Hydrology and Hydraulic - JICA

IV. Hydrology and Hydraulics

1

4. Establish of Flood Inundation Simulation Model

Hydrology and Hydraulic

1. Generality of Runoff Analysis and Flow Rooting2. Introduction of Models at Another Country

3. Characteristic of Rainfall

5. Hydraulic Study by Using Calibrated Model

1.General of Runoff Analysis and Flow Routing

Precipitation Water LevelDischarge

Runoff Analysis

Geology

Type of SoilLand Use

Topography

Calibration

Flow Routing

adjust

not a

djus

t

Model Completed

Use for Watershed Management

Result (Hydrograph)

Observation RecordConditions


2

1.1 Runoff Method

• Germany:　Rational Formula• America :　Unit Hydrograph Method (1932)• Japan :　Storage Function Method (1955)

Rainfall → Discharge

•US SCS

Others

•Kinematic Wave

•Quasi-linear Storage

Runoff Method

Unit Hydrograph Type

Storage Type

•Tank Model

•Modified RRF•Storage Function

•FSR　

•US SCS

Rational Formula

•FEH•Nakayasu

(Linear) (Non-Linear)

AtrtQ ein ⋅= )(6.3

1)(

)(tSl )(tQl

)()( ll TtQtQ −=

Stor

age

Tank

)(tre

)(tSl

)(tQl

)(tQin

A

: Mean Excess Rainfall (mm/hr): Storage amount (m3/s hr): Runoff from Storage Tank (m3/s)

: Catchment Area of Sub-Basin (km2): Exchange re to discharge (m3/s)

1.2 Storage Function Method

Pll QkS ⋅= k,p : coefficient

Equation of Continuity

Equation of Motion

linl QQ

dtdS

−=

Sl

Ql

Pll QkS ⋅=


3

5 10 15

30

10

20

40

t

r

10

30

20

r40

105 t15

10

30

20

r40

105 t15

10

5 10

30

20

40

r

t15

t105 15 5 10

40

20

10

30

r40

20

10

30

r

t15

1.3 CONCEPTION DES PLUIES EXCESSIVES PAR METHODE D’ECOULEMENT

Modèle citèrneFonction stockage

Perte initiale

Excès de précipitations

Nakayasu

US SCS Marée kinematique

Marée kinematiqueType d’hydrograph unitaire

Type stockage

1.4 Conception of SCS Method• SCS（NRCS） developed• Curve Number is express

Runoff Characteristic• Curve Number is decided

from soil, land use, antecedent precipitation.

• SCS Unit Hydrograph Method is used for direct runoff

Land use

Antecedent Rainfall

Soil condition

Curve Number


4

Ia:initial abstraction

Pe:rainfall excess

F:continuing abstraction

p:total rainfall

1.5 Conception of Excess Rainfall

COVER DISCRIPTION

A B C D(a) Residential Average lot size 1/8 acre or less 65 77 85 90 92 1/4 acre 38 61 75 83 87 1/3 acre 30 57 72 81 86 1/2 acre 25 54 70 80 85 1 acre 20 51 68 79 84

(b) Paved Parking Lots, Driveways, etc.98 98 98 98

(c)Streets and Roads Paved with curbs and storm sewers 98 98 98 98 Gravel 76 85 89 91 Dirt 72 82 87 89

(d) Commercial/Business Ares(85%Impervious)89 92 94 95

(e) Industrial Districts(72%Impervious)81 88 91 93

(f) Open spaces,Lawns,Parks,Golf Courses,Cemeteries etc

Good condition :grass cover on > 75% of area 39 61 74 80 Fair condition:grass cover on 50 to 75% of area 49 69 79 84 Poor condition:grass cover < 50 of area 68 79 86 89

CN forHydrologic Soil

GroupsCover type andHydrologic Condition

AveragePercent

Impervious

1.6 Standard CN

Number


5

1.7 Difference of runoff by Curve Number

Cumulative rainfall P in mm

Cum

ulative direct runoff Pe in mm

CN=10090

807060

50

4030

SIa 2.0=

4.25101000

SCN+

=

a

e

IPP

SF

−=

P: Precipitation　Ia: Initial Loss[mm]F: Infiltration[mm]Pe:Excess Rainfall [mm]　S: Saturation [mm]CN:Curve Number

