ESTUDIO HIDRLOGICO DRENAJE Canal Trapezoidal Acomodado

PRECIPITACIONES MAXIMAS

AÑO PMAX 24H1983 30.001984 36.001985 59.201986 36.601987 39.101988 39.391989 38.101990 78.501991 38.701992 45.90

para el calculo de las precipitaciones maximas se trabajo con la estacion de jaen, las demas estaciones nos sirvieron para completar los

datos faltantes, las precipitaciones se muestran a continuacion

0102030405060708090

TIEMPO (años)

PREC

IPIT

ACIO

NES

MAX

IMAS

DIA

RIAS

MEN

SUAL

ES

ANALISIS CON DISTRIBUCION NORMAL AÑO PRECIPITACION P ORDENADOS F(x) f(x)1983 30.000 78.500 0.992 0.0021984 36.000 59.200 0.853 0.0161985 59.200 45.900 0.549 0.0281986 36.600 39.390 0.370 0.0261987 39.100 39.100 0.362 0.0261988 39.390 38.700 0.352 0.0261989 38.100 38.100 0.336 0.0251990 78.500 36.600 0.299 0.0241991 38.700 36.000 0.285 0.0241992 45.900 30.000 0.162 0.017

MEDIA 44.15DESV.EST. 14.33N 10

Media 44.15 44.15 0.46 0.0214153Des.Est 14.33 14.33 0.27 0.0080042Coef.As 1.87 1.87 1.32 -2.0014385

Pexc. Tr valor Z y=x+z*desv.est0.500 2 0.37 49.450.200 5 0.84 56.210.100 10 1.28 62.510.050 20 1.64 67.720.040 25 1.75 69.230.020 50 2.05 73.570.010 100 2.33 77.48

0 10 20 30 40 50 60 70 80 90 -

0.00500

0.01000

0.01500

0.02000

0.02500

0.03000 HISTOGRAMA

ANALISIS CON DISTRIBUCION LOG - NORMAL DE 2 PARAMETROSAÑO P P ORDENADOS y = ln (x) F(x) f(x)

1983 30.000 78.500 4.363 0.986 0.1261984 36.000 59.200 4.081 0.883 0.7041985 59.200 45.900 3.826 0.610 1.3791986 36.600 39.390 3.674 0.393 1.3821987 39.100 39.100 3.666 0.383 1.3711988 39.390 38.700 3.656 0.369 1.3551989 38.100 38.100 3.640 0.348 1.3281990 78.500 36.600 3.600 0.296 1.2421991 38.700 36.000 3.584 0.276 1.2011992 45.900 30.000 3.401 0.106 0.656

media 44.15 3.75desv.stand 14.33 0.28coef.asim 1.87 1.39

Pexc. Tr x=LN I0.500 2 42.480.200 5 53.690.100 10 60.690.050 20 67.140.040 25 69.150.020 50 75.230.010 100 81.16

MEDIA 44.15 MEDIA 3.749DESV.EST. 14.33 DESV.EST. 0.278N 10 C.ASIMETRIA 1.389

0 10 20 30 40 50 60 70 80 90 -

0.20

0.40

0.60

0.80

1.00

1.20

1.40

1.60 HISTOGRAMA DE LOS X

x (presipitaciones)

0 1 2 3 4 5 -

0.20

0.40

0.60

0.80

1.00

1.20

1.40

1.60 HISTOGRAMA DE LOS Y

y = ln x

ANALISIS CON DISTRIBUCION LOG - NORMAL DE 3 PARAMETROSAÑO P P ORDENADOS y = ln (x-a) F(x) f(x)1983 30.000 78.500 5.342 0.991 0.3271984 36.000 59.200 5.245 0.864 2.8031985 59.200 45.900 5.173 0.565 5.0651986 36.600 39.390 5.135 0.375 4.8791987 39.100 39.100 5.133 0.366 4.8441988 39.390 38.700 5.131 0.355 4.7921989 38.100 38.100 5.128 0.338 4.7061990 78.500 36.600 5.119 0.297 4.4561991 38.700 36.000 5.115 0.281 4.3431992 45.900 30.000 5.078 0.147 2.955

MEDIA 5.1600 MEDIA X 44.15 DESV.EST. 0.0777 DESV.EST. 14.33 a (130.50)

