HIDROLOGIA Quebrada Uchuymarca

7/23/2019 HIDROLOGIA Quebrada Uchuymarca

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Estacin: TELLERIA

Parmetro: Precipitacion maxima en 24 horas (mm)

Ao ENE FEB MAR ABR MAY

1965 111.7 124.6 92.3 46.5 15.61966 92.6 99.8 74.9 37.8 13.31967 99.7 107.5 81.0 40.8 13.61968 113.9 121.4 90.2 46.7 14.81969 73.6 79.3 58.5 30.5 9.61970 98.4 105.6 78.0 39.9 13.01971 62.1 67.4 50.2 25.3 8.21972 69.0 97.8 73.8 37.5 12.21973 163.1 149.2 121.4 37.5 2.61974 54.2 108.7 67.5 23.1 3.01975 96.3 101.2 80.5 21.5 15.8

1976 115.4 46.6 63.8 23.7 1.61977 59.4 70.0 73.1 64.0 43.91978 155.7 121.6 129.0 17.0 2.01979 47.5 86.5 253.0 152.0 1.01980 32.0 36.0 246.0 2.0 0.01981 138.9 128.4 238.0 191.0 36.01982 111.0 108.0 118.0 11.0 0.01983 69.6 49.2 275.0 128.0 0.01984 129.4 173.0 235.0 1.0 93.01985 53.6 92.7 194.0 0.0 33.01986 117.3 141.1 134.0 183.0 2.01987 131.8 58.0 39.0 0.0 0.01988 117.8 93.9 154.0 266.0 0.01989 109.7 93.8 104.0 145.0 30.01990 89.2 99.6 120.0 22.0 6.01991 89.6 100.5 87.0 10.0 21.01992 69.0 86.7 45.0 82.0 12.01993 99.5 52.2 424.0 3.0 0.01994 152.3 128.9 167.0 0.0 0.01995 76.5 101.1 164.0 39.0 4.01996 68.2 131.2 365.0 16.0 0.0

1997 108.9 102.4 230.0 34.0 1.01998 72.6 70.2 98.0 65.0 0.01999 60.8 127.9 56.0 5.0 0.02000 83.7 128.8 105.0 76.0 0.02001 122.4 83.6 290.0 0.0 5.02002 69.5 123.3 159.0 18.0 2.02003 73.5 79.6 149.0 53.0 0.02004 28.3 132.8 193.0 43.0 0.02005 57.4 82.0 111.0 6.0 0.0


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PROMEDIO 91.80 99.80 77.20 37.70 12.80

DESVIACION ESTANDAR 32.70 29.80 28.70 17.20 10.10

MENSUAL MAXIMA 163.10 173.00 177.00 84,1 43.90


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JUN JUL AGO SEP OCT NO !"C

10.3 10.3 20.3 49.0 64,7 86.0 92.18.6 8,1 16.8 40.5 53.2 54.8 75.69,5 8.9 18.2 43.0 56.5 57.4 80.2

10.6 9.3 19.7 48.5 60.9 65.2 89.96.7 6.0 12.3 31.4 39.7 42.1 58.68.7 7.8 16.3 41.3 52.4 55.4 77.65.6 5.0 10.6 26.0 33.5 35.8 49.28.3 7.3 15.3 38.5 49.1 52.5 71.5

15.1 9.6 40.2 41.2 63.1 52.8 53.817.5 0.0 46.6 5.4 35.8 25.7 39.83.3 1.5 24.3 80.3 73.4 54.4 54.7