1.8 Flow RoutingHydrograph (Upstream) → Hydrograph (Downstream)

Muskingum Method (River Routing)

Runge-Kutta Method (Level Pool Routing)

Lumped Flow Routing (Hydrological Flow Routing)

Distributed Flow Routing (Hydrodynamic Flow Routing)

Dynamic Wave Method

01=−−

∂∂

+∂∂

+∂∂

fo SSxt

tv

gv

tv

g

Diffusion Analog Method

0=−−∂∂

fo SSxt

Kinematic Wave Method

0=−− fo SS

Storage Method River Type ( River Routing)


6

2. Introduction of Hydraulic Model at Another Country

Chaophraya River Basin in Thailand

Tone River Basin in Japan

2.1 Tone River Basin

Extension of Rivers : 322km Catchment Area : 16,840 km2

Population : 11,630,000


7

Storage Function Method

Kinematic Wave (Use Storage Equation)

Runoff Model

Flow Routing

2.2 Model of Tone River Basin

Runoff Model

Flow Routing Model

Ｓｏｕｒｃｅ：Mekhong Region Development Network

2.3 Kingdum of Thailand


8

Gulf of Thailand

Suphan R.

p asa

k R .

Yom

R.

Andaman Sea

Irrigable AreaBasin BoundaryObjective Areafor FloodMitigation

Legend

Lower DeltaBangkok

Catchment Area

163,000 km2Number of Rainfall

Gauging Station605

River CharacteristicExtension 700 km Width 500mFlow Capacity 3000m3

2.4Chaophraya River Basin

2.5 Flood Inundation Analysis (R. Chaophraya)

-1.0-0.50.00.51.01.52.0

Jul. Aug. Sep. Oct. Nov. Dec. Jan.Wat

er L

evel

(MSN

)

Month

NAM Model (Tank Model)

Hydrodynamic Model (Dynamic Wave Method)

Software

Runoff Model

Flow Routing

MIKE11 (DHI)

100km


9

2.6 1995 Flood in Chaophraya River Basin

2.7 Flood Inundation Map (Historical Approach)

T=2years

T=3years

LOWER DELTA

HIGHER DELTA

T=6years NAKHON SAWAN AREA

UPPER CENTRAL PLAIN

T=3years

T=6years

T=35years

LOWER DELTA

HIGHER DELTA

T=35years NAKHON SAWAN AREA

UPPER CENTRAL PLAIN

T=15yearsT=2years

UPPER CENTRAL PLAIN

NAKHON SAWAN AREAT=3years

HIGHER DELTA

LOWER DELTA

T=6years

T=20years

1983 1995 1996

Note: i) The return period(T) was estimated for the inundation volume.ii) Urban areas to be protected by future ring dikes were excluded from the flood mapping.

WaterDepth(m)0 - 0.20.2 - 0.50.5 - 11 - 1.51.5 - 22 - 2.52.5 - 33 - 3.5> 3.5

Ring Dike4areaLEGEND

50 0 50 Kilometers

N

EW

S


10

2.8 Flood Potential Map (Hydrological-Hydraulic Approach)

50 0 50 Kilometers

Flood PotentialLowMiddleH igh

Major RiversU rban DikeLEGE ND

N

EW

S

Flood Potential Map

3. Characteristics of Rainfall- for modeling of Study Area -


11

Tahannaout

MARRAKECH

Poste Climatique(Eaux et Forets)

Limite du BassinRoute

Ville / VillageBarrage

O. N'Fis

Iguir N'kouris

AmizmizWirgane

Lalla Takerkoust

Chichaoua

LegendeOued

Safi

Tiguemmi-n-Oumzil

O. Ourika

Setti Fatma

Imlil

Mt. Toubkal

O. Rheraya

Asni

Et-Tnine

Ouarzazat

Princip

al

Ait Ourir

O. Issyl

Canal IO. TensiftCasablanca

Sidi-Rahhal

de rocade

Tighedouiine

Taferiat

O. R'dat

Beni-M

ellal

Station Pluviometrique(DRHT)

