Calcul Hydro PFE

BV N° PK SURFACE ( km² ) LONGEUR DU DRAIN ( m ) DENIVELLEE ( m )

1 7.394699219 5481.6139 256

2 0.9156078708 2088.9613 101

3 0.5574549836 1340.3347 50

4 0.1221875646 578.8325 33

5 0.0352178347 327.1882 16

6 0.0160533234 185.4195 28

7 0.7232889661 1986.5639 73.81

8 0.3831711064 1118.7491 25.1900000000001

9 0.0424387907 345.2682 3.97000000000003

10 0.0227333667 202.2576 3.67999999999995

11 0.0828561806 455.4562 9.59000000000003

12 100.2785965669 21478.4521 679.03

13 0.0941289403 425.3007 2.01999999999998

14 0.0312241273 293.1142 1.88

BV 1 7394699.219BV 2 915607.8708BV 3 557454.9836BV 4 122187.5646BV 5 35217.8347BV 6 16053.3234BV 7 723288.9661BV 8 383171.1064BV 9 42438.7907BV 10 22733.3667BV 11 82856.1806BV 12 100278596.5669BV 13 94128.9403BV 14 31224.1273

dénivellé PENTE (m/m) OBSERVATION PT3 point haut point bas différence

4.670157451257 Chaâba 0.07394699 1145 889 256

4.83493878034 Chaâba 0.00915608 990 889 101

3.73041151587 Chaâba 0.00557455 940 890 50

5.70113115625 Chaâba 0.00122188 920 887 33

4.890151906456 Chaâba 0.00035218 900 884 16

15.10089284029 Chaâba 0.00016053 910 882 28

3.715460650423 Chaâba 0.00723289 950 876.19 73.81

2.251621923093 Chaâba 0.00383171 900 874.81 25.19

1.14983076924 Chaâba 0.00042439 880 876.03 3.97

1.819461913916 Chaâba 0.00022733 880 876.32 3.68

2.105581173338 Chaâba 0.00082856 883 873.41 9.59

3.161447560739 Chaâba 1.00278597 1550 870.97 679.03

0.474958070843 Chaâba 0.00094129 879.25 877.23 2.02

0.641388237076 Chaâba 0.00031224 875.76 873.88 1.88

739.469921991.5607870855.7454983612.21875646

3.521783471.60533234

72.3288966138.31711064

4.243879072.273336678.28561806

10027.859656699.412894033.12241273

Bassins versants > 100 ha

BV N° PT PK SURFACE ( ha )

1 205.756865 2110.2864 292.39 0.1386

Bassins versants < 100 ha

BV N° PT PK SURFACE ( ha )

2 3.513697 35.3112 18.819 0.5329

3 38.383191 1336.7669 118.869 0.0889

4 11.304967 444.7159 28.77 0.06475 54.305879 1704.8385 336.952 0.19764453

6 10.185159 487.1522 29.329 0.060205

7 36.198495 1540.2123 313.542 0.20357064

8 35.313401 1595.5523 313.508 0.1964887

9 23.557289 1055.9094 157.783 0.14942854

10 50.303053 1174.1508 179.62 0.1529786511 8.216576 372.7308 34.373 0.0922193712 16.42465502 895.4704 152.545 0.1703518113 41.25014384 901.7707 289.538 0.32107719

LONGEUR DU DRAIN ( m )

DENIVELLEE ( m )

PENTE (m/m)

LONGEUR DU DRAIN ( m )

DENIVELLEE ( m )

PENTE (m/m)

Précipitations maximales en 24 H 83 mmCoefficient de ruissellement K = 0.43

N° du B.V A (Ha) Q (l/s)

1 205.757 139 35.69 174.27 6220

2 3.5137 533 35.69 28.96 1033

3 38.3832 89 35.69 54.62 1950

Pmax =

i o/00 K.Pmax A0.58 i0.42

ETUDE DE CONSTRUCTION DE LA LIAISON ROUTIERE ENTRE KHEMISSET

ET OUED BEHT CALCUL DES DEBITS D'APPORT PAR LA FORMULE DE MAC MATH


ET OUED BEHT CALCUL DES DEBITS D'APPORT PAR LA FORMULE DE MAC MATH

Précipitations maximales en 1 H 10 mmCoefficient de ruissellement C = 0.6

N° du A Q

B.V (Ha)

1 205.756865 139 4.362

2 3.513697 532.94705 0.289

3 38.383191 88.922758 1.108

4 11.304967 64.692987 0.409

5 54.305879 197.64453 1.755

Pmax =

i o/00

(m3/s)


ET OUED BEHT CALCUL DES DEBITS D'APPORT PAR LA FORMULE DE BURKLI-ZIEGLER


ET OUED BEHT CALCUL DES DEBITS D'APPORT PAR LA FORMULE DE BURKLI-ZIEGLER

N° du A L Temps de concentration

B.V (Km²) (Km) Kirpich VanTeChow Espagnole Californienne US corps

1 2.0576 139 2.11 14.9 22.4 46.8 33.1 43.2

2 0.0351 532.95 0.035311 0.4 1.1 1.5 0.8 1.4

3 0.3838 88.923 1.336767 12.5 19.3 35.9 27.7 33.1

4 0.113 64.693 0.444716 6.0 10.6 16.3 13.4 15.1

5 0.5431 197.64 1.704839 11.1 17.4 37.1 24.5 34.3

6 0.1019 60.205 0.487152 6.7 11.4 17.8 14.8 16.4

7 0.362 203.57 1.540212 10.1 16.2 34.1 22.4 31.5

8 0.3531 196.49 1.595552 10.5 16.8 35.3 23.4 32.6

9 0.2356 149.43 1.055909 8.5 14.0 27.1 18.9 25.0

10 0.503 153 1.174151 9.2 14.9 29.2 20.3 27.0

11 0.0822 92.219 0.372731 4.6 8.4 13.3 10.2 12.3

12 0.1642 170.35 0.89547 7.1 12.1 23.2 15.8 21.5

13 0.4125 321.08 0.901771 5.6 9.9 20.7 12.5 19.1

i o/00


ET OUED BEHT ACALCUL DES DEBITS D'APPORT PAR LA FORMULE RATIONNELLE



Temps de concentration

Giandotti Turraza Ventura Moyenne

39.1 28.3 294.1 34.8

13.9 1.0 19.6 1.2

30.8 17.4 158.6 26.7

28.1 9.5 100.9 15.5

22.5 14.2 126.5 25.5

27.8 9.8 99.3 14.0

20.0 11.8 101.8 23.2

20.2 12.1 102.3 24.0

21.0 10.6 95.8 19.1

25.7 13.9 138.4 21.1

21.8 6.8 72.0 10.2

18.0 8.3 74.9 16.2

17.3 8.3 86.5 14.1





Petits Bassins Versants:

N° du A L MAC MATH BURKLI- Rationnelle Valeur retenue

B.V (Km²) (Km) (*) ZIEGLER

2 0.035137 532.9470536 0.03531 1.03 0.29 1.80 1.80

3 0.383832 88.92275834 1.33677 1.95 0.29 4.00 4.00

4 0.11305 64.69298714 0.44472 0.84 1.11 1.55 1.55

5 0.543059 197.6445276 1.70484 3.33 0.41 5.79 5.79

6 0.101852 60.20500369 0.48715 0.77 1.76 1.47 1.76

7 0.361985 203.5706376 1.54021 2.67 0.37 4.05 4.05

8 0.353134 196.4887017 1.59555 2.59 0.570 3.88 3.88

9 0.235573 149.42854 1.05591 1.83 0.076 2.91 2.91

10 0.503031 152.9786464 1.17415 2.86 0.076 5.91 5.91

11 0.082166 92.21937119 0.37273 0.81 0.076 1.40 1.40

12 0.164247 170.3518062 0.89547 1.57 0.076 2.21 2.21

13 0.412501 321.0771874 0.90177 3.49 0.076 5.95 5.95

N° du A L BURKLI- Rationnelle

B.V (Km²) (Km) ZIEGLER1 2.05756865 139 2.11 4.362 18.73

i o/00

(m3/s)

i o/00


ET OUED BEHT CALCUL DES DEBITS D'APPORT

RECAPITULATIF


ET OUED BEHT CALCUL DES DEBITS D'APPORT

RECAPITULATIF

Buse ou dalot D-L H Débit x2 x3 x4

Buse ø 800 0.704 1.408 2.112 2.816

Buse ø 1000 1.230 2.460 3.690 4.920

Dalot 1.90 1.80 6.240 12.481 18.721 24.961

Dalot 2.00 2.00 7.560 15.119 22.679 30.238

Dalot 2.50 2.50 12.724 25.448 38.171 50.895

Dalot 3.00 3.00 19.470 38.941 58.411 77.881

Dalot 3.50 3.50 27.899 55.797 83.696 111.595

Dalot 4.00 4.00 38.098 76.195 114.293 152.391

Dalot 4.50 4.50 50.148 100.296 150.444 200.592

Dalot 5.00 5.00 64.124 128.248 192.372 256.496

x5 x6 x7

3.520 4.225 4.929

6.150 7.380 8.610

31.202 37.442 43.682

37.798 45.357 52.917

63.619 76.343 89.067

97.352 116.822 136.293

139.493 167.392 195.291

190.488 228.586 266.683

250.740 300.888 351.036

320.620 384.745 448.869

N° O.H B.V n° PT PK Débit à évacuer O.H projetée Débit capable Observation

1 10 0+080 11.546 dalot DOUBLE 1,8*1,8 11.82 OK

2 33 258.91 1.80 2 buse 1000 2.46 0K

3 51 418.82 4.00 Dalot simple 1,6*1,6 4.49 OK

4 65 526.55 1.55 2buse 1000 2.46 OK

5 107 867.05 5.79 Dalot simple1,8*1,8 5.92 OK

6 0+166 1+309 1.76 2buse 1000 2.46 ok

7 194.00 1499.99 4.050 dalot Simple 1,5*1,6 4.21 OK

8 213 1667.86 3.880 dalot Simple1,5*1,60 4.04 ok

9 234 1805.40 2.91 Dalot simple 1,4*1,3 2.98 OK239 1852.85

10 262 5.91 Dalot simple1,8*1,8 5.92 ok276

11 359 1.4 2buse 1000 2.46 ok12 366 2.21 2buse 1000 2.46

13 405 5.95 Dalot simple1,9*1,8 6.24 ok


ET OUED BEHT LISTE DES OUVRAGES HYDRAULIQUES


ET OUED BEHT LISTE DES OUVRAGES HYDRAULIQUES

Documents

Calcul Hydro PFE