infiltracion hidrograma idf

7/16/2019 Infiltracion Hidrograma Idf

http://slidepdf.com/reader/full/infiltracion-hidrograma-idf 1/38

ELECCIÓN DEL TIEMPO DE RETORNO

Tipo de Estructura: PRESA CON POCA PROBABILIDAD DE PERDIDAS DE VIDA (BAJA AMENA

Tiempo de Retorno: 50 años



A)



PRECIPITACIÓN SOBRE LA CUENCA

Tr [años] GUNA COLORA GUNA COLORA GUNA COLORADA

2 16.10 16.10 16.105 24.69 24.69 24.69

10 30.38 30.38 30.38

25 37.56 37.56 37.56

50 42.89 42.89 42.89

100 48.18 48.18 48.18

200 53.45 53.45 53.45

CORRECCIÓN POR INTERVALO FIJO DE OBSERVACIÓN

C = 1.13

Tr [años] GUNA COLORA GUNA COLORA GUNA COLORADA

2 18.2 18.2 18.2

5 27.9 27.9 27.9

10 34.3 34.3 34.3

25 42.4 42.4 42.450 48.5 48.5 48.5

100 54.4 54.4 54.4

200 60.4 60.4 60.4

DISTANCIAS A LA CUENCA

Pmax DIARIA [mm]

Pmax 24 hrs [mm]

(∑24



(=1)^▒〖〗)/(∑24 (



CURVAS PRECIPITACIÓN-DURACIÓN-FRECUENCIA

Tr [años] P24 hrs

2 18.20

5 27.90

10 34.3325 42.44

50 48.46

100 54.44

200 60.40

C. ESPÍLDORA (Ce )= 4.04

P 60 min = 8.50

CURVAS PRECIPITACIÓN - DURACIÓN - FRECUENCIA

Tr [años] 5 10 15 20 25 30 40 60 80 100 120 140

2 1.74 2.60 3.18 3.63 4.00 4.32 4.85 5.67 6.31 6.83 7.28 18.20

5 2.24 3.36 4.10 4.68 5.16 5.57 6.25 7.31 8.13 8.80 9.38 27.90

10 2.62 3.92 4.80 5.47 6.03 6.51 7.32 8.55 9.51 10.30 10.98 34.33

25 3.12 4.68 5.72 6.52 7.19 7.76 8.72 10.19 11.33 12.27 13.08 42.44

50 3.50 5.25 6.41 7.32 8.06 8.71 9.78 11.43 12.71 13.76 14.67 48.46

100 3.89 5.82 7.11 8.11 8.94 9.65 10.84 12.67 14.09 15.26 16.26 54.44

t [min]

10.00

100.00

2 AÑOS

5 AÑOS

10 AÑOS I Ó N [ m m ]




1.00

.

1 10 100 1000

25 AÑOS

50 AÑOS

100 AÑOS

P

R E C I P I T A

DURACIÓN [min]



CURVAS PRECIPITACIÓN-DURACIÓN-FRECUENCIA

Tr [años] P24 hrs

2 18.20

5 27.90

10 34.3325 42.44

50 48.46

100 54.44

200 60.40

C. ESPÍLDORA (Ce )= 4.04

P 60 min = 4.50


Tr [años] 5 10 15 20 25 30

2 1.30 1.82 2.17 2.44 2.66 2.86

5 1.62 2.14 2.49 2.76 2.99 3.18

10 1.86 2.38 2.73 3.00 3.23 3.42

25 2.18 2.70 3.05 3.32 3.55 3.74

50 2.42 2.94 3.30 3.57 3.79 3.98

1440 100 2.66 3.19 3.54 3.81 4.03 4.23

t [

_10^60=(

_10^1440)/

10.00

100.00

I Ó N [ m m ]

CURVAS PRECIPITACIÓN - DU



1.00

.

1 10

P

R E C I P I T A

DURACIÓN [



40 60 80 100 120 1440

3.18 3.68 4.06 4.38 4.65 18.20

3.50 4.00 4.38 4.70 4.97 27.90

3.74 4.24 4.62 4.94 5.21 34.33

4.06 4.56 4.94 5.26 5.53 42.44

4.31 4.80 5.19 5.50 5.78 48.46

4.55 5.05 5.43 5.75 6.02 54.44

in]

2 AÑOS

5 AÑOS

10 AÑOS

RACIÓN - FRECUENCIA



100 1000

25 AÑOS

50 AÑOS

100 AÑOS

[min]



CURVAS INTENSIDAD-DURACIÓN-FRECUENCIA


Tr [años] 5 10 15 20 25 30 40 60 802 20.87 15.62 12.73 10.89 9.60 8.64 7.28 5.67 4.73