Station Pluviometrique etJaugeage de hauteurs d'eau(DRHT)

Aghbalou

Imin El Hman

100 5 15 20 kmEchelle

Poste Climatique(Ministere de l'Interieur)

CHAINE D

E L'ATLAS

Zerkten

O. Zat

O. Issyl

3.1 Availability of Hydrological Data

Latitude Longitude1 Sidi Rahal DRHT 31゜ 38.34 7゜ 28.52' 1963/10/3 690 1967-19992 Azrif WAF 31゜ 32' 7゜ 16' 01/01/51 1760 1951-19973 Taddart WAF 31゜ 21' 7゜ 25' 01/01/35 1650 1936-19974 Toufliht WAF 31゜ 28' 7゜ 26' 01/12/38 1465 1970-19975 Taferiat DRHT 31゜ 32.80 7゜ 35.99' 1962/2/9 760 1980-19996 Asloune WAF 31゜ 24' 7゜ 32' 01/01/38 1115 1937-19977 Aghbalau DRHT 31゜ 19.02 7゜ 44.75' 1969/4/4 1070 1969-19998 Agouns DRHT 31゜ 11.98 7゜ 48.17' 1996/6/26 2200 1996-19999 Tazzitount DRHT 31゜ 16.44 7゜ 41.30' 1999/2/21 1270 1999

10 Tourcht DRHT 31.14.08 7.37.91 1997/12/4 1650 1970-199711 Amenzal DRHT 31゜ 11.28 7゜ 45.02' 1997/4/10 2230 1997-199912 Tiourdiou DRHT 31゜ 12.02 7゜ 44.78' 1996/6/20 1850 1996-199913 Tahanaout DRHT 31゜ 17.66 7゜ 57.85' 1962/3/8 925 1962-199914 Armed DRHT 31゜ 07' 7゜ 55' 1999/2/12 1950 199915 Ifghane WAF 31゜ 14' 7゜ 55' 01/09/73 1920 1977-199916 Asni MOF 31゜ 15' 8゜ 00' 01/01/37 1200 1937-199717 Imin El HammamDRHT 31゜ 12.87 8゜ 06.72' 1966/7/1 770 1969-199918 Iguir N'kouris DRHT 31゜ 03.54 8゜ 08.38' 1974/3/20 1100 1974-199919 Arhbar WAF 30゜ 52' 8゜ 24' 01/04/37 1900 1938-199720 Idni WAF 30゜ 55' 8゜ 17' 24/04/53 1700 1953-199721 Ijoukak WAF 31゜ 01' 8゜ 09' 01/02/42 1440 1941-199722 Ourigane WAF 31゜ 09' 8゜ 07' 02/27/89 1045 1989-199823 Talat Nos WAF 31゜ 03' 8゜ 08' 01/04/37 1300 1937-199724 B.L.Takerkoust DRHT 31゜ 21.47 8゜ 08.38' 1962 630 1953-199925 Agaiouar WAF 31゜ 17' 7゜ 49' 04/25/89 1805 1930-199726 Dar Ouriki WAF 31゜ 22' 7゜ 47' 01/06/37 800 1937-199727 Tizi Ghourane WAF 31゜ 13' 8゜ 14' 01/01/36 1150 1970-199728 Amizmiz WAF 31゜ 13' 8゜ 14' 06/01/23 1005 1923-199529 Marrakech DMN 31゜ 36' 8゜ 01' 01/01/84 460 1913-1999