-130.5C.ASIM 1.745

media 44.15 5.16desv.stand 14.33 0.08coef.asimet. 1.87 1.74a -130.00

Pexc. Tr e^x+a=I 5' x=LN (I-a)0.500 2 44.16 5.160.200 5 55.93 5.230.100 10 62.39 5.260.050 20 67.90 5.290.040 25 69.54 5.300.020 50 74.29 5.320.010 100 78.66 5.34

5.05 5.10 5.15 5.20 5.25 5.30 5.35 5.40 -

1.00

2.00

3.00

4.00

5.00

6.00

LN3; C.A.=0.027

ANALISIS CON DISTRIBUCION GUMBELVar. Reducida

AÑO P P ORDENADOS y = (x - u)/a Tr1983 30.00 78.500 2.772 16.491984 36.00 59.200 1.493 4.971985 59.20 45.900 0.611 2.391986 36.60 39.390 0.180 1.771987 39.10 39.100 0.161 1.741988 39.39 38.700 0.134 1.721989 38.10 38.100 0.094 1.671990 78.50 36.600 -0.005 1.581991 38.70 36.000 -0.045 1.541992 45.90 30.000 -0.443 1.27

MEDIA 44.15 0.4952 DES. ESTA 14.33 0.9496

N 10Yn= 0.4952Sn= 0.9496

a= 15.09 u= 36.68

Tr Pexc.(1/Tr) Pno exc. ln(1-1/Tr) e(-y) y=-(LN(e(-y))) x=u+a*y2 0.500 0.500 -0.693 0.693 0.367 42.2075 0.200 0.800 -0.223 0.223 1.500 59.30910 0.100 0.900 -0.105 0.105 2.250 70.63220 0.050 0.950 -0.051 0.051 2.970 81.49325 0.040 0.960 -0.041 0.041 3.199 84.93850 0.020 0.980 -0.020 0.020 3.902 95.551100 0.010 0.990 -0.010 0.010 4.600 106.086

1.00 10.00 100.000

10

20

30

40

50

60

70

80

90

f(x) = 18.3226918971396 ln(x) + 28.4256663110442R² = 0.992161434265854

Tr (AÑOS)

Q (m3/

s))

VALORES GUMBELMedia reducida Yn

n 0 1 2 3 4 5 6 7 810 0.4952 0.4996 0.5035 0.5070 0.5100 0.5128 0.5157 0.5181 0.520220 0.5230 0.5252 0.5268 0.5283 0.5296 0.5309 0.5320 0.5332 0.534330 0.5362 0.5371 0.5380 0.5388 0.5396 0.5402 0.5410 0.5418 0.542440 0.5436 0.5442 0.5448 0.5453 0.5458 0.5463 0.5468 0.5473 0.547750 0.5485 0.5489 0.5493 0.5497 0.5501 0.5504 0.5508 0.5511 0.551560 0.5521 0.5524 0.5527 0.5530 0.5533 0.5535 0.5538 0.5540 0.554370 0.5548 0.5550 0.5552 0.5555 0.5557 0.5559 0.5561 0.5563 0.556580 0.5569 0.5570 0.5572 0.5574 0.5576 0.5578 0.5580 0.5581 0.558390 0.5586 0.5587 0.5589 0.5591 0.5592 0.5593 0.5595 0.5596 0.5598100 0.5600

Desviación tipica reducida Sn

n 0 1 2 3 4 5 6 7 810 0.9496 0.9676 0.9833 0.9971 1.0095 1.0206 1.0316 1.0411 1.049320 1.0628 1.0696 1.0754 1.0811 1.0864 1.0915 1.0961 1.1004 1.104730 1.1124 1.1159 1.1193 1.2260 1.1255 1.1285 1.1313 1.1339 1.136340 1.1413 1.1430 1.1458 1.1480 1.1499 1.1519 1.1538 1.1557 1.157450 1.1607 1.1623 1.1638 1.1658 1.1667 1.1681 1.1696 1.1708 1.172160 1.1747 1.1759 1.1770 1.1782 1.1793 1.1803 1.1814 1.1824 1.183470 1.1854 1.1863 1.1873 1.1881 1.1890 1.1898 1.1906 1.1915 1.192380 1.1938 1.1945 1.1953 1.1959 1.1967 1.1973 1.1980 1.1987 1.199490 1.2007 1.2013 1.2020 1.2026 1.2032 1.2038 1.2044 1.2049 1.2055100 1.2065