17.2 2.4 8.8 44.9 3.2 28.1 16.00.0 0.0 1.8 74.2 25.0 102.4 120.00.0 0.0 3.0 0.0 89.0 14.0 138.00.0 0.0 1.0 0.0 23.0 211.0 185.00.0 0.0 1.0 0.0 16.0 0.0 0.00.0 0.0 0.0 0.0 19.0 24.0 41.00.0 0.0 0.0 117.0 1.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 1.0 0.0 1.0 71.0 64.00.0 0.0 25.0 2.0 9.0 34.0 89.00.0 0.0 0.0 0.0 57.0 9.0 47.00.0 0.0 0.0 0.0 8.0 3.0 21.00.0 0.0 4.0 6.0 12.0 103.0 150.01.0 0.0 0.0 10.0 0.0 33.0 99.00.0 0.0 0.0 15.0 17.0 142.0 124.00.0 0.0 0.0 0.0 103.0 5.0 15.00.0 0.0 21.0 0.0 151.0 26.0 112.00.0 3.0 0.0 11.0 24.0 8.0 42.00.0 0.0 0.0 0.0 127.0 6.0 116.00.0 0.0 1.0 0.0 34.0 2.0 22.00.0 0.0 0.0 1.0 8.0 87.0 123.0

0.0 0.0 19.0 0.0 12.0 82.0 48.00.0 0.0 0.0 0.0 54.0 15.0 114.00.0 1.0 0.0 0.0 111.0 7.0 0.00.0 0.0 30.0 0.0 3.0 11.0 169.00.0 0.0 0.0 24.0 39.0 33.0 12.00.0 0.0 0.0 8.0 0.0 28.0 4.00.0 0.0 2.0 0.0 5.0 11.0 60.00.0 0.0 65.0 0.0 45.0 32.0 106.00.0 0.0 0.0 91.0 0.0 14.0 63.0


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8.60 7.50 15.90 39.80 51.70 54.30 73.10

7.50 9.20 12.60 22.90 23.20 22.00 26.60

31.00 42.00 46.60 111.00 110.70 103.20 153.80


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TOTAL ANUAL

658.7 124.6567.9 99.8606.8 107.5691.1 121.4448.3 79.3594.4 105.6378.9 67.4532.8 97.8749.6 163.1427.3 108.7607.2 101.2

371.7 115.4633.8 120.0669.3 155.7960.0 113.4333.0 56.8816.3 138.9466.0 111.0521.8 177.0768.4 173.0532.3 111.0690.4 117.3260.8 131.8906.7 117.6625.5 109.7634.8 99.6431.1 103.0604.7 86.7666.7 99.8697.2 152.3443.6 114.2799.4 131.6

637.3 106.9488.8 77.7368.7 127.9606.5 128.8609.0 122.4411.8 123.3433.1 97.3645.1 132.8424.4 82.3

ANUALMAXIMA


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CALCULO DE CAUDALES DE AVENIDASMtodos de clculo de caudales mximos

#$ M&'o(o) *+--/o), -(o) ## #o-+#/-o*) *-+-#*)$ M&'o(o R#/-o# C*/#) **#) /o '-*+o) (* /o/*'#/- #:o)$

/$ M&'o(o) *)'#(;)'-/o), /#(o *-)'* -


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1982 1983 30.5 1.484

1.46 0.09

0.00001983 1984 30.5 1.484 0.00001984 1985 31.6 1.500 0.00011985 1986 32.8 1.516 0.00021986 1987 33.9 1.530 0.00031987 1988 33.9 1.530 0.0003

1988 1989 33.9 1.530 0.00031989 1990 33.9 1.530 0.00031990 1991 33.9 1.530 0.00031991 1992 33.9 1.530 0.00031992 1993 35 1.544 0.00051993 1994 35 1.544 0.00051994 1995 36.2 1.559 0.00091995 1996 38.4 1.584 0.00181996 1997 38.4 1.584 0.00181997 1998 39.6 1.598 0.00251998 1999 42.9 1.632 0.0049

1999 2000 45.2 1.655 0.00722000 2001 47.5 1.677 0.00992001 2002 62.2 1.794 0.03652002 2003 72.3 1.859 0.06252003 2004 74.6 1.873 0.06922004 2005 110.7 2.044 0.1971

SUMAD 3.126241

Metodo de Intensidades para Periodos Cortos

F.C. BELL Generalized Rainfall-Duraion-Frequency Relationsip !. "

Coeficientes de Conversion Precipitacion (mm)

Factor de orien de !a tormenta 14.54Factor de "# de tormentas 16.87Factor de va!or medio de precipitacion 15.41

P$%C&P&'C&" %" *" +$ 15.61


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0 10 20 300.00

20.00

40.00

60.00

80.00

100.00

120.00

140.00

160.00


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-(o) ## /o'#)'*.

