Hidrologia

PROYECTO: CONSTRUCCION SISTEMA DE MICRO RIEGO ARIPALCA

CARACTERISTICAS MORFOLOGICAS DE LA CUENCA

2588725668.950 [m^2]

2588.726 [Km^2]

323319.271 m

323.319 Km

202237.898 m

202.238 Km2259144.138 m

2259.144 Km87486.903 m

87.487 Km

COTA MAXIMA 5022.000 m/s/n/m

COTA MINIMA 2554.000 m/s/n/m

COTA EN LA PARTE MAS ALTA DEL RIO 4245.200 m/s/n/m

COTA EN LA ESTACION DE AFORO 2554.484 m/s/n/m

PENDIENTE DEL CAUCE PRINCIPAL 0.02814 m/m

NUMERO DE CURVA [CN] 79.209Nº de orden de la cuenca 6

DESCRIPCION VALOR FORMULA

0.873

0.573

1.793

0.338

0.008

2.824

0.002

0.017

0.397

0.112

TIEMPO DE CONCENTRACION EN HORAS 22.934 (Fórmula Californiana)

24.958TIEMPO DE CONCENTRACION EN HORAS(Fórmula del Bureau of Reclamation)

PROMED. DEL TIEMPO DE CONCENTRACION EN HORAS 23.946

AREA DE LA CUENCA ( A )

DOTOS OBTENIDOS DEL PROGRAMA ARCGIS 9.3

PERIMETRO DE LA CUENCA ( P )

LONGITUD DEL CAUCE PRINCIPAL ( L )

LONGITUD TOTAL DE LOS RIOS ( LTr )

EXTENCION LONGITUDINAL DE LA ZONA ( EL )

DENSIDAD DE DRENAJE ( Dd )

LONGITUD DEL FLUJO DE SUPERFICIE ( LF )

INDICE DE COMPACIDAD ( IC )

FACTOR DE FORMA ( FF )

PENDIENTE DEL CAUCE (Pendiente uniforme) ( Su )

ALEJAMIENTO MEDIO (AM)

COEFICIENTE DE TORRENCIALIDAD ( DT )

PENDIENTE MEDIA DE LA CUENCA ( S )

RADIO DE ELONGACION ( R )

INDICE DE PENDIENTE ( Ip )

ArLDd T

DL F 2

1

2L

F EA

F

AL

ARE

M

AordenCN

DTº1 de ursosº

RELHS

RELA

R 12.1

385.03

*871.0

HL

Tc

385.0

155.1 1055.1 HLTc

AP

IC 2820947918.0

LH

Su

1000**1 BH

LI P

RECTANGULO EQUIVALENTE

DATOS:

Area de la Cuenca =2588725668.95 [m^2]

2588.73 [Km^2]

Perimetro de la Cuenca =323319.27 m

323.32 KmINDICE DE COMPACIDAD

1.793

RECTANGULO EQUIVALENTE L

143.699 Km

RECTANGULO EQUIVALENTE l

18.015 Km

COTAS Area ( m^2 ) Area Parcial Ai=Area Correg. Li = Ai / l l ( Km )( % ) ( Km^2 ) ( Km )

2554 - 2900 154303000.000 5.961 154.303 8.565 18.0152901 - 3075 310349000.000 11.988 310.349 17.227 18.0153076 - 3221 407871000.000 15.756 407.871 22.641 18.0153222 - 3356 446645000.000 17.253 446.645 24.793 18.0153357 - 3497 530930000.000 20.509 530.930 29.472 18.0153498 - 3679 338264000.000 13.067 338.264 18.777 18.0153680 - 3939 161040000.000 6.221 161.040 8.939 18.0153940 - 4232 79464400.000 3.070 79.464 4.411 18.0154233 - 4517 79745400.000 3.080 79.745 4.427 18.0154518 - 5022 61889700.000 2.391 61.890 3.435 18.015

∑ = 2570501500.000 99.296 2570.501 142.687

APxIC 2820947918.0

2128.111

128.1 C

C

Ix

xIAl

2128.111

128.1 C

C

Ix

xIAL

CURVA HIPSOMETRICA

COTASCota Media Área Area Acumulada % Area

( m ) ( Km^2 ) ( Km^2 ) Acumulada4518 - 5022 4770 61.8897 61.8897 2.4077 295213.869004233 - 4517 4375 79.7454 141.6351 5.5100 348886.125003940 - 4232 4086 79.4644 221.0995 8.6014 324691.538403680 - 3939 3809.5 161.0400 382.1395 14.8663 613481.880003498 - 3679 3588.5 338.2640 720.4035 28.0258 1213860.364003357 - 3497 3427 530.9300 1251.3335 48.6805 1819497.110003222 - 3356 3289 446.6450 1697.9785 66.0563 1469015.405003076 - 3221 3148.5 407.8710 2105.8495 81.9237 1284181.843502901 - 3075 2988 310.3490 2416.1985 93.9972 927322.812002554 - 2900 2727 154.3030 2570.5015 100.0000 420784.28100

∑ = 36208.5000 2570.5015 8716935.2279

(Cota Media)x(Area)

0 20 40 60 80 100 1202500

3000

3500

4000

4500

5000

CURVA HIPSOMETRICA

Porcentaje de area (%)

Elev

acio

n (m

.s.n.

m.)

INDICE DE PENDIENTE

COTAS Area ∆H Difer.

( K m^2 ) cotas ( m )2554 - 2900 154.3030 346 0.06003 0.144122901 - 3075 310.3490 174 0.12073 0.144943076 - 3221 407.8710 145 0.15867 0.151683222 - 3356 446.6450 134 0.17376 0.152593357 - 3497 530.9300 140 0.20655 0.170053498 - 3679 338.2640 181 0.13159 0.154333680 - 3939 161.0400 259 0.06265 0.127383940 - 4232 79.4644 292 0.03091 0.095014233 - 4517 79.7454 284 0.03102 0.093864518 - 5022 61.8897 504 0.02408 0.11016

∑ = 2570.5015 2459.0000 1.3441

0.112

1000**1 BH

LIP

1000

* BHAiAiB

ALTITUD MEDIA

COTAS Area Cota Media Area * Cota( Km^2 ) ( m ) ( Km^2 * m )

2554 - 2900 154.3030 2727 420784.28102901 - 3075 310.3490 2988 927322.81203076 - 3221 407.8710 3148.5 1284181.84353222 - 3356 446.6450 3289 1469015.40503357 - 3497 530.9300 3427 1819497.11003498 - 3679 338.2640 3588.5 1213860.36403680 - 3939 161.0400 3809.5 613481.88003940 - 4232 79.4644 4086 324691.53844233 - 4517 79.7454 4375 348886.12504518 - 5022 61.8897 4770 295213.8690

∑ = 2570.5015 36208.5000 8716935.2279

3367.269 m/s/n/mASH

A IIM

*

DETERMINACION DEL COEFICIENTE DE ESCURRIMIENTOMETODO RACIONAL

FACTORES DE CLASIFICACION VALORES DE c'

TOPOGRAFIATerreno plano, con pendiente de 0.15% 0.30Terreno ondulado, con pendiente de 0.35% 0.20Terreno accidentado, con pendiente de 4.00% 0.10

SUELOSArcilloso firme 0.10Arcillo - arenoso 0.20Arcillo - arenosos suelto 0.40

COBERTURATerrenos cultivados 0.10Praderas 0.13Bosques 0.20

El coeficiente de escurrimiento C se obtiene restando a la unidad la suma de los c' para cada uno de los tres factores.

C1 = 0.50

TOPOGRAFIA

LLANA

Arcilloso firme impenetrable (D) Cultivo 0.50Bosque 0.40

Arcillo - arenoso firme (C y B) Cultivo 0.40Bosque 0.30

Arcillo - arenoso abierto (A) Cultivo 0.20Bosque 0.10

ONDULADA




ACCIDENTADA




C2 = 0.60

0.1 - 1.0 1.0 - 10 10 - 100 >100

TIPO ( D )

0.80 0.70 0.65 0.65 0.6081 - 150 0.90 0.85 0.80 0.80 0.80151 - 200 0.95 0.90 0.90 0.90 0.90> 200 0.95 0.95 0.95 0.90 0.90

TIPO ( C )

0.70 0.60 0.55 0.50 0.4581 - 150 0.85 0.80 0.75 0.65 0.65151 - 200 0.85 0.85 0.80 0.70 0.70> 200 0.90 0.90 0.80 0.75 0.75

TIPO ( B )

0.55 0.55 0.45 0.35 0.2081 - 150 0.65 0.63 0.56 0.45 0.30151 - 200 0.75 0.70 0.65 0.55 0.40> 200 0.80 0.75 0.70 0.65 0.50

TIPO ( A )

0.35 0.28 0.20 0.20 0.1581 - 150 0.45 0.35 0.25 0.25 0.20151 - 200 0.55 0.45 0.40 0.35 0.30> 200 0.60 0.55 0.50 0.45 0.40

C3 = 0.65

DESCRIPCION DE SUELOSO TIPOS DEL S.C.S.

COBERTURA VEGETAL

COEFICIENTE DE ESC. C

TIPOS DE SUELOSSEGÚN

U.S.S.C.S.

(P24h)100

milímetros

COEFICIENTE DE ESCURRIMIENTO CPARA AREAS, EN Km2

< 0.1< 80

< 80

< 80

< 80

CT = 0.58

TABLA 1PRECIPITACIONES TOTALES MENSUALES Y ANUALES[mm]

Fuente: SERVICIO NACIONAL DE HIDROLOGÍA Y METEOROLOGÍAREGIONAL - POTOSIESTACION: VITICHIPERIODO INFORMADO: 1983- 2013

PROYECTO: CONSTRUCCION SISTEAM DE MICRO RIEGO CHOSCOMUNICIPIO ARIPALCA

MAXIMA AREAAÑO ENE FEB MAR ABR MAY JUN JUL AGO SEP OCT NOV DIC ANUAL DIARIA "C" CUENCA DESCARGA

(mm) (Km2) (M3)

1983 0.0 21.5 15.0 2.5 0.0 0.0 0.0 0.0 23.7 9.8 2.8 33.5 108.8 18.5 0.58 2588.73 27,936,664.5 1984 25.7 20.4 29.2 0.0 0.0 0.0 2.1 11.2 0.0 24.0 12.0 31.0 155.6 25.8 0.58 2588.73 38,960,321.3 1985 6.3 50.0 6.5 29.1 0.0 4.3 5.0 5.0 10.0 15.0 26.5 30.0 187.7 25.6 0.58 2588.73 38,658,303.3 1986 10.1 13.0 16.0 7.0 9.0 0.0 0.0 0.0 0.0 5.0 8.0 20.0 88.1 29.0 0.58 2588.73 43,792,609.2 1987 20.0 20.0 16.0 0.2 0.2 0.2 0.0 0.0 0.6 1.4 5.3 10.0 73.9 26.7 0.58 2588.73 40,319,402.3 1988 20.0 15.0 21.0 6.4 0.0 0.0 0.0 0.0 0.0 0.5 10.0 20.4 93.3 21.1 0.58 2588.73 31,862,898.4 1989 18.9 16.6 12.4 2.0 0.0 0.0 0.0 0.0 0.0 4.7 15.2 18.0 87.8 23.7 0.58 2588.73 35,789,132.4 1990 26.0 25.0 3.0 5.0 0.0 2.5 0.0 0.4 0.0 3.5 8.2 23.0 96.6 17.5 0.58 2588.73 26,426,574.5 1991 55.0 12.0 23.0 9.0 0.8 0.0 0.0 0.0 0.5 28.0 17.0 23.0 168.3 39.7 0.58 2588.73 59,950,572.0 1992 18.0 23.0 13.0 3.0 0.0 5.0 0.0 0.0 0.0 18.0 4.0 13.0 97.0 35.6 0.58 2588.73 53,759,203.1 1993 15.0 12.0 33.0 2.0 5.0 0.0 0.0 12.0 5.0 8.0 16.0 12.0 120.0 24.2 0.58 2588.73 36,544,177.4 1994 12.0 22.0 9.0 3.0 0.0 0.0 0.0 0.0 0.0 3.0 6.0 18.0 73.0 20.0 0.58 2588.73 30,201,799.5 1995 14.0 15.0 17.2 3.0 0.3 0.0 0.0 0.0 7.6 6.6 5.0 11.0 79.7 21.0 0.58 2588.73 31,711,889.4 1996 18.0 18.0 4.0 8.0 0.0 0.0 0.0 12.0 21.0 5.0 12.0 15.0 113.0 22.0 0.58 2588.73 33,221,979.4 1997 23.0 23.0 14.0 11.0 0.0 0.0 0.0 0.0 1.2 0.3 1.8 0.6 74.9 23.0 0.58 2588.73 34,732,069.4 1998 25.0 19.0 17.8 4.5 0.0 0.0 0.0 0.0 0.0 18.5 25.4 31.4 141.6 24.0 0.58 2588.73 36,242,159.4 1999 26.8 28.4 18.8 9.8 0.0 0.0 1.0 1.1 14.2 14.2 0.0 21.9 136.2 25.0 0.58 2588.73 37,752,249.3 2000 10.6 26.4 8.6 2.1 0.9 3.8 0.0 2.3 0.0 18.6 0.0 36.9 110.2 26.0 0.58 2588.73 39,262,339.3 2001 20.4 25.6 25.5 0.9 3.5 2.6 1.2 4.2 2.6 0.0 16.3 18.6 121.4 27.0 0.58 2588.73 40,772,429.3 2002 20.8 32.8 5.4 6.2 10.0 10.0 0.0 0.0 0.0 6.5 8.0 9.0 108.7 28.0 0.58 2588.73 42,282,519.3 2003 30.0 19.0 8.0 5.0 0.5 0.0 0.0 0.0 0.0 20.0 3.0 33.0 118.5 29.0 0.58 2588.73 43,792,609.2 2004 16.0 13.0 9.0 8.0 0.0 0.0 0.0 0.0 0.0 3.0 7.0 29.0 85.0 30.0 0.58 2588.73 45,302,699.2 2005 35.0 9.1 2.5 17.0 0.0 0.0 0.0 0.0 15.3 25.0 50.0 20.0 173.9 31.0 0.58 2588.73 46,812,789.2 2006 40.5 21.0 10.5 4.2 4.5 0.0 0.0 0.0 0.5 4.0 9.0 9.0 103.2 32.0 0.58 2588.73 48,322,879.2 2007 54.0 19.0 25.0 2.5 0.0 0.0 0.0 0.5 0.0 12.0 8.0 34.0 155.0 33.0 0.58 2588.73 49,832,969.1 2008 32.0 10.0 24.0 4.0 0.0 0.0 0.0 0.0 0.0 9.0 6.5 20.0 105.5 34.0 0.58 2588.73 51,343,059.1 2009 9.0 33.5 14.5 15.0 0.0 0.0 0.0 0.0 0.0 0.0 35.0 52.0 159.0 35.0 0.58 2588.73 52,853,149.1 2010 23.0 17.0 8.0 9.0 5.0 0.0 0.0 0.0 0.0 6.0 0.0 29.0 97.0 36.0 0.58 2588.73 54,363,239.0 2011 12.0 27.0 20.0 2.0 14.0 0.0 0.3 0.0 0.0 5.1 20.6 17.0 118.0 37.0 0.58 2588.73 55,873,329.0 2012 20.0 17.0 21.0 14.0 0.0 0.0 0.0 0.0 0.0 1.0 2.5 20.0 95.5 38.0 0.58 2588.73 57,383,419.0 2013 17.0 17.0 8.0 0.0 7.5 3.5 1.1 10.3 0.0 0.1 23.8 18.8 107.1 39.0 0.58 2588.73 58,893,509.0

MAX 55.0 50.0 33.0 29.1 14.0 10.0 5.0 12.0 23.7 28.0 50.0 52.0 361.8 59,950,572.0 MIN 0.0 9.1 2.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.6 12.2 26,426,574.5

MEDIA 21.7 20.7 14.8 6.3 2.0 1.0 0.3 1.9 3.3 8.9 11.8 21.9 114.6 42,740,417.5

NOTAS: 1. Datos obtenidos por SENAMHI-POTOSI

PRECIPITACION PROMEDIO ANUAL (100%) [mm]

AÑO ENE FEB MAR ABR MAY JUN JUL AGO SEP OCT NOV DIC ANUAL CUENCA "C" AREA APORTE(Km2) (M3)

n 21.7 20.7 14.8 6.3 2.0 1.0 0.3 1.9 3.3 8.9 11.8 21.9 114.6 0.58 2588.73 173,100,152

PRECIPITACION ESPERADA DURANTE CUALQUIER AÑO (75% Pmedia anual) [mm]

AÑO ENE FEB MAR ABR MAY JUN JUL AGO SEP OCT NOV DIC Panual CUENCA "C" AREA APORTE75% (km2) (m3)

75%P 16.3 15.5 11.1 4.7 1.5 0.8 0.3 1.4 2.5 6.7 8.8 16.4 86.0 0.00 0.58 2588.73 129,825,114

TABLA 2PRECIPITACIONES MENSUALES Y ANUALES[mm]

Fuente: SERVICIO NACIONAL DE HIDROLOGÍA Y METEOROLOGÍAREGIONAL -POTOSIESTACION: VITICHIPERIODO INFORMADO: 1983- 2013

PROYECTO: CONSTRUCCION SISTEAM DE MICRO RIEGO CHOSCOMUNICIPIO ARIPALCA

MAXIMA AREAAÑO ENE FEB MAR ABR MAY JUN JUL AGO SEP OCT NOV DIC ANUAL DIARIA "C" CUENCA DESCARGA

(mm) (Km2) (M3)/seg

1983 0.0 21.5 15.0 2.5 0.0 0.0 0.0 0.0 23.7 9.8 2.8 33.5 108.8 18.50 0.58 2588.73 27,936,664.5 1984 25.7 20.4 29.2 0.0 0.0 0.0 2.1 11.2 0.0 24.0 12.0 31.0 155.6 25.80 0.58 2588.73 38,960,321.3 1985 6.3 50.0 6.5 29.1 0.0 4.3 5.0 5.0 10.0 15.0 26.5 30.0 187.7 25.60 0.58 2588.73 38,658,303.3 1986 10.1 13.0 16.0 7.0 9.0 0.0 0.0 0.0 0.0 5.0 8.0 20.0 88.1 29.00 0.58 2588.73 43,792,609.2 1987 20.0 20.0 16.0 0.2 0.2 0.2 0.0 0.0 0.6 1.4 5.3 10.0 73.9 26.70 0.58 2588.73 40,319,402.3 1988 20.0 15.0 21.0 6.4 0.0 0.0 0.0 0.0 0.0 0.5 10.0 20.4 93.3 21.10 0.58 2588.73 31,862,898.4 1989 18.9 16.6 12.4 2.0 0.0 0.0 0.0 0.0 0.0 4.7 15.2 18.0 87.8 23.70 0.58 2588.73 35,789,132.4 1990 26.0 25.0 3.0 5.0 0.0 2.5 0.0 0.4 0.0 3.5 8.2 23.0 96.6 17.50 0.58 2588.73 26,426,574.5 1991 55.0 12.0 23.0 9.0 0.8 0.0 0.0 0.0 0.5 28.0 17.0 23.0 168.3 39.70 0.58 2588.73 59,950,572.0 1992 18.0 23.0 13.0 3.0 0.0 5.0 0.0 0.0 0.0 18.0 4.0 13.0 97.0 35.60 0.58 2588.73 53,759,203.1 1993 15.0 12.0 33.0 2.0 5.0 0.0 0.0 12.0 5.0 8.0 16.0 12.0 120.0 24.20 0.58 2588.73 36,544,177.4 1994 12.0 22.0 9.0 3.0 0.0 0.0 0.0 0.0 0.0 3.0 6.0 18.0 73.0 20.00 0.58 2588.73 30,201,799.5 1995 14.0 15.0 17.2 3.0 0.3 0.0 0.0 0.0 7.6 6.6 5.0 11.0 79.7 21.00 0.58 2588.73 31,711,889.4 1996 18.0 18.0 4.0 8.0 0.0 0.0 0.0 12.0 21.0 5.0 12.0 15.0 113.0 22.00 0.58 2588.73 33,221,979.4 1997 23.0 23.0 14.0 11.0 0.0 0.0 0.0 0.0 1.2 0.3 1.8 0.6 74.9 23.00 0.58 2588.73 34,732,069.4 1998 25.0 19.0 17.8 4.5 0.0 0.0 0.0 0.0 0.0 18.5 25.4 31.4 141.6 24.00 0.58 2588.73 36,242,159.4 1999 26.8 28.4 18.8 9.8 0.0 0.0 1.0 1.1 14.2 14.2 0.0 21.9 136.2 25.00 0.58 2588.73 37,752,249.3 2000 10.6 26.4 8.6 2.1 0.9 3.8 0.0 2.3 0.0 18.6 0.0 36.9 110.2 26.00 0.58 2588.73 39,262,339.3 2001 20.4 25.6 25.5 0.9 3.5 2.6 1.2 4.2 2.6 0.0 16.3 18.6 121.4 27.00 0.58 2588.73 40,772,429.3 2002 20.8 32.8 5.4 6.2 10.0 10.0 0.0 0.0 0.0 6.5 8.0 9.0 108.7 28.00 0.58 2588.73 42,282,519.3 2003 30.0 19.0 8.0 5.0 0.5 0.0 0.0 0.0 0.0 20.0 3.0 33.0 118.5 29.00 0.58 2588.73 43,792,609.2 2004 16.0 13.0 9.0 8.0 0.0 0.0 0.0 0.0 0.0 3.0 7.0 29.0 85.0 30.00 0.58 2588.73 45,302,699.2 2005 35.0 9.1 2.5 17.0 0.0 0.0 0.0 0.0 15.3 25.0 50.0 20.0 173.9 31.00 0.58 2588.73 46,812,789.2 2006 40.5 21.0 10.5 4.2 4.5 0.0 0.0 0.0 0.5 4.0 9.0 9.0 103.2 32.00 0.58 2588.73 48,322,879.2 2007 54.0 19.0 25.0 2.5 0.0 0.0 0.0 0.5 0.0 12.0 8.0 34.0 155.0 33.00 0.58 2588.73 49,832,969.1 2008 32.0 10.0 24.0 4.0 0.0 0.0 0.0 0.0 0.0 9.0 6.5 20.0 105.5 34.00 0.58 2588.73 51,343,059.1 2009 9.0 33.5 14.5 15.0 0.0 0.0 0.0 0.0 0.0 0.0 35.0 52.0 159.0 35.00 0.58 2588.73 52,853,149.1 2010 23.0 17.0 8.0 9.0 5.0 0.0 0.0 0.0 0.0 6.0 0.0 29.0 97.0 36.00 0.58 2588.73 54,363,239.0 2011 12.0 27.0 20.0 2.0 14.0 0.0 0.3 0.0 0.0 5.1 20.6 17.0 118.0 37.00 0.58 2588.73 55,873,329.0 2012 20.0 17.0 21.0 14.0 0.0 0.0 0.0 0.0 0.0 1.0 2.5 20.0 95.5 38.00 0.58 2588.73 57,383,419.0 2013 17.0 17.0 8.0 0.0 7.5 3.5 1.1 10.3 0.0 0.1 23.8 18.8 107.1 39.00 0.58 2588.73 58,893,509.0

MAX 55.0 50.0 33.0 29.1 14.0 10.0 5.0 12.0 23.7 28.0 50.0 52.0 361.8 59,950,572.0 MIN 0.0 9.1 2.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.6 12.2 26,426,574.5

MEDIA 21.7 20.7 14.8 6.3 2.0 1.0 0.3 1.9 3.3 8.9 11.8 21.9 114.6 42,740,417.5

NOTAS: 1. Datos obtenidos por SENAMHI-POTOSI

PRECIPITACION ESPERADA DURANTE CUALQUIER AÑO (75%) [mm]

AÑO ENE FEB MAR ABR MAY JUN JUL AGO SEP OCT NOV DIC ANUAL CUENCA "C" AREA APORTE(Km2) (M3)

n 16.31 15.52 11.10 4.73 1.48 0.77 0.26 1.43 2.47 6.67 8.83 16.41 85.97 0.58 2588.73 129,825,114Mes 31 28 31 30 31 30 30 31 30 31 30 31

Q (m3/s) 9.195 9.685 6.260 2.754 0.835 0.450 0.151 0.805 1.441 3.762 5.143 9.250 4.144 0.58 2588.73

TABLA 3

CALCULO DE COEFICIENTES DE DESCARGA MAXIMA PARA RETORNOS

PROBABILIDAD EN BASE A LOG PEARSON TYPE III DISTRIBUTION

PROCEDIMIENTO: E. F. SCHULZ - PROBLEMS IN APPLIED HYDROLOGY

CONVERSION LLUVIA DIARIA A LLUVIA EN 24 HORAS = 1.13 x Pdiaria

DESCARGA DESCARGAMAXIMA MAXIMA ____ ____ ____

No AÑO DIARIA EN 24 HS. LogQi LogQi-LogQ (LogQi-LogQ)^2 (LogQi-LogQ)^3(N) (M3/seg) (M3/seg)

1 1983 27,936,664.51 31,568,430.90 7.50 -0.17401 0.03028 -0.00527 2 1984 38,960,321.32 44,025,163.09 7.64 -0.02956 0.00087 -0.00003 3 1985 38,658,303.32 43,683,882.75 7.64 -0.03294 0.00108 -0.00004 4 1986 43,792,609.23 49,485,648.43 7.69 0.02122 0.00045 0.00001 5 1987 40,319,402.29 45,560,924.59 7.66 -0.01467 0.00022 0.00000 6 1988 31,862,898.44 36,005,075.24 7.56 -0.11690 0.01366 -0.00160 7 1989 35,789,132.37 40,441,719.58 7.61 -0.06643 0.00441 -0.00029 8 1990 26,426,574.54 29,862,029.23 7.48 -0.19814 0.03926 -0.00778 9 1991 59,950,571.95 67,744,146.30 7.83 0.15761 0.02484 0.00392 10 1992 53,759,203.06 60,747,899.46 7.78 0.11027 0.01216 0.00134 11 1993 36,544,177.36 41,294,920.42 7.62 -0.05736 0.00329 -0.00019 12 1994 30,201,799.47 34,128,033.40 7.53 -0.14015 0.01964 -0.00275 13 1995 31,711,889.44 35,834,435.07 7.55 -0.11896 0.01415 -0.00168 14 1996 33,221,979.42 37,540,836.74 7.57 -0.09876 0.00975 -0.00096 15 1997 34,732,069.39 39,247,238.41 7.59 -0.07945 0.00631 -0.00050 16 1998 36,242,159.37 40,953,640.08 7.61 -0.06097 0.00372 -0.00023 17 1999 37,752,249.34 42,660,041.75 7.63 -0.04324 0.00187 -0.00008 18 2000 39,262,339.31 44,366,443.42 7.65 -0.02621 0.00069 -0.00002 19 2001 40,772,429.29 46,072,845.09 7.66 -0.00982 0.00010 0.00000 20 2002 42,282,519.26 47,779,246.76 7.68 0.00598 0.00004 0.00000 21 2003 43,792,609.23 49,485,648.43 7.69 0.02122 0.00045 0.00001 22 2004 45,302,699.21 51,192,050.10 7.71 0.03594 0.00129 0.00005 23 2005 46,812,789.18 52,898,451.77 7.72 0.05018 0.00252 0.00013 24 2006 48,322,879.15 54,604,853.44 7.74 0.06397 0.00409 0.00026 25 2007 49,832,969.13 56,311,255.11 7.75 0.07733 0.00598 0.00046 26 2008 51,343,059.10 58,017,656.78 7.76 0.09030 0.00815 0.00074 27 2009 52,853,149.07 59,724,058.45 7.78 0.10289 0.01059 0.00109 28 2010 54,363,239.05 61,430,460.12 7.79 0.11512 0.01325 0.00153 29 2011 55,873,329.02 63,136,861.79 7.80 0.12702 0.01613 0.00205 30 2012 57,383,419.00 64,843,263.46 7.81 0.13860 0.01921 0.00266 31 2013 58,893,508.97 66,549,665.13 7.82 0.14989 0.02247 0.00337

T O T A L E S 1,324,952,942.80 1,497,196,825.36 237.87 0.00000 0.29093 -0.00382

Mean = 48,296,671.79 SUM(LogQi) = 237.87 "A" = 0.29093 "B" = -0.11829

____Log Q = 7.67326 Log Std Dev = SlogQ = 0.09848 "C" = 0.83087

Log Coef Skew = -0.14237

FORMULAS:

____ SUM(Log Qi) 1.- Log mean = Log Q = -----------

N ____

SUM(LogQi-LogQ)^2 "A" 2.- Log Std Dev = SlogQ = SQRT ---------------------------------- = --------

N - 1 N - 1 ____

N*SUM(LogQi-LogQ)^3 "B" 3.- Log Coef Skew = glogQ = -------------------------------------- = --------

(N-1)(N-2)(SlogQ)^3 "C"

TABLA 4 DETERMINACION DEL COEFICIENTE "K" PARA LOG PEARSON

FUENTE: PROBLEMS IN APPLIED HYDROLOGY (E.F. Schulz)PROYECTO: CONSTRUCCION SISTEAM DE MICRO RIEGO CHOSCOMUNICIPIO ARIPALCA

INTERVALO DE RECURRENCIA EN AÑOSCOEF SKEW 2 5 10 25 50 100 200 500 1000

(glogQ) PROBABILIDAD PORCENTUAL DE OCURRENCIA50 20 10 4 2 1 0.5 0.2 0.1

3.0 -0.396 0.420 1.180 2.278 3.152 4.051 4.970 6.110 7.250 2.5 -0.360 0.518 1.250 2.262 3.048 3.845 4.652 5.626 6.600 2.2 -0.330 0.574 1.284 2.240 2.970 3.705 4.444 5.322 6.200 2.0 -0.307 0.609 1.302 2.219 2.912 3.605 4.298 5.104 5.910 1.8 -0.282 0.643 1.318 2.193 2.848 3.499 4.147 4.904 5.660 1.6 -0.254 0.675 1.329 2.163 2.780 3.388 3.990 4.690 5.390 1.4 -0.225 0.705 1.337 2.128 2.706 3.271 3.828 4.469 5.110 1.3 -0.210 0.718 1.339 2.108 2.666 3.210 3.745 4.355 4.965 1.2 -0.195 0.732 1.340 2.087 2.626 3.149 3.661 4.241 4.820 1.0 -0.164 0.758 1.340 2.043 2.542 3.022 3.489 4.015 4.540 0.9 -0.148 0.769 1.339 2.018 2.489 2.957 3.401 3.898 4.395 0.8 -0.132 0.780 1.336 1.998 2.453 2.891 3.312 3.781 4.250 0.7 -0.116 0.790 1.333 1.967 2.407 2.824 3.223 3.664 4.105 0.6 -0.099 0.800 1.328 1.939 2.359 2.755 3.132 3.546 3.960 0.5 -0.083 0.808 1.323 1.910 2.311 2.686 3.041 3.428 3.815 0.4 -0.066 0.816 1.317 1.880 2.261 2.615 2.949 3.310 3.670 0.3 -0.050 0.824 1.309 1.849 2.211 2.544 2.856 3.191 3.525 0.2 -0.033 0.830 1.301 1.818 2.159 2.472 2.763 3.072 3.380 0.1 -0.017 0.836 1.292 1.785 2.107 2.400 2.670 2.952 3.235 0.0 0.000 0.842 1.282 1.751 2.054 2.326 2.576 2.833 3.090

-0.1 0.017 0.836 1.270 1.716 2.000 2.252 2.482 2.716 2.950

-0.142 0.024 0.842 1.265 1.701 1.977 2.221 2.442 2.666 2.891 -0.2 0.033 0.850 1.258 1.680 1.945 2.178 2.388 2.599 2.810 -0.3 0.050 0.853 1.245 1.643 1.890 2.104 2.209 2.442 2.675 -0.4 0.066 0.855 1.231 1.606 1.834 2.029 2.201 2.371 2.540 -0.5 0.083 0.856 1.216 1.567 1.777 1.955 2.108 2.254 2.400 -0.6 0.099 0.857 1.200 1.528 1.720 1.880 2.016 2.146 2.275 -0.7 0.616 0.857 1.183 1.488 1.663 1.806 1.926 2.038 2.150 -0.8 0.132 0.856 1.166 1.448 1.606 1.733 1.837 1.936 2.035 -0.9 0.148 0.854 1.147 1.407 1.549 1.660 1.749 1.830 1.910 -1.0 0.164 0.852 1.128 1.366 1.492 1.588 1.664 1.732 1.800 -1.2 0.195 0.844 1.086 1.282 1.379 1.449 1.501 1.563 1.625 -1.4 0.225 0.832 1.041 1.198 1.270 1.318 1.351 1.408 1.465 -1.6 0.254 0.817 0.994 1.116 1.166 1.197 1.216 1.248 1.280 -1.8 0.282 0.799 0.945 1.035 1.069 1.087 1.097 1.114 1.130 -2.0 0.307 0.777 0.895 0.959 0.980 0.990 0.995 0.998 1.000 -2.2 0.330 0.752 0.844 0.888 0.900 0.905 0.907 0.909 0.910 -2.5 0.360 0.711 0.771 0.793 0.798 0.799 0.800 0.801 0.802 -3.0 0.396 0.636 0.660 0.666 0.666 0.667 0.667 0.668 0.668

TABLA 5

CÁLCULO DE TIEMPOS DE RECURRENCIA Y DESAGREGACIÓN DE PRECIPITACIONES MÁXIMAS PROYECTO: CONSTRUCCION SISTEAM DE MICRO RIEGO CHOSCOMUNICIPIO ARIPALCA

glogQ SlogQ LogQ C A (Km2) DESAGREGACION DE PRECIPITACIONES-0.14237 0.09848 7.67326 0.58 2588.73 MAXIMAS DE 24 HORAS

TIEMPO DE PRECIPITACION

TIEMPO PROBABILIDAD FACTOR DE (Ktr*SlogQ) LogQtr CRECIDA PRECIPITACION 1 H de 24 H 6 H de 24 HRECURRENCIA RECURRENCIA CURVA SKEW Qtr

Tr (Ptr) (Ktr) [SlogQ*(3)] [LogQ + (4)] [Antilog(5)] [Qtr/(C*A)] [f] [f](años) (%) (tablas) (M3) (mm) 0.44 0.72

(1) (2) (3) (4) (5) (6) (7)

2 50.00 0.02378 0.00234 7.67560 47380777 31.38 13.81 22.59

5 20.00 0.84193 0.08291 7.75617 57038989 37.77 16.62 27.20

10 10.00 1.26492 0.12457 7.79783 62780716 41.57 18.29 29.93

25 4.00 1.70075 0.16749 7.84075 69302018 45.89 20.19 33.04

50 2.00 1.97670 0.19466 7.86792 73776960 48.86 21.50 35.18

100 1.00 2.22065 0.21868 7.89194 77973019 51.63 22.72 37.18

200 0.50 2.44217 0.24050 7.91376 81989778 54.29 23.89 39.09

500 0.20 2.66643 0.26258 7.93584 86266826 57.13 25.14 41.13

1000 0.10 2.89068 0.28467 7.95793 90766988 60.11 26.45 43.28

TABLA 5

CÁLCULO DE TIEMPOS DE RECURRENCIA Y DESAGREGACIÓN DE PRECIPITACIONES MÁXIMAS

DESAGREGACION DE PRECIPITACIONESMAXIMAS DE 24 HORAS

TIEMPO DE PRECIPITACION

12 H de 24 H

[f]0.86

26.98

32.48

35.75

39.47

42.02

44.41

46.69

49.13

51.69

TABLA 6

PROYECTO: CONSTRUCCION SISTEAM DE MICRO RIEGO CHOSCO

METODO DEL SOIL CONSERVATION SERVICE NEH 4

HYDROLOGY - Chapter 21 Design Hydrographs p.21.49 a 21.59 (1972)