90.52200.53530.54300.54810.55180.55450.55670.55850.5599

91.05651.10861.38801.15901.17341.18441.19301.20011.2060

Probabilidad de excedencia F(x) Diferencia Delta DDATOS Empírica Normal LN2 LN3 Gumbel Normal LN2 LN3 Gumbel1 0.0909 0.0083 0.0137 0.0095 0.0606 0.0827 0.0772 0.0814 0.03032 0.1818 0.1468 0.1165 0.1356 0.2013 0.0351 0.0653 0.0462 0.01953 0.2727 0.4514 0.3905 0.4346 0.4188 0.1786 0.1178 0.1619 0.14614 0.3636 0.6301 0.6070 0.6253 0.5663 0.2665 0.2434 0.2616 0.20275 0.4545 0.6377 0.6172 0.6336 0.5733 0.1832 0.1627 0.1790 0.11876 0.5455 0.6481 0.6312 0.6449 0.5829 0.1027 0.0858 0.0995 0.03757 0.6364 0.6636 0.6522 0.6618 0.5975 0.0272 0.0158 0.0254 0.03898 0.7273 0.7009 0.7039 0.7028 0.6340 0.0264 0.0234 0.0245 0.09339 0.8182 0.7152 0.7241 0.7186 0.6486 0.1029 0.0941 0.0996 0.169610 0.9091 0.8383 0.8944 0.8534 0.7892 0.0708 0.0147 0.0557 0.1199

0.26648 0.24340 0.26162 0.20268Aceptada Aceptada Aceptada Aceptada

0.4301

como todas las estaciones son menores a 0.4301 se obtara por tomar la menor de todas ellas, entonces se opto por tomar 0.20268 que es la distribucion de GUMBEL

como todas las estaciones son menores a 0.4301 se obtara por tomar la menor de todas

CURVAS IDF: Se determinara con la ecuacion de GRUNSKY, la cual se muestra a continuacion

id=i24 (24/d)^0.5 id: Intensidad de lluvia sin considerar el tiempo de retornoFormula de GRUNSKY Donde:

d : duración del aguacero en horas.

DETERMINACION DE LAS CURVAS IDF

AñoIntensidad Historica (mm/hr)

I24 Duración de Lluvia, en minutos(mm) (mm/hr) 5 10 15 20 25 30

1983 30.00 1.25 21.21 15.00 12.25 10.61 9.49 8.661984 36.00 1.50 25.46 18.00 14.70 12.73 11.38 10.391985 59.20 2.47 41.86 29.60 24.17 20.93 18.72 17.091986 36.60 1.53 25.88 18.30 14.94 12.94 11.57 10.571987 39.10 1.63 27.65 19.55 15.96 13.82 12.36 11.291988 39.39 1.64 27.85 19.70 16.08 13.93 12.46 11.371989 38.10 1.59 26.94 19.05 15.55 13.47 12.05 11.001990 78.50 3.27 55.51 39.25 32.05 27.75 24.82 22.661991 38.70 1.61 27.37 19.35 15.80 13.68 12.24 11.171992 45.90 1.91 32.46 22.95 18.74 16.23 14.51 13.25

Promedio 31.22 22.07 18.02 15.61 13.96 12.74Desv. Stand. 10.13 7.16 5.85 5.07 4.53 4.14n° datos 10.00 10.00 10.00 10.00 10.00 10.00

yn 0.4952 0.4952 0.4952 0.4952 0.4952 0.4952Sn 0.9496 0.9496 0.9496 0.9496 0.9496 0.9496a 10.6691 7.5442 6.1598 5.3345 4.7714 4.3556u 25.9347 18.3386 14.9734 12.9674 11.5984 10.5878

Tr Duración de la lluvia en minutostr años 5.00 10.00 15.00 20.00 25.00 30.00

2 29.85 21.10 17.23 14.92 13.35 12.185 41.94 29.65 24.21 20.97 18.76 17.1210 49.94 35.32 28.84 24.97 22.34 20.3915 54.46 38.51 31.44 27.23 24.36 22.2320 57.62 40.75 33.27 28.81 25.77 23.5230 62.04 43.87 35.82 31.02 27.75 25.3350 67.56 47.78 39.01 33.78 30.22 27.5875 71.93 50.86 41.53 35.96 32.17 29.36

i24 : Intensidad de lluvia sin considerar el tiempo de retorno

Pmáx. 24 hr.

