Cuadro N° 1

CARRETERA PUERTO BERMUDEZ-SAN ALEJANDROESTACIÓN PUERTO BERMUDEZ /CO-570/DRE-12

PRECIPITACION MAXIMA EN 24 HORAS (mm)

Latitud: 10° 18' Departamento: Pasco

Longitud: 74° 54' Provincia: Oxapampa

Altitud: 300 msnm Distrito: Puerto Bermúdez

Año Ene. Feb. Mar. Abr. May. Jun. Jul. Ago. Set. Oct. Nov. Dic. Max.

1961 95.0 67.0 75.0 95.0

1962 89.0 104.0 83.0 62.0 88.0 12.0 27.0 15.0 57.0 50.0 40.0 124.0 124.0

1963 165.0 75.0 97.0 86.0 50.0 69.0 22.0 32.0 63.0 77.0 54.0 92.0 165.0

1964 183.0 120.0 92.0 52.0 28.0 40.0 50.0 75.5 89.3 81.8 95.3 183.0

1965 118.8 54.3 70.0 44.1 44.2 76.5 56.0 18.6 76.6 50.3 198.4 105.2 198.4

1966 143.4 67.6 70.0 52.0 41.8 46.9 29.6 8.7 31.0 101.0 16.4 130.9 143.4

1967 30.8 58.8 29.7 80.0 36.6 20.5 44.4 35.8 31.1 40.1 70.4 51.6 80.0

1968 100.9 80.0 50.9 30.8 10.9 20.6 14.6 40.5 22.7 71.3 60.0 60.3 100.9

1969 48.5 81.8 54.1 61.5 35.3 34.1 90.5 51.1 48.9 75.8 74.1 68.9 90.5

1970 113.2 58.4 108.3 40.1 81.4 59.3 50.2 35.0 81.6 38.6 57.4 144.6 144.6

1971 25.6 96.1 123.8 83.9 70.1 30.2 19.2 93.8 21.4 55.0 78.7 98.2 123.8

1972 53.1 33.4 69.6 53.3 25.3 53.2 28.1 18.3 19.0 22.2 61.5 31.3 69.6

1973 75.7 22.2 33.7 25.1 35.1 31.2 18.8 22.8 41.0 29.7 75.7

1974 40.9 30.3 66.9 66.9

1975

1977

1978

1979 60.7 98 68.8 40.4 75.5 3 27.5 54 86 69 90.5 98.0

1961 1962 1963 1964 1965 1966 1967 1968 1969 1970 1971 1972 1973 1974 1975 1977 1978 1979

0.0

50.0

100.0

150.0

200.0

250.0

Fig.N°1: Variación de la precipitacion máxima en 24 hrsEstación Puerto Bermúdez

Años

P(m

m)

Cuadro N°2: ESTACION PUERTO BERMUDEZ.-PRECIPITACION MAXIMA EN 24 HORAS (mm)Distribution Analysys: Pearson Type III

Summary of Data

First Moment (mean)= 117.253

Second Moment= 1.75E+03

Skew: 5.16E-01

Point Weibull Actual Predicted Standard

Number Probability Value Value Deviation

1 0.06250 66.9 64.4 12.12

2 0.12500 69.6 73.4 9.03

3 0.18750 75.7 80.5 8.87

4 0.25000 80.0 86.8 9.57

5 0.31250 90.5 92.7 10.43

6 0.37500 95.0 98.6 11.24

7 0.43750 98.0 104.4 11.94

8 0.50000 100.9 110.5 12.54

9 0.56250 123.8 116.9 13.05

10 0.62500 124.0 123.8 13.53

11 0.68750 143.4 131.4 14.07

12 0.75000 144.6 140.3 14.83

13 0.81250 165.0 151.1 16.22

14 0.87500 183.0 165.5 19.16

15 0.93750 198.4 188.5 26.71

Predictions

Exceedence Return Calculated Standard

Probability Period Value Deviation

0.995 200 320.3 119.06

0.990 100 285.5 89.03

0.980 50 252.5 64.64

0.960 25 220.9 45.37

0.900 10 180.8 27.14

0.800 5 150.9 18.37

0.667 3 128.3 14.13

0.500 2 108.8 11.48

Actual Data

Distribution

Pearson Type III

Weibull Probability

Value

0

50

100

150

200

0.0 0.2 0.4 0.6 0.8 1.0

Cuadro N°3: ESTACION PUERTO BERMUDEZ.-PRECIPITACION MAXIMA EN 24 HORAS (mm)Distribution Analysys: Log Pearson Type III

Summary of Data

First Moment (mean)= 117.253

Second Moment= 1.75E+03

Skew: 5.16E-01

Point Weibull Actual Predicted Standard

Number Probability Value Value Deviation

1 0.06250 66.9 63.7 8.47

2 0.12500 69.6 72.3 8.14

3 0.18750 75.7 79.1 8.40

4 0.25000 80.0 85.2 8.86

5 0.31250 90.5 91.0 9.43

6 0.37500 95.0 96.8 10.05

7 0.43750 98.0 102.7 10.74

8 0.50000 100.9 108.8 11.48

9 0.56250 123.8 115.5 12.32

10 0.62500 124.0 122.8 13.32

11 0.68750 143.4 131.2 14.59

12 0.75000 144.6 141.2 16.33

13 0.81250 165.0 153.7 19.02

14 0.87500 183.0 171.2 23.87

15 0.93750 198.4 201.2 35.50

Predictions

Exceedence Return Calculated Standard

Probability Period Value Deviation

0.995 200 320.3 119.06

0.990 100 285.5 89.03

0.980 50 252.5 64.64

0.960 25 220.9 45.37

0.900 10 180.8 27.14

0.800 5 150.9 18.37

0.667 3 128.3 14.13

0.500 2 108.8 11.48

Actual Data

Distribution

Log Pearson Type III

Weibull Probability

Value

0

50

100

150

200

250

0.0 0.2 0.4 0.6 0.8 1.0

Cuadro N°4: ESTACION PUERTO BERMUDEZ.-PRECIPITACION MAXIMA EN 24 HORAS (mm)Distribution Analysis: Gumbel Extremal Type I

Summary of DataFirst Moment (mean)= 117.253Second Moment= 1.75E+03Skew: 5.16E-01

Point Weibull Actual Predicted Standard

Number Probability Value Value Deviation

1 0.06250 66.9 55.7 13.17

2 0.12500 69.6 67.3 11.15

3 0.18750 75.7 76.0 9.95

4 0.25000 80.0 83.6 9.23

5 0.31250 90.5 90.6 8.90

6 0.37500 95.0 97.4 8.93

7 0.43750 98.0 104.3 9.31

8 0.50000 100.9 111.4 10.01

9 0.56250 123.8 118.9 11.04

10 0.62500 124.0 127.0 12.40

11 0.68750 143.4 136.1 14.14

12 0.75000 144.6 146.7 16.36

13 0.81250 165.0 159.8 19.29

14 0.87500 183.0 177.5 23.45

15 0.93750 198.4 206.7 30.56

PredictionsExceedence Return Calculated Standard

Probability Period Value Deviation

0.995 200 309.3 56.43

0.990 100 281.3 49.32

0.980 50 253.3 42.22

0.960 25 225.1 35.13

0.900 10 187.0 25.74

0.800 5 156.9 18.63

0.667 3 133.0 13.520.500 2 111.4 10.01

Actual Data

Distribution

Gumbel Extremal Type I

Weibull Probability

Value

0

50

100

150

200

250

0.0 0.2 0.4 0.6 0.8 1.0

Cuadro N°5: AJUSTE METODO DEL ERROR CUADRATICO MINIMO.- ESTACION PUERTO BERMUDEZPRECIPITACIONES MÁXIMAS EN 24 HORAS

Prob.P(mm) Pearson Tipo 3 Log Pearson Tipo 3 Gumbel

Po Pe Pe Pe

0.06250 66.9 64.4 6.43 63.7 10.39 55.7 124.84

0.12500 69.6 73.4 14.26 72.3 7.31 67.3 5.40

0.18750 75.7 80.5 22.81 79.1 11.56 76.0 0.08

0.25000 80.0 86.8 46.14 85.2 26.98 83.6 12.62

0.31250 90.5 92.7 5.06 91.0 0.26 90.6 0.01

0.37500 95.0 98.6 12.82 96.8 3.14 97.4 5.97

0.43750 98.0 104.4 41.55 102.7 21.73 104.3 39.78

0.50000 100.9 110.5 91.90 108.8 62.90 111.4 109.82

0.56250 123.8 116.9 48.16 115.5 69.46 118.9 24.45

0.62500 124.0 123.8 0.06 122.8 1.43 127.0 8.85

0.68750 143.4 131.4 142.81 131.2 149.18 136.1 53.68

0.75000 144.6 140.3 18.23 141.2 11.90 146.7 4.33

0.81250 165.0 151.1 192.03 153.7 127.20 159.8 27.34

0.87500 183.0 165.5 306.09 171.2 138.91 177.5 30.32

0.93750 198.4 188.5 98.69 201.2 7.94 206.7 68.59

1047.02 650.29 516.07

(Po-Pe)2 (Po-Pe)2 (Po-Pe)2

Cuadro N°6: Lluvias máximas .- Estación Puerto Bermúdez (mm) Cuadro N°7: Intensidades máximas .- Estación Puerto Bermúdez (mm/hora)