Autres

R'dat

Nom de station

N'fis

Zat

Ourika

Rheraya

InstallationAdministrationEmplacement

Bassin N°Altitude

(m)Période de donné

es collectées

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STATION DE JAUGEAGE DE PRECIPITATIONS POUR L'ETUDE HYROLOGIQUE


12

3.2 Topography of Study Area and Distribution of Hydrological Station

Area over the elevation of 2000m is 60 % at Atlas Region

N

Marrakech

Only Two Hydrological Station

y = 0.1476x + 249.76R2 = 0.4802

0100200300400500600700800900

1,000

500 1,000 1,500 2,000 2,500 3,000 3,500 4,000

Altitude (m)

Préc

ipita

tions

(mm

)

3.3 Corrélation Précipitation-Altitudes dans la Zoned'Etude

Japan : Rainfall increase 5 – 10 % by +100 m

Study Area : Rainfall increase 12 % by +100 m


13

500 mm

600700

700

600 mm

400 mm500 mm

300 mm60

0

300 m

m

700

600

600

mm

300

700 mm600 mm

700 m600 mm500 mm400 mm

Tahannaout

MARRAKECH

O. N'Fis

Iguir N'kouris

AmizmizWirgane

Lalla Takerkoust

Chichaoua

Safi

Tiguemmi-n-Oumzil

O. Ourika

Setti Fatma

Imlil

Mt. Toubkal

O. Rheraya

Asni

Et-Tnine

Ouarzazat

Ait Ourir

O. Issyl

O. TensiftCasablanca

Sidi-Rahhal

Tighedouiine

Taferiat

O. R'dat

Beni-M

ellal

Aghbalou

Imin El Hman


CHAINE D

E L'ATLAS

Zerkten

O. Zat

O. Issyl

3.4 CARTE ISOHYETAL (MOYENNE ANNUELLE)

Primtemps200

400

Jun-SepEte25

50

Oct-JanHiver100

300

Feb-May

25 mm

50 mm

100 mm

500 mm

300 m

m

300

Tahannaout

MARRAKECH

O. N'Fis

Iguir N'kouris

AmizmizWirgane

Lalla Takerkoust

Chichaoua

Safi

Tiguemmi-n-Oumzil

O. Ourika

Setti Fatma

Imlil

Mt. Toubkal

O. Rheraya

Asni

Et-Tnine

Ouarzazat

Ait Ourir

O. Issyl

O. TensiftCasablanca

Sidi-Rahhal

Tighedouiine

Taferiat

O. R'dat

Beni-M

ellal

Aghbalou

Imin El Hman


CHAINE D

E L'ATLAS

Zerkten

O. Zat

O. Issyl

3.5 Distribution of Rainfall 1999 Flood

50 mm 100 mm


14

3.6 Corrélation intensité - durée - fréquence

0

10

20

30

40

50

60

70

0 120 240 360 480 600 720 840 960 1080 1200 1320 1440duration (min)

Inte

ns

itie

s (

m

2 years 5 years 10 years 20 years 50 years 100 years

Aghbalau

0

10

20

30

Préc

ispita

tions

45.9 mm :540min.Maximum : 9.8 mm/hr

Tourcht

010203040

2 6 -O ct 2 7 -O ct 2 8 -O ct 2 9 -O ctPréc

ipita

tions

Tiourdiou

0

10

20

30

2 6 -O ct 2 7 -O ct 2 8 -O ct 2 9 -O ct

Préc

ipita

tions

Amenzal

0

10

20

30

2 6 -O ct 2 7 -O ct 2 8 -O ct 2 9 -O ctPréc

ipita

tions

12:00 12:00 12:00 12:00Oct. 26 Oct. 27 Oct. 28 Oct. 29

Maximum : 32.1 mm/hr



3.7 Hourly Rainfall in 1999 Flood

By 30 min.

By 30 min.

By 30 min.


15

0

10

20

30

2 6 -O ct 2 7 -O ct 2 8 -O ct 2 9 -O ct

Préc

ipita

tions

0100200300400500600700800900

0 2 4 6 8 10 12 14 16 18 20Temps (Heure)

Débi

t (m

3 /s)

Observé

3.8 Observed Hydrograph in 1999- Tiourdiou -

4. Establish of Flood Simulation Model

Objective

1. To identify probable flood inundation area

2. To determine basic hydrological parameters for flood forecasting


16

4.1 Characteristic of Rivers

Inondations de la vallée(5 oueds sauf l’Issyl)

Inondation d’une plaine alluviale (Oued Issyl)

N’fis, Rheraya, Ourika, R’dat, and Zat River

Issyl River

4.2 Sélection du logicielLogiciel sélectionné pour l'analyse des inondations

Modèle d'écoulement dynamique bidimensionnel

Déversant dans la plaineOued Issyl

ISIS (Modèle d'écoulement dynamique unidimensionnel)

Limité dans la vallée5 oueds autres que l'Issyl

Logiciel proposéType d'inondationOued


17

Module disponible Contenu du module Usage dan l'Etude

ISIS Flow Modelage hydrodynamique du système de canalisation ouverte et convertie.

Oui

ISIS Steady Calcul de retour, y compris les écoulements trans-critiques Oui

ISIS Routing Déroutement des crues Oui

ISIS Hydrology Modelage des écoulements des eaux de pluies Oui

ISIS Quality Modelage de traitement de la qualité d'eau Non

ISIS Sediment Modelage des transports de sédiment Non

ISIS WMS Module de cartographie (zone inondable) Oui

•ISIS is a package software supplied by HR Wallingfort　in England•ISIS is suitable for a wide range of river engineering and environmental

4.3 ISIS Software Package

Result show visuallyResult show visually

4.4 Display of ISIS Software


18

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ISIS Steep Channel Benchmark: River Kurobe

130

135

140

145

150

155

160

165

170

175

14.0 14.5 15.0 15.5 16.0 16.5 17.0

Distance (km)

Lev

el (m

)PWRI Benchmark

ISIS Version 1.4 (Beta)��

Bed Level

Hydraulic Jump

Hydraulic Jump

Hydraulic Jump

Source : Public Works of Research

4.5 Simulation Result of 4.5 Simulation Result of KurobeKurobe River in JapanRiver in Japan

��ISIS

地表面モデル地表面モデル

河道モデル河道モデル

0cos2

=+−∂

∂+

∂

∂+

∂

∂α

β

AQ

qgA Sx

HgA

AQ

xtQ

f

qtA

xQ

=∂

∂+

∂

∂

河道横断面、断面間距離断面標高、粗度係数水理構造物下流端境界条件流入点境界条件

降雨、流域C urveN um ber

流域面積、流達時間F SSR16法

4.6 Contents ISIS FLOW

Comprele Saint-Venant Equation

•SCS Method

•FSSR Method

•FEH Method

Flow Routing

Runoff Analysis

•Rainfall

•CN curve number

•Catchment Area

•Concentration Time

•Cross-Section

•Distance

•Structures

•Boundary Condition


19

4.7 Hydrological Unit・ABSTRACTION・BERNOULLI LOSS・BOUDARIES

Flow-Stage BoundaryFlow-Time BoundaryHead-Time BoundaryTidal Harmonics Boundary

・BRIDGESArch BridgeUSBPR Bridge

・CONDUITSCircular ConduitFull Arch ConduitIrregular Symmetrical SectionRectangular Conduit

・HYDROLOGICAL BOUNDARIESFlood Studies Supplementary Report 16 MethodSoil Conservation Service Method

・INTERPOLATE・JUNCTION・ORIFICE

OrificeInverted SyphonOutfallFlood Relief Arch

・PUMP・RATING CURVE・REPLICATE・RESERVOIR・RIVER

River UnitMuskingum RoutingVariable Parameter Muskingum Cunge RoutingVPMC Cross Section

・SPILL・WEIRS

Crump WeirGated WeirNotional WeirFlow-Head ControlSharp Crested WeirSyphon SpillwayGeneral Purpose Weir

4.8 Structure du modèlePécipitations

Module Hydrologique (US SCS)

Module Hydrodynamique(Dynamic Wave Method)