100 75.01 53.04 43.31 37.51 33.55 30.62

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0

21.0

22.0

23.0

24.0

25.0

26.0

27.0

28.0

29.0

30.0

31.0

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

f(x) = 128.851143290883 x^-0.5

DIAGRAMA (I.D.F)

tr=2

tr=5

tr=10

tr=15

tr=20

Power (tr=20)

tr=30

tr=50

tr=75

tr=100

TC(Min)

Intens

idad(m

m/h)

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0

21.0

22.0

23.0

24.0

25.0

26.0

27.0

28.0

29.0

30.0

31.0

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

f(x) = 128.851143290883 x^-0.5

DIAGRAMA (I.D.F)

tr=2

tr=5

tr=10

tr=15

tr=20

Power (tr=20)

tr=30

tr=50

tr=75

tr=100

TC(Min)

Intensid

ad(mm/

h)

Tr P(mm)1.0 2.0 3.0 4.0 5.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0

0.25 0.31 0.38 0.44 0.50 0.56 0.64 0.73 0.79 0.83 0.87 0.90 0.93 0.97 1.002.00 42.207 10.55 6.54 5.35 4.64 4.22 3.94 3.38 3.08 2.78 2.50 2.30 2.11 1.96 1.86 1.765.00 59.309 14.83 9.19 7.51 6.52 5.93 5.54 4.74 4.33 3.90 3.52 3.22 2.97 2.76 2.61 2.47

10.00 70.632 17.66 10.95 8.95 7.77 7.06 6.59 5.65 5.16 4.65 4.19 3.84 3.53 3.28 3.11 2.9420.00 81.493 20.37 12.63 10.32 8.96 8.15 7.61 6.52 5.95 5.36 4.83 4.43 4.07 3.79 3.59 3.4025.00 84.938 21.23 13.17 10.76 9.34 8.49 7.93 6.80 6.20 5.59 5.04 4.62 4.25 3.95 3.74 3.5450.00 95.551 23.89 14.81 12.10 10.51 9.56 8.92 7.64 6.98 6.29 5.66 5.20 4.78 4.44 4.21 3.98

100.00 106.086 26.52 16.44 13.44 11.67 10.61 9.90 8.49 7.74 6.98 6.29 5.77 5.30 4.93 4.68 4.42

0.0 10.0 20.0 30.0 40.0 50.0 60.00.00

5.00

10.00

15.00

20.00

25.00

30.00CURVAS IDF PARA CARRETERA SALLIQUE-PIQUIJACA

Tr=2 años

Tr=5 años

Tr=10 años

Tr=20 años

Tr=25 años

Tr=50 años

Tr=100 años

Tc(horas)

INTE

NSI

DAD

(mm

/hr)

48.0

1.32

1.161.631.942.242.342.63

2.92

0.0 10.0 20.0 30.0 40.0 50.0 60.00.00

5.00

10.00

15.00

20.00

25.00

30.00CURVAS IDF PARA CARRETERA SALLIQUE-PIQUIJACA

Tr=2 años

Tr=5 años

Tr=10 años

Tr=20 años

Tr=25 años

Tr=50 años

Tr=100 años

Tc(horas)

INTE

NSI

DAD

(mm

/hr)

SECCION DE LA CUNETA MAYOR

Se diseñara un canal de maxima eficiencia hidraulicaDatos:S= 0.048S= 0.064n= 0.016Z= 30H= 0.330 mT= 1.167 mBH = 0.15 m 1B= 0.467 m

Z

CALCULO DEL CAUDAL POR MANNING:

CALCULO DE AREA HIDRAULICA

A= 0.283 m2

CALCULO DE RADIO HIDRAULICO

R= 0.202 m

Por lo tanto el caudal es que podra soportar esta seccion sera de:

Q= 1.5404 m3/s ok

Q= A∗R2 /3∗S1/2

n

A=√3∗Y 2

R=Y2

Por lo tanto el caudal es que podra soportar esta seccion sera de: