AO 1950 1951 1952 1953 1954 1955 1956 1957 1958 1959 1960 1961 1962 1963 1964 1965 1966 1967 1968 1969 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980 1981 1982 1983 1984 1985 1986 1987 1988 1989 1990 1991 1992 1993 1994 1995 1996 1997 1998

ENERO0 0 1.7 0 0.4 3.1 0 0 8.9 0 1 0 0 0 0 0 0 1.8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

FEBRERO0 0 22.5 122.9 12.3 3.5 9.2 16.5 42.2 28.5 10.1 9.2 8.1 0 0 0 0.8 18.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

MARZO2.2 1.5 38.1 310 9.5 18.8 79.7 105 107.8 88.5 18.3 15.4 22.8 3.4 0 183 11.8 17.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

ABRIL1.2 8 22.6 299.3 6 37 22.9 209.8 49.2 110.3 8 21.6 11.7 4.4 3.5 220 2.5 2.3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

MAYO0 3.2 6.9 55.6 2 6 9.7 50.1 27.4 30.2 2.9 4.4 3.8 0.4 0.6 47.5 1.6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

JUNIO0 0.7 2.9 20.4 0.8 3.5 4.8 12.3 10.1 6.6 0.8 0.9 0.7 0 0 7.2 0.6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

1999 2000 2001 2002 2003

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0.31

5.63

19.13

19.26

4.67

1.34

METODO DE GUMBEL

Clculo del promedio de caudales Q m :Qm= 149.43

Clculo de la desviacin estndar de los caudales Q :Q = 73.22

Clculo de los coeficientes N, YN:N = 1.06283 YN = 0.52355

Obtencin de la ecuacin del caudal mximo:Qmax = 149.43 68.8940622 0.52355 (- lnt)

Clculo del caudal mximo para diferentes T :T= T= 40 Qmax= 100 Qmax= 367.50 430.63

Clculo de :Para T=50 aos = Para T=100 aos = 0.975 0.99

Clculo del intervalo de confianza: Como > 0.90 entonces el intervalo se calcula con la sgt. formula:Q= +78.54

Clculo del caudal de diseo:Qd=Qmax+-Q Para T=50 aosQd= Para T=100 aos Qd= 446.04 509.17

JULIO0 0.4 0 11.8 0.5 1.4 2.3 5.7 3.3 2.4 0.5 0.5 0.2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

AGOSTO0 0 0 6 0.2 0.5 1 3.6 1.7 2 0.1 0.1 0.1 0 0 0.8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

SEPTIEMBRE0 0 0 2.9 0 0.2 0 1.2 0.6 0.8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

OCTUBRE0 0 0 2.4 0 0.1 0 0.4 0.5 0.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

NOVIEMBRE0 0 0 1.8 0 0 0 0.4 0.3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

DICIEMBRE0 0 0 1.8 0 0 0 0.2 0.1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0.28 1.15 7.89 69.58 2.64 6.18 10.80 33.77 21.01 22.48 3.48 4.34 3.95 0.68 0.34 38.38 1.44 3.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0.57

0.30

0.11

0.07

0.05

0.04

0.00 0.00 0.00 0.00 0.00 4.29

calcula con la sgt. formula:

N

20.00

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

1950 1951 1952 1953 1954 1955 1956 1957 1958 1959 1960 1961 1962 1963 1964 1965 1966 1967 1968 1969 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980 1981 1982 1983 1984 1985 1986 1987 1988 1989 1990 1991 1992 1993 1994 1995 1996 1997 1998

Q 330.92 228.5 224.93 218.21 191.76 189.97 182.93 172.67 161.59 167.34 150.07 148.62 133.56 88.94 81.20 77.5 76.2 71.4 54.78 37.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Q(ordenado) Q2 330.92 109508.046 228.5 52212.25 224.93 50593.5049 218.21 47615.6041 191.76 36771.8976 189.97 36088.6009 182.93 33463.3849 172.67 29814.9289 161.59 26111.3281 167.34 28002.6756 150.07 22521.0049 148.62 22087.9044 133.56 17838.2736 88.94 7910.3236 81.20 6593.44 77.5 6006.25 76.2 5806.44 71.4 5097.96 54.78 3000.8484 37.49 1405.5001 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0

levi 5795.74043 2730.90264 2644.62884 2485.98761 1909.23545 1872.94993 1733.61738 1540.19857 1344.16627 1444.23291 1154.49286 1131.64069 907.800731 389.266854 321.335477 291.161281 280.912647 244.662167 138.484524 59.877381 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

0 0 0 0 0

1999 2000 2001 2002 2003

0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00

2988.58 Qm= 149.429 METODO DE NASH

0 0 0 0 0 548450.166

1 1 1 1 1 28455.2946

Clculo del promedio de caudales Q m :Qm= Xm=

149.43 -0.59

Clculo de los parmetros a y b :b= a= -150.92 60.45

Clculo del caudal mximo:Qmax = 60.45 -150.92

40aos T=100aos

Qmax= Qmax=

356.07 416.63

Clculo de las desviaciones estndar y covarianza:Sxx= Sqq= Sxq= 85.22 2037392.91 -12861.889 Xi=loglog(T/T-1) T=50aos T=100aos T=50 T=100 X= X= Qd= Qd= -1.96 -2.36 395.350455 459.744569 39.28 43.12 Q= Q=

levi 441228.3303 142711.6166 136002.5639 123950.5444 83423.65928 81056.76202 72182.16091 60445.65286 49280.99746 54885.2766 39227.16087 38068.24317 27351.79243 7680.175378 5760.205994 4968.215567 4708.222061 3826.927443 1629.678224 463.3340257 0 0 0 0 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1

T 21 10.5 7 5.25 4.2 3.5 3 2.625 2.33333333 2.1 1.90909091 1.75 1.61538462 1.5 1.4 1.3125 1.23529412 1.16666667 1.10526316 1.05 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

T/T+1 1.05 1.10526316 1.16666667 1.23529412 1.3125 1.4 1.5 1.61538462 1.75 1.90909091 2.1 2.33333333 2.625 3 3.5 4.2 5.25 7 10.5 21 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

X -1.67388341 -1.36185338 -1.17427024 -1.0372975 -0.92775263 -0.83526645 -0.7542622 -0.68136089 -0.61432573 -0.55156174 -0.49184846 -0.43417958 -0.37765197 -0.32137124 -0.26434678 -0.20533821 -0.14257142 -0.07309291 0.00910626 0.12130349 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

QxX -553.921498 -311.183498 -264.128606 -226.348688 -177.905845 -158.675568 -137.977184 -117.650585 -99.2688948 -92.2983421 -73.811698 -64.527769 -50.4391971 -28.5827577 -21.4649587 -15.9137111 -10.8639425 -5.21883345 0.49884066 4.54766785 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Q2 109508.05 52212.25 50593.50 47615.60 36771.90 36088.60 33463.38 29814.93 26111.33 28002.68 22521.00 22087.90 17838.27 7910.32 6593.44 6006.25 5806.44 5097.96 3000.85 1405.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

X2 2.80188567 1.85464464 1.37891061 1.07598611 0.86072495 0.69767005 0.56891147 0.46425266 0.3773961 0.30422036 0.2419149 0.18851191 0.14262101 0.10327947 0.06987922 0.04216378 0.02032661 0.00534257 8.2924E-05 0.01471454 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

-1 -1 -1 -1 -1 1378821.519

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 -11.791825 -2405.13507

0.00 0.00 0.00 0.00 0.00 548450.166

0 0 0 0 0 11.2134395

METODO DE LEBEDIEV

Clculo del promedio de caudales Q m :Qm= 149.43

Clculos previos()2 ()3 28455.29 1378821.52

Clculo del coeficiente de variacin C vCv 37.72

Determinacin del coeficiente de asimetra Cs

Cs

1.28

Considerando que la avenida es producida por una tormenta Cs=3xCv Cs=max 113.16 113.16

Obtencin del coeficiente K : Para el perodo de retorno de 50 aos, el valor de P es: P=1/T2.5 %

Para el perodo de retorno de 100 aos, el valor de P es:P=1/T 1%

Clculo de Er De la figura 6.3:Cv= Cv= 37.72 37.72 Er= Er= 2.25 2.35

Clculo del caudal mximo: Para T = 50 aos de la ecuacin (6.39), se tiene:Qmax= 12831.32

Para T = 100 aos, se tiene:Qmax= 13394.96

Clculo del intervalo de confianza Para N = 54 aos se puede tomar A = 0.7 Para T = 50 aos, se tiene:Q= 4717.45 Para T = 100 aos, se tiene: 4927.11 A= 0.7

Q=

Clculo del caudal de diseo Para T = 50 aos: Para T = 100 aos:

18112.40 Qd= 18322.07 Qd=

U G h h^3/2 2g^1/2 Longitud L1 L2 Long total q d Y

0.5 9.81 0.4 0.25298221 4.42944692 66.9301464 1.5 1.5 69.9301464 0.37352376 0.90838289 0.3641214

Q

25