'oo, # +*'o(oo?;# *)@

o*>/-*'* (* )*)?o TABLA * /o'-*

lo# $t %lo# yi &edia ' ()

-0.082 ( % funci*n de + y #

T Po#--(#( K2 505 2010 1025 450 2

100 1

200 0.5

n 41

#) )* -/=* * *


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COEFICIENTE K D

Ao) 1.05

()3 0.665

2.6 0.7622.2 0.882

2 0.9491.6 1.0931.2 1.243

1 1.3170.6 1.458

0.2 1.5860 1.6450.2 1.70.6 1.7970.8 1.839

1 1.8771.2 1.911.6 1.962

2 1.9962.2 2.0062.6 2.013

3 2.003

,aos ,/0 r

10 37.5

25 41.1

ydraul 50 43.6100 45.9

14.1 ,aos ,/0 r1440 10 37.5

Co*< (* S*)?o,C)

+ie&po deRetorno

Precipitacion&a1i&a

+ie&po deRetorno

Precipitacion&a1i&a


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25 41.1

50 43.6

100 45.9

40 50 60 70


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* (* # (-)'-/- (* Lo? P*#)o) """

#'-o? o? P' P* +,,

0.016 1.46361 2(.080.847 1.53711 /.//1.27 1.57452 .)/1.72 1.61432 /1.1)

2 1.63909 /.)2.252 1.66138 /).8)

2.48 1.68154 /8.0

PRECIPI+2CI34ME4)52LE)

TRABAJAR CON LA24MA


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E LA DISRIBUCIN Log Pearo! III EN FUNCIN DEL COEFICIENTE DE ASIM

P*-o(o (* *'oo T=$1.11 1.25 2 5 10

Pro#a#$%$&a& P e! '

(0 80 )0 20 100.66 0.636 0.396 0.42 1.18

0.747 0.696 0.368 0.499 1.2380.844 0.752 0.33 0.574 1.2840.895 0.777 0.307 0.609 1.3020.994 0.817 0.254 0.675 1.3291.086 0.844 0.195 0.732 1.341.128 0.852 0.164 0.758 1.34

1.2 0.857 0.099 0.8 1.328

1.258 0.85 0.033 0.83 1.3011.282 0.842 0 0.842 1.2821.301 0.83 0.033 0.85 1.2581.328 0.8 0.099 0.857 1.21.336 0.78 0.132 0.856 1.166

1.34 0.758 0.164 0.852 1.1281.34 0.732 0.195 0.844 1.086

1.329 0.675 0.254 0.817 0.9941.302 0.609 0.307 0.777 0.8951.284 0.574 0.333 0.752 0.8441.238 0.499 0.368 6.96 0.747

1.18 0.42 0.393 0.636 0.66

Precipitacion +otal ,&&

6 78 /8 98 68

7.51 11.25 15.69 18.67 22.87

9.05 13.55 18.90 22.49 27.56

10.22 15.29 21.33 25.38 31.10

11.38 17.04 23.76 28.27 34.65

Intensidad +otal ,&&:t

6 78 /8 98 68

90.18 67.49 47.07 37.33 27.45


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108.64 81.31 56.71 44.98 33.07

