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ET, Peak Time Error (h)108642(a) Tahlequah, CalibrationOption 1 (Point + Unif)Option 2 (Point Only)ET, Peak Time Error (h)108642(b) Tahlequah, Validation01 2 3 4 5 601 2 3 4 5 6tel-00392240, version 1 - 5 Jun 2009ET, Peak Time Error (h)ET, Peak Time Error (h)1086420108642(c) Siloam Springs, Calibration1 2 3 4 5 6(e) Kansas, CalibrationET, Peak Time Error (h)ET, Peak Time Error (h)1086420108642(d) Siloam Springs, Validation(11.6)1 2 3 4 5 6(f) Kansas, Validation01 2 3 4 5 6Number of tributaries01 2 3 4 5 6Number of tributariesFig. 8. Mean peak time error (E T ) averaged over the two sub-periods in calibrationand validation mode at the Tahlequah (downstream end of the reach), SiloamSprings (interior of the reach) and Kansas (tributary) stations with an increasingnumber of tributaries modelled individually. The mean peak time error was calculatedon the 15 events listed in Table 1. The criteria were not calculated at theKansas station for the configuration having only one tributary (see section 4).40
(a) Option 1 (Point+Unif. Distr. Inflows)(b) Option 2 (Point Inflows only)S (mm)350275P1P2350275P1P2200200−0.0(c)−0.0(d)IGF (mm)−0.6−0.6−1.2−1.2120(e)120(f)R (mm)80804040tel-00392240, version 1 - 5 Jun 2009D (m2/s) C (m/s) TB (h)15800.850.780.70500025000(g)(i)(k)1 2 3 4 5 615800.850.780.70500025000(h)(j)(l)1 2 3 4 5 6Number of tributariesNumber of tributariesFig. 9. The parameters of the combined model obtained after a calibration on thetwo sub-periods P1 (1995-10-01 to 2002-09-30) and P2 (2001-10-01 to 2006-09-30)with varying levels of lateral inflow discretisation and two options in lateral injectiontypes. The first four parameters are those of the GR4J lumped RR model (S, IGF ,R and T B) and the last two are those of the linearised diffusive wave model (C andD).41
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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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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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Page 329 and 330: 520circles and squares indicate the
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Page 333 and 334: 620Das, T., Bárdossy, A., Zehe, E.
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Page 351 and 352: WATER RESOURCES RESEARCH, VOL. ???,
Page 353 and 354: LERAT ET AL.: VALUE OF UPSTREAM FLO
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