Año P.Max Duración en minutos Duración en minutos

24 horas 15 30 60 120 180 240 15 30 60 120 180 240

1961 95.0 30.3 36.1 42.9 51.0 56.5 60.7 121.4 72.2 42.9 25.5 18.8 15.2

1962 124.0 39.6 47.1 56.0 66.6 73.7 79.2 158.5 94.2 56.0 33.3 24.6 19.8

1963 165.0 52.7 62.7 74.5 88.7 98.1 105.4 210.9 125.4 74.5 44.3 32.7 26.4

1964 183.0 58.5 69.5 82.7 98.3 108.8 116.9 233.9 139.0 82.7 49.2 36.3 29.2

1965 198.4 63.4 75.4 89.6 106.6 118.0 126.8 253.5 150.8 89.6 53.3 39.3 31.7

1966 143.4 45.8 54.5 64.8 77.0 85.3 91.6 183.2 109.0 64.8 38.5 28.4 22.9

1967 80.0 25.6 30.4 36.1 43.0 47.6 51.1 102.2 60.8 36.1 21.5 15.9 12.8

1968 100.9 32.2 38.3 45.6 54.2 60.0 64.5 128.9 76.7 45.6 27.1 20.0 16.1

1969 90.5 28.9 34.4 40.9 48.6 53.8 57.8 115.6 68.8 40.9 24.3 17.9 14.5

1970 144.6 46.2 54.9 65.3 77.7 86.0 92.4 184.8 109.9 65.3 38.8 28.7 23.1

1971 123.8 39.6 47.0 55.9 66.5 73.6 79.1 158.2 94.1 55.9 33.3 24.5 19.8

1972 69.6 22.2 26.4 31.4 37.4 41.4 44.5 88.9 52.9 31.4 18.7 13.8 11.1

1973 75.7 24.2 28.8 34.2 40.7 45.0 48.4 96.7 57.5 34.2 20.3 15.0 12.1

1974 66.9 21.4 25.4 30.2 35.9 39.8 42.7 85.5 50.8 30.2 18.0 13.3 10.7

1979 98.0 31.3 37.2 44.3 52.7 58.3 62.6 125.2 74.5 44.3 26.3 19.4 15.7

Cuadro N°8: Intensidades máximas ordenadas Estación Puerto Bermúdez (mm/h)

N° orden T (años)Duración en minutos

15 30 60 120 180 240

1 16.00 253.5 150.8 89.6 53.3 39.3 31.7

2 8.00 233.9 139.0 82.7 49.2 36.3 29.2

3 5.33 210.9 125.4 74.5 44.3 32.7 26.4

4 4.00 184.8 109.9 65.3 38.8 28.7 23.1

5 3.20 183.2 109.0 64.8 38.5 28.4 22.9

6 2.67 158.5 94.2 56.0 33.3 24.6 19.8

7 2.29 158.2 94.1 55.9 33.3 24.5 19.8

8 2.00 128.9 76.7 45.6 27.1 20.0 16.1

9 1.78 125.2 74.5 44.3 26.3 19.4 15.7

10 1.60 121.4 72.2 42.9 25.5 18.8 15.2

11 1.45 115.6 68.8 40.9 24.3 17.9 14.5

12 1.33 102.2 60.8 36.1 21.5 15.9 12.8

13 1.23 96.7 57.5 34.2 20.3 15.0 12.1

14 1.14 88.9 52.9 31.4 18.7 13.8 11.1

15 1.07 85.5 50.8 30.2 18.0 13.3 10.7

Resultado del Análisis de Regresión:

Constante 2.86281 Log K= 2.8628 K= 729.14

Err. estándar de est.Y 0.044968742 m= 0.428

R cuadrada 0.984280082 n= 0.750

Núm. de observaciones 90 I=

Grado de libertad 87 Donde:

I= mm/h

Coeficiente(s) X 0.427675648 -0.74984527 T= años

Error estándar de coef. 0.014444139 0.011091256 t= minutos

729.14 T 0.428

t.0.750

Cuadro N°9: Intensidades máximas.- Estación Puerto Bermúdez (mm/h)

I=

K= 729.14m= 0.428n= 0.750

Duración (t) Período de Retorno (T) en años

(minutos) 20 50 100

10 467.07 691.15 929.64

20 277.75 411.01 552.83

30 204.94 303.25 407.90

40 165.17 244.41 328.75

50 139.72 206.75 278.10

60 121.87 180.34 242.56

70 108.57 160.65 216.08

80 98.22 145.34 195.50

90 89.92 133.06 178.97

100 83.09 122.95 165.38

110 77.36 114.47 153.97

120 72.47 107.24 144.24

K T m

tn

10 100 1000

10

100

1000

Figura N°2: Curva Intensidad-Duración-FrecuenciaEstación Puerto Bermúdez

20 50 100

Duración en minutos

Inte

nsi

dad

(m

m/h

ora

)

Cuadro N°10: Puente Quirishari.- Caudales máximos

Ubicación Nombre Area Desnivel Longitud Pendiente Tiempo de Tiempo de Tiempo de Tiempo Caudal Altura de Lluvia Caudaldel cauce concentración retraso pico base Unitario qp lluvia efectiva Máximo

A (km2) H (m.) L (m.) S (m/m) tc (horas) tr (horas) tp (horas) tb (horas) (m3/s/mm) P (cm) Pe(mm) (m3/s)

1 19+750 Quirishari 15.9 640 15,200 0.04200 1.83 1.50 2.85 7.61 1.16 20.98 77.28 89.65

Cálculo de la lluvia efectiva Pe.-Método de los Números de Escurrimiento

US.Soil Conservation Service

Suelos textura tipo B

Cobertura: % Numero

Bosques espeso 70% 52

Pastizales, pendientes <1 20% 61

Cultivos en terrazas, pendiente <1 10% 71

Número promedio (N): 55.7

Sib correción 55.7

Para T=50 años:

(mm)

Para cuencas grandes: Para cuencas pequeñas:

P=64.84 t0.250

Syntetic Unit Hidrographby Mockus, VictorUS. SCS.

de

de/2

tbtp

Pe=[P−

508N

+5 . 08]2

P+2032N

−20 . 32

t p=√ t c+t r t p=tc2

+t r

Cuadro N°11: Niveles máximos del agua en el río Quirishiari: Sin puente

EstaciónProgresiva NAME E.G. Slope V Area Ancho

Km. msnm (m/m) (m/s) (m2) (m)68 0+000 261.61 0.001270 1.55 64.13 31.65

67 0+010 261.64 0.000610 1.21 94.41 45.65

66 0+020 261.62 0.000688 1.26 83.10 40.08

65 0+030 261.57 0.000973 1.51 67.82 32.85

64 0+040 261.57 0.000923 1.48 69.32 33.52

63 0+050 261.57 0.000799 1.30 76.56 36.40

62 0+060 261.57 0.000717 1.22 79.86 36.83

61 0+070 261.55 0.000844 1.33 73.16 35.94

60 0+080 261.55 0.000891 1.28 78.01 47.20

59 0+090 261.52 0.001136 1.38 70.01 39.03

58 0+100 261.49 0.001364 1.54 65.63 38.60

57 0+110 261.50 0.000932 1.27 76.70 37.20

56 0+120 261.45 0.001233 1.52 64.86 33.70

55 0+130 261.47 0.000795 1.26 79.31 35.60

54 0+140 261.47 0.000710 1.19 84.80 35.87

53 0+150 261.35 0.001860 1.82 53.08 31.17

52 0+160 261.40 0.000931 1.29 78.36 38.46

51 0+170 261.39 0.000861 1.26 77.75 41.04

50 0+180 261.39 0.000702 1.14 88.91 42.10

49 0+190 261.33 0.001249 1.49 69.13 36.67

48 0+200 261.29 0.001806 1.58 58.13 31.11

47 0+210 261.29 0.001260 1.43 63.85 31.04

46 0+220 261.25 0.001771 1.60 58.32 29.47

45 0+230 261.27 0.000921 1.23 74.67 35.08

44 0+240 261.21 0.001519 1.55 58.17 23.51

43 0+250 261.21 0.000984 1.43 64.54 24.11

42 0+260 261.20 0.001351 1.42 64.33 31.72

41 0+270 261.23 0.000627 1.03 87.49 32.26

40 0+280 261.16 0.001112 1.46 65.48 33.17

39 0+290 261.15 0.001333 1.50 64.56 31.45

38 0+300 261.11 0.001996 1.59 56.75 25.75

37 0+310 261.12 0.001069 1.36 69.80 31.55

36 0+320 261.10 0.001257 1.45 65.39 30.86

35 0+330 261.08 0.001535 1.44 63.05 30.71

34 0+340 261.06 0.001176 1.48 66.62 37.78

33 0+350 261.10 0.000574 1.06 95.89 47.15

32 0+360 261.08 0.000900 1.19 84.93 46.60

31 0+370 261.08 0.000572 1.12 103.02 50.00

30 0+380 260.92 0.002579 1.89 47.66 19.23

29 0+390 260.91 0.001652 1.82 50.05 16.59

28 0+400 260.95 0.001062 1.45 73.75 47.52

27 0+410 260.95 0.000849 1.31 82.19 46.40

26 0+420 260.95 0.000657 1.23 89.01 50.00

25 0+430 260.94 0.000674 1.18 85.67 50.00

24 0+440 260.94 0.000574 1.06 87.71 40.89

23 0+450 260.94 0.000564 1.10 87.74 36.40

22 0+460 260.90 0.000866 1.35 74.54 36.74

21 0+470 260.90 0.000809 1.23 77.14 39.94

Cuadro N°11: Niveles máximos del agua en el río Quirishiari: Sin puente

EstaciónProgresiva NAME E.G. Slope V Area Ancho

Km. msnm (m/m) (m/s) (m2) (m)20 0+480 260.89 0.000800 1.29 79.19 36.59

19 0+490 260.89 0.000701 1.23 92.63 50.00

18 0+500 260.89 0.000703 1.05 88.08 46.22

17 0+510 260.83 0.000974 1.41 66.50 29.78

16 0+520 260.75 0.002259 1.79 50.61 22.53

15 0+530 260.77 0.001205 1.42 63.72 25.25

14 0+540 260.77 0.000971 1.36 69.74 27.45

13 0+550 260.75 0.001189 1.42 65.26 30.25

12 0+560 260.72 0.001630 1.53 59.10 29.30

11 0+570 260.72 0.001067 1.44 70.22 36.64

10 0+580 260.66 0.001469 1.66 57.42 24.80

9 0+590 260.69 0.000940 1.38 76.96 44.20

8 0+600 260.66 0.001556 1.43 68.04 40.50

7 0+610 260.64 0.001436 1.47 66.65 36.67

6 0+620 260.61 0.001688 1.60 63.41 36.87

5 0+630 260.61 0.001267 1.48 69.30 35.25

4 0+640 260.61 0.000937 1.40 74.09 34.58

3 0+650 260.60 0.000850 1.36 77.85 38.01

2 0+660 260.58 0.001157 1.40 72.34 38.08

1 0+670 260.56 0.001077 1.47 71.32 36.67

Cuadro 12: Niveles máximos del agua en el río Quirishari: con puente

EstaciónProgresiva NAME E.G. Slope V Area Ancho

Km. msnm (m/m) (m/s) (m2) (m)68 0+000 261.57 0.001334 1.58 62.94 31.43

67 0+010 261.60 0.000636 1.23 92.75 45.05

66 0+020 261.58 0.000720 1.28 81.60 39.78

65 0+030 261.53 0.001016 1.53 66.55 32.36

64 0+040 261.53 0.000963 1.50 68.02 32.81

63 0+050 261.54 0.000836 1.32 75.16 35.23

62 0+060 261.53 0.000751 1.24 78.44 35.89

61 0+070 261.51 0.000885 1.35 71.72 35.81

60 0+080 261.50 0.000943 1.31 76.07 46.87

59 0+090 261.48 0.001205 1.41 68.37 38.66

58 0+100 261.44 0.001456 1.57 63.90 38.51

57 0+110 261.46 0.000988 1.29 75.08 36.79

56 0+120 261.40 0.001308 1.55 63.31 33.23

55 0+130 261.42 0.000838 1.28 77.68 35.32

54 0+140 261.42 0.000750 1.21 83.16 35.80

53 0+150 261.29 0.001993 1.87 51.44 30.60

52 0+160 261.35 0.000999 1.32 76.41 38.18

51 0+170 261.33 0.000923 1.29 75.65 40.75

50 0+180 261.34 0.000753 1.17 86.75 42.05

49 0+190 261.28 0.001347 1.54 67.08 36.64

48 0+200 261.23 0.001950 1.62 56.38 30.21

47 0+210 261.24 0.001350 1.47 62.10 30.55

46 0+220 261.19 0.001932 1.64 56.54 28.81

45 0+230 261.21 0.000997 1.26 72.60 34.31

44 0+240 261.15 0.001643 1.59 56.73 22.64

43 0+250 261.15 0.001053 1.46 63.04 23.66

42 0+260 261.14 0.001477 1.45 62.37 28.65

41 0+270 261.17 0.000666 1.05 85.47 31.81

40 0+280 261.10 0.001205 1.50 63.40 28.63

39 0+290 261.08 0.001460 1.55 62.39 30.83

38 0+300 261.04 0.002206 1.64 54.88 25.33

37 0+310 261.05 0.001178 1.41 67.52 31.12

36 0+320 261.02 0.001394 1.50 63.08 30.31

35 0+330 261.00 0.001726 1.49 60.69 30.18

34 0+340 260.99 0.001304 1.54 63.62 36.84

33 0+350 261.02 0.000632 1.10 92.30 45.53

32 0+360 261.00 0.001018 1.24 81.19 46.10

31 0+370 261.02 0.000278 0.75 120.15 35.60

30 0+380 261.01 0.000333 0.79 113.43 35.02

29 0+390 261.01 0.000311 0.78 115.67 35.07

28 0+400 261.01 0.000287 0.76 119.09 35.18

27 0+410 260.95 0.000849 1.31 82.19 46.40

26 0+420 260.95 0.000657 1.23 89.01 50.00

25 0+430 260.94 0.000674 1.18 85.67 50.00

24 0+440 260.94 0.000574 1.06 87.71 40.89

23 0+450 260.94 0.000564 1.10 87.74 36.40

22 0+460 260.90 0.000866 1.35 74.54 36.74

21 0+470 260.90 0.000809 1.23 77.14 39.94

20 0+480 260.89 0.000800 1.29 79.19 36.59

19 0+490 260.89 0.000701 1.23 92.63 50.00

18 0+500 260.89 0.000703 1.05 88.08 46.22

Cuadro 12: Niveles máximos del agua en el río Quirishari: con puente

EstaciónProgresiva NAME E.G. Slope V Area Ancho

Km. msnm (m/m) (m/s) (m2) (m)17 0+510 260.83 0.000974 1.41 66.50 29.78

16 0+520 260.75 0.002259 1.79 50.61 22.53

15 0+530 260.77 0.001205 1.42 63.72 25.25

14 0+540 260.77 0.000971 1.36 69.74 27.45

13 0+550 260.75 0.001189 1.42 65.26 30.25

12 0+560 260.72 0.001630 1.53 59.10 29.30

11 0+570 260.72 0.001067 1.44 70.22 36.64

10 0+580 260.66 0.001469 1.66 57.42 24.80

9 0+590 260.69 0.000940 1.38 76.96 44.20

8 0+600 260.66 0.001556 1.43 68.04 40.50

7 0+610 260.64 0.001436 1.47 66.65 36.67

6 0+620 260.61 0.001688 1.60 63.41 36.87

5 0+630 260.61 0.001267 1.48 69.30 35.25

4 0+640 260.61 0.000937 1.40 74.09 34.58

3 0+650 260.60 0.000850 1.36 77.85 38.01

2 0+660 260.58 0.001157 1.40 72.34 38.08

1 0+670 260.56 0.001077 1.47 71.32 36.67

Cuadro N°13: Socavación del río Quirishari en la zona del puente

U= 1 1.2 Kg/m3

b= 1 X= 0.39

EstaciónQ max C.Fondo Elev Agua do V Area Be dm a ds S=ds-do

(m3/s) (m) (m) (m) (m/s) (m2) (m) (m) (m) (m)

0+370 90 256.95 261.02 4.07 0.75 120.15 35.60 3.38 0.33 3.37 0.00

0+380 90 257.07 261.01 3.94 0.79 113.43 35.02 3.24 0.36 3.46 0.00

0+390 90 257.15 261.01 3.86 0.78 115.67 35.07 3.30 0.35 3.30 0.00

0+400 90 256.91 261.01 4.10 0.76 119.09 35.18 3.39 0.34 3.48 0.00

γS=