5 26.90 20.13 16.41 14.04 12.38 11.14 9.38 7.31 6.10

10 31.46 23.55 19.19 16.42 14.48 13.02 10.97 8.55 7.13

25 37.49 28.06 22.87 19.57 17.25 15.52 13.08 10.19 8.50

50 42.06 31.48 25.66 21.95 19.35 17.41 14.67 11.43 9.53

100 46.62 34.89 28.44 24.33 21.45 19.30 16.26 12.67 10.57

t [min]

0.00

5.00

10.00

15.00

20.00

25.00

30.00

35.00

40.00

45.00

50.00

0 20 40 60 80 100 120

I N T E N S I D A D

[ m m / h r ]

DURACIÓN [min]

CURVAS INTENSIDAD - DURACIÓN - FRE



14 1.215 0.69897 1.17609126 0.85 1.43 0.49 1.38 0.82

15 1.283 1 1.17609126 1.28 1.51 1.00 1.38 1.18

16 1.359 1.39794001 1.17609126 1.90 1.60 1.95 1.38 1.64

17 1.409 1.69897 1.17609126 2.39 1.66 2.89 1.38 2.0018 1.454 2 1.17609126 2.91 1.71 4.00 1.38 2.35

19 1.037 0.30103 1.30103 0.31 1.35 0.09 1.69 0.39

20 1.147 0.69897 1.30103 0.80 1.49 0.49 1.69 0.91

21 1.215 1 1.30103 1.22 1.58 1.00 1.69 1.30

22 1.292 1.39794001 1.30103 1.81 1.68 1.95 1.69 1.82

23 1.341 1.69897 1.30103 2.28 1.75 2.89 1.69 2.21

24 1.386 2 1.30103 2.77 1.80 4.00 1.69 2.60

25 0.982 0.30103 1.39794001 0.30 1.37 0.09 1.95 0.4226 1.093 0.69897 1.39794001 0.76 1.53 0.49 1.95 0.98

27 1.161 1 1.39794001 1.16 1.62 1.00 1.95 1.40

28 1.237 1.39794001 1.39794001 1.73 1.73 1.95 1.95 1.95

29 1.287 1.69897 1.39794001 2.19 1.80 2.89 1.95 2.38

30 1.331 2 1.39794001 2.66 1.86 4.00 1.95 2.80

31 0.936 0.30103 1.47712125 0.28 1.38 0.09 2.18 0.44

32 1.047 0.69897 1.47712125 0.73 1.55 0.49 2.18 1.0333 1.115 1 1.47712125 1.11 1.65 1.00 2.18 1.48

34 1.191 1.39794001 1.47712125 1.66 1.76 1.95 2.18 2.06

35 1.241 1.69897 1.47712125 2.11 1.83 2.89 2.18 2.51

36 1.286 2 1.47712125 2.57 1.90 4.00 2.18 2.95

37 0.862 0.30103 1.60205999 0.26 1.38 0.09 2.57 0.48

38 0.972 0.69897 1.60205999 0.68 1.56 0.49 2.57 1.12

39 1.04 1 1.60205999 1.04 1.67 1.00 2.57 1.60

40 1.117 1.39794001 1.60205999 1.56 1.79 1.95 2.57 2.24

41 1.166 1.69897 1.60205999 1.98 1.87 2.89 2.57 2.72

42 1.211 2 1.60205999 2.42 1.94 4.00 2.57 3.20



Coeficientes

Intercepc -0.424

Variable 0.601

Variable 0.465



100 120 1404.10 3.64 7.80

5.28 4.69 11.96

6.18 5.49 14.71

7.36 6.54 18.19

8.26 7.34 20.77

9.15 8.13 23.33

140 160

2

5

10

25

50

100

CUENCIA



a0 = -0.42 → k = 0.377

a1 = 0.60 → m = 0.601a2 = 0.47 → n = -0.465

=(0,377 ^0,601)/^-0,465



HIETOGRAMA DE DISEÑO

Tiempo de Concentración

L = 16.99 km

S = 0.07 m/mA = 206.6642 km2

tc = 97.86 min

1.63 hrs

Ley IDF

k = 0.38

m = 0.60

n = -0.47

Duración de la Tormenta

D = 3.00 hrs180 min

Δt = 0.50 hrs

30 min

intervalos =

Tr = 50 años

=(0,377 ^0,601)/^-0,465



0.0

5.0

10.0

15.0

20.0

1 2 3 4 5 6

P

R E C I P I T A C I Ó

TIEMPO [min] (Δt = 30min)



CÁLCULO DE PRECIPITACIÓN NETA

CÁLCULO DEL NÚMERO DE CURVA

No. TIPO DE SUELO ÁREA [km2]

1 ERBACE POBR 205.0232

2 RBACE REGUL 1.76412

∑ 205.0232

CÁLCULO PÉRDIDAS SCSS = 119.53 mm

0.2 S = 23.91 mm

Tormenta de Diseño

t [min] P [mm] ∑P ∑Pn Pn PÉRDIDAS

30 16.9 16.9 0.00 0.00 16.9

60 25.2 42.1 2.40 2.40 22.890 31.1 73.2 14.38 11.98 19.1

120 28.3 101.5 30.53 16.15 12.2

150 21.5 123.0 44.90 14.38 7.1

180 9.6 132.6 51.76 6.85 2.8

USO DE SUELO

Pastoreo

Pastoreo

〖〗_=(23.26〖〗_)/

16.00

18.00 PRECIPITACIÓN NETA



SUELO

HIDROLÓGICOCN (II) CN (II) CN (III) CN x ÁREA

C 47.59

C 74

∑ 13937.54

CN (III) = 68.00

13937.5448 67.98

(10+0.13〖〗_ )

30.00

35.00 PÉRDIDAS

()=25400/

∑= (−0.2)^2/(+0.8)



CÁLCULO CAUDAL DE DISEÑO

HIDROGRAMA TRIANGULAR UNITARIO

P = 1 mm

A = 206.7 km2

Tc = 1.63 hrs

D = 0.50 hrs

Tp = 1.23 hrs

Tb = 3.28 hrs

Qp = 35.02 m3/s

t (hrs) q (m3/s)

0.00 0.001.23 35.02

3.28 0.00

0.005.00

10.00

15.00

20.00

25.00

30.00

35.00

40.00

0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50

HIDROGRAMA TRIANGULAR UNITARIO

q ( m 3 / s / m m )



GRAFICA DE HIDROGRAMA UNITARIO

A= 206.6642 km2 A= 206664200 m2

delta (ctte) delta t QV

observado base Q Efec Q BASE=0 0.00 0.00 0.00 0.00

0.5 14.24 0.30 13.94 0.5 1800 15.43

1 28.49 0.60 27.89 0.5 1800 30.86

1.5 30.37 0.90 29.47 0.5 1800 32.61

2 21.84 1.20 20.64 0.5 1800 22.84

2.5 13.31 1.50 11.81 0.5 1800 13.07

3 0.00 0.00 0.00 0.5 1800 0

3.5 0.00 0.00 0.00 0.5 1800 0

4 0.00 0.00 0.00 0.5 1800 04.5 0.00 0.00 0.00 0.5 1800 0

SUMA= 103.756144 m3/s 114.813

Volumen total 186761.1 m3 Area del hidrograma = volumen especifico

CALCULO DEL CAUDAL DIRECTO O EFECTIVO

Qefec= Qo-Qb

t(hR) Q Efec

0 0

0.5 13.944332

1 27.8886631.5 29.47059

2 20.64105

2.5 11.81151

3 0

3.5 0

4 0

4.5 0

t(hr)

Caudal

-5.00

0.00

5.00

10.00

15.00

20.00

25.00

30.00

35.00

0 1 2 3 4 5

HIDROGRAMANATURAL

HIDROGRAMASINTÉTICO

CAUDAL BASE (METODO RECTA DEDEFLEXION)



Para hallar la precipitacion, ( la altura en lamina dividimos entre el area de la region a estudiar)

h= 0.0009037 m

h= 0.9036933 mm

CURVA "S" CAUDAL PARA SN° Qv CAUDAL S T(HR)

1 0 0 0

2 15.43038 0 15.4304 0.5

3 30.86076 15.43038 0 46.2911 1

4 32.611273 30.86076 15.4303802 0 78.9024 1.5

5 22.840768 32.61127 30.8607604 15.43038022 0 101.743 2

6 13.070263 22.84077 32.6112726 30.86076043 15.4303802 0 114.813 2.5

7 0 13.07026 22.8407679 32.61127263 30.8607604 15.4303802 0 114.813 3

8 0 0 13.0702632 22.84076793 32.6112726 30.8607604 15.4304 0 114.813 3.59 0 0 0 13.07026323 22.8407679 32.6112726 30.8608 15.4304 0 114.813 4

10 0 0 0 0 13.0702632 22.8407679 32.6113 30.8608 15.43 0 114.813 4.5



0

5

10

15

20

25

30

35

0 1 2 3 4

HIDROGRAMA UNITARIO

HIDROGRAMAUNITARIO



0

20

40

60

80

100

120

140

0 1 2 3 4 5

CURVA S

CURVA S

infiltracion hidrograma idf

Documents