annexe EAlgorithmique et codes C de
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Annexe E. Algorithmique et codes C
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Annexe Ftel-00392240, version 1 - 5
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Annexe F. Paramètres et critères
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Annexe F. Paramètres et critères
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Annexe GParamètres et critères de
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Annexe G. Paramètres et critères
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Annexe G. Paramètres et critères
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Annexe Htel-00392240, version 1 - 5
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Towards robust methods to couple lu
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5forecasting (Smith et al., 2009, t
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tion for a hydraulic model.These tw
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Apart from these few examples, the
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150nel (see Figure 1.d).All the dat
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tributed. Accordingly, the differen
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4.2 Lumped Rainfall-Runoff Model245
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∫ tO(t) = Ψ(t)+0with: Ψ(t) = L[
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model. The main advantage of this p
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that the robustness of the method c
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425no. 2, 7 and 11, see Table 1). O
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performance between low (one tribut
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520circles and squares indicate the
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combination of uniformly distribute
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620Das, T., Bárdossy, A., Zehe, E.
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model for streamflow simulation. J.
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(a) (b)Flint Creek nearKansasIllino
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