Module Cartographique

Zone inondable

Déversements

d’autres sous-bassins

Hauteur d’eau maximaleDonnées du MNA

EntéeSortie

•Rainfall

•CN curve number

•Catchment Area

•Concentration Time

•Cross-Section

•Distance

•Boundary Condition


20

28km Stretch

50 Cross-Section

With interval of 500 m

•Setti Fadma

4.9 Schematic Diagram of Simulation Model

4.10 Calibrage du modèle

•Crues cibles

•Problems

•Insufficient of Hydrological data (especially Rainfall)

•La crue du 18 aout 1995

Most hydrological records are available among the past Major flood


21

0100200300400500600700800900

0 2 4 6 8 1012141618202224262830

Temps (Heure)

Déb

it (m

3 /s)

Calculé Observé

0100200300400500600700800900

0 2 4 6 8 1012141618202224262830

Temps (heure)

Déb

it (m

3 /s)

Calculé Observé

4.11 Résultats du calibrage

Tiourdiou Aghbalau

4.12 Cartographie des crues

ragh

etti Fadma


22

5. ETUDES HYDRAULIQUES PAR MODÈLE CALIBRÉ

0100200300400500600700800900

1,000

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Temps (heure)

Déb

it (m

3 /s)

Aghbalau Setti Fadma

Temps de parcoursest envion 1,2 heures

5.1 Estimation de la vitesse de propagation des crues


23

5.2 Estimation of Flow Capacity

0

200

400

600

800

1000

1200

d.34

d.85

d.13

4

d.18

8

d.23

8

d.26

5

d.28

4

d.30

9

d.33

4

d.35

7

d.37

7

d.40

0

d.41

9

d.44

2

d.47

2

d.51

3

d.54

1

d.56

5

d.58

7

d.61

0

d.63

6

Distance-Mark

Flow

Cap

acity

(m3 /s)

Flow Capacity 20-year Discharge 10-year Discharge 5-year Discharge 2-year Discharge

0

100

200

300

400

500

600

700

800

900

1,000

0 5 10 15 20 25 30

Temps (heure)

Déb

it (m

3 /s)

Muskingum Hydro-dynamique Observé

5.3 Etudes hydrauliques par modèle calibré


24

CONCLUSION

V. GEO-MORPHOLOGICAL ANALYSIS

1

Mt. Toubkal4,167 m

TahanaoutAmizmiz

Ait-Ourir

Marrakech

GEO-MORPHOLOGICAL ANALYSISby K. IKEDA & M. KATAYAMA

PURPOSE OF GEO-MORPHOLOGICAL ANALYSIS

❧ Preparation of Geo-morphological Land Classification Map

●Historical Interpretation of Land Form ● Identification of Disaster Potential Areas

❧ Preparation of Debris Flow Hazard Map ● Identification of Potential Debris Flow Disaster

Streams●Utilization of Debris Flow Hazard Map for Preparation of Evacuation Plan, Land Use Control and Guidance


2

GEO-MORPHOLOGICAL LAND CLASSIFICATION MAP(1/50,000)

Iraghf

Setti Fadma

GEO-MORPHOLOGICAL LAND CLASSIFICATION MAP(OURIKA: 1/5,000)

IRAGHF


3

DEBRIS FLOW HAZARD MAP(1/50,000)

Risque de désastres d’écoulements des débris

Haut Risque Bas

A B C DBiens à protégerau déverssoir ducours d’eau

θ≧15°A≧15ha

θ≧15°A＜5ha 10°≦θ＜15° θ＜10°

Maisons (a) et routesprincipales

Maisons (a)

Maisons (b)

Routes principales

Les biens à protéger sont del’autre coté de l’oued.

Section à écoulement tractionnel θ: Cours d’eau S, A: Verssant, Maison (a): Identifié par photo aérienne, Maison (b):Visible sur la carte topographique à 1/50 000

Niveaude risque

Iraghf

Setti Fadma

PHOTO OFDEBRIS FLOW

After Debris FlowBefore Debris Flow

Hydrology and Hydraulic - JICA

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