122.62 91.77 64.00 50.76 37.32

136.59 102.23 71.29 56.55 41.57

Intensidad &a1i&a ,I

aos &&:r

5 0.60

10 0.60 0.00

20 0.60 0.00

50 0.60 0.00

100 0.60 71.23 175.16

+ie&po deRetorno ,+r Coeficiente de

Escorrentia

Caudal de2;enida

&9:s


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E)

S PP


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TRIA " DEL PERIODO DE RETORNO

25 50 100 200

/ 2 1 0.)2.278 3.152 4.051 4.972.267 3.071 3.889 4.7182.24 2.97 3.075 4.444

2.219 2.912 3.605 4.3982.163 2.78 3.388 3.992.087 2.626 3.149 3.6612.043 2.542 3.022 3.4891.939 2.359 2.755 3.132

1.818 2.159 2.472 2.7631.751 2.054 2.326 2.5761.68 1.945 2.178 2.388

1.528 1.72 1.88 2.0161.448 1.606 1.733 1.8371.366 1.492 1.588 1.6641.282 1.379 1.449 1.5011.116 1.166 1.197 1.2160.959 0.98 0.99 0.9950.888 0.9 0.905 0.9070.764 0.768 0.769 0.77

0.666 0.666 0.667 0.667


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29.53

33.33

37.12


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ANEO B. "!ROLOGA

CESEL "?*-*o)

Descripcin del Trabajo:DESARROLLO

!R"AS ID# (Intensi$a$ % D&racin % #rec&encia)

Debido a la falta de informacin pluviomtrica en la zona, se emplear las curvas IDF( Intensidad - Duracin-Frecuiencia definidas por un estudio re!ional, en este caso el

realizado en "#idrolo!$a del %er&" por II'-)*+#I-+I, modificada para pe.ue/os

periodos de retorno0

000(1

Donde:intensidad de la lluvia (mm23ora0parmetro de intensidad (mm0

parmetro de frecuencia (adimensional0parmetro (3ora0parmetro de duracin (adimensional0duracin (3ora0tiempo o periodo de retorno (a/os0

4 5 46!b 5 -7078 3oras

%ara una zona ubicada en el Distrito 93ocos, %rovincia de au;os, departamento de'ima, de acuerdo el apa de zonas ; subzonas pluviometricas correspondea la zona 8a87 D?%TD?

Del cuadro 1-@ tenemos: n 5 70=AB 1-n 5 70>1A8

Del cuadro 1-> tenemos: 46! 5 70@=B

1A0C>8

eemplazando estos valores en la eEpresin 1 se obtiene:

T5 %*I?D? D* *T?+? (a/ost (3oras 8 17 =7 87 177 =87

i (mm23ora i (mm23ora i (mm23ora i (mm23ora i (mm23ora i (mm23ora7017 @07< 1 >8071 A770C7 C707A C801> =C01= =B00AA C10C 1B078 1A0C> =10> =B0A

M=todo Re#ionaldel IIL2-)E42M"I-54I

(se aproEimara a 1=CA

!5

)(!o')1(a 1),(

++= n

Tt btKi

)05,0(

0,67614(1),(

+=

ti Tt

85.011

= ggK


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ANEO B. "!ROLOGA

CESEL "?*-*o)

=077 B0@< A011 @0=@ 170A< 1=07= 1C08>70< =C0B8 =>0BB C10BB CB0@B


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ANEO B. "!ROLOGA

CESEL "?*-*o)

*T?D?) D* 9D'*)

*T?D?) %?0 *T?D? *GI?+'*)

A '--# o) #o*) (* *)'* +##, )* '*( */#/-o*) = /o*>/-*'*) (* )*?-(#(, * /#(o) /o+o N-o) */*/-o#*) (3asta )anta, de ellas el se!undo evento es el .ue tiene me

877i (mm23ora

=710B8@=07CBC0@77

==7

=710B8

@=07C

BC0@7


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ANEO B. "!ROLOGA

CESEL "?*-*o)

1 10A 10

0B

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