TIEMPO DE CONCENTRACION, Tc (min) Tc = L^0,8(S+1)^0,7/1900 s^0,5/0,6

CAUDAL UNITARIO PICO qp = 484xA/Tp rev

TIEMPO AL PICO DEL HIDROGRAMA, Tp (hr) Tp = 0,7 Tc

LONGITUD DE RECORRIDO 202,237.90 m 663,340 pies

DIFERENCIA DE ALTURAS 1690.716 m 5,546 pies

PERIODO DE RETORNO 50 años

FAMILIA DE HIDROGRAMA (según lluvia P y Nº de curva CN) (fig. 4.11) No.5

TIEMPO DE CONCENTRACION, Tc (hr) 6442.26 min 107.37 hr

AREA DE LA CUENCA, A 2588.73 km2 999.94 mi2

NUMERO DE CURVA, CN (tab. A - 14) 79.208557 Calculado

ESCORRENTIA SUPERFICIAL (S") 2.62 plg

PRECIPITACION, P = 0.85 plg 21.5 mm

ESCORRENTIA, Q = (P-0.2S)^2/(P+0.8S) = 0.04 plg 0.9 mm

DURACION DEL EXCESO DE PRECIPITACION, To (hr) (de gráfico) (fig. 4.12) 2.76 hr

TIEMPO AL PICO DEL HIDROGRAMA, Tp (hr) 75.16 hr

To/Tp (CALCULADO) (asumir valor prox. a To/Tp calculado Э en tab 4.12) 0.04

To/Tp (CORREGIDO) 1.20 Redondeo del calculado

TIEMPO REV. AL PICO DEL HIDROGRAMA, Tp rev (hr) 2.30 hr

CAUDAL UNITARIO PICO, qp 210,422.2 p3/seg/plg 5963.1 m3/seg/mm

CAUDAL PICO Q(qp) 7,375.1 p3/seg 209.0 m3/seg

No t/Tp t qc/qp q qhrs cfs m3/s

1 0.00 0.00 0.000 0 0.000000

2 0.26 0.60 0.021 155 4.388974

3 0.56 1.29 0.106 782 22.153868

4 0.78 1.79 0.289 2131 60.400640

5 1.04 2.39 0.530 3909 110.769340

6 1.30 2.99 0.740 5458 154.659079

7 1.56 3.59 0.848 6254 177.230944

8 1.82 4.19 0.767 5657 160.302045

9 2.08 4.78 0.590 4351 123.309265

10 2.34 5.38 0.406 2994 84.853494

11 2.60 5.98 0.279 2058 58.310653

12 2.86 6.58 0.193 1423 40.336760

13 3.12 7.18 0.134 988 28.005833

14 3.38 7.77 0.092 679 19.227885

15 3.64 8.37 0.065 479 13.584919

16 3.90 8.97 0.044 325 9.195945

17 4.16 9.57 0.030 221 6.269963

18 4.42 10.17 0.021 155 4.388974

19 4.68 10.76 0.015 111 3.134981

20 4.94 11.36 0.009 66 1.880989

21 5.20 11.96 0.005 37 1.044994

22 5.46 12.56 0.002 15 0.417998

23 5.72 13.16 0.000 0 0.000000

24 0.00 0.00 0.000 0 0.000000

25 0.00 0.00 0.000 0 0.000000

26 0.00 0.00 0.000 0 0.000000

27 0.00 0.00 0.000 0 0.000000

28 0.00 0.00 0.000 0 0.000000

Tiempo Caudalt q

hrs m3/s0.00 0.000000 0.60 4.388974 1.29 22.153868 1.79 60.400640 2.39 110.769340 2.99 154.659079 3.59 177.230944 4.19 160.302045 4.78 123.309265 5.38 84.853494 5.98 58.310653 6.58 40.336760 7.18 28.005833 7.77 19.227885 8.37 13.584919 8.97 9.195945 9.57 6.269963 10.17 4.388974 10.76 3.134981 11.36 1.880989 11.96 1.044994 12.56 0.417998 13.16 0.000000 0.00 0.000000

0 . 00

0 . 60

1 . 29

1 . 79

2 . 39

2 . 99

3 . 59

4 . 19

4 . 78

5 . 38

5 . 98

6 . 58

7 . 18

7 . 77

8 . 37

8 . 97

9 . 57

1 0 .1 7

1 0 .7 6

1 1 .3 6

1 1 .9 6

1 2 .5 6

1 3 .1 6

0 . 00

0.00

20.00

40.00

60.00

80.00

100.00

120.00

140.00

160.00

180.00

200.00

3.59 ; 177.230944

HIDROGRAMA DE CRECIDASHidrograma de Crecidas

Tiempo (horas)

Caud

al (Q

=m3/

seg)

TABLA 6

CÁLCULO DE LOS CAUDALES MEDIOS MENSUALES Y ANUALESPROYECTO: CONSTRUCCION SISTEAM DE MICRO RIEGO CHOSCO

MUNICIPIO ARIPALCA ESTACION: VITICHI SENAMHI REG. - POTOSI

REGISTROS ENE FEB MAR ABR MAY JUN JUL AGO SEP OCT NOV DIC ANUAL31 28 31 30 31 30 31 31 30 31 30 31 365

Precip. Media Anual (mm) 16.31 15.52 11.10 4.73 1.48 0.77 0.26 1.43 2.47 6.67 8.83 16.41 85.97Área de la cuenca (km2) 2588.73 2588.73 2588.73 2588.73 2588.73 2588.73 2588.73 2588.73 2588.73 2588.73 2588.73 2588.73 2588.73Aporte Bruto (m3) 42219192.91 40164913.83 28741117.97 12237991.83 3832984.14 1997911.67 670145.92 3695197.12 6400832.98 17273480.79 22853854.76 42469714.74 222557338.66Coef. Escorrentia 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58Descarga (m3) 24627863 23429533 16765652 7138829 2235907 1165448 390918 2155532 3733819 10076197 13331415 24774000 129825114Derechos de Terceros 0 0 0 0 0 0 0 0 0 0 0 0 0Aporte Neto (m3) 24627863 23429533 16765652 7138829 2235907 1165448 390918 2155532 3733819 10076197 13331415 24774000 129825114

Caudal (lt/seg) 9194.99 9684.83 6259.58 2754.18 834.79 449.63 145.95 804.78 1440.52 3762.02 5143.29 9249.55 4116.73

caudal máximo 9684.83 l/sCaudal mínimo 145.95 l/scaudal medio 4143.68 l/s

ENE FEB MAR ABR MAY JUN JUL AGO SEP OCT NOV DIC ANUAL0.00

2000.00

4000.00

6000.00

8000.00

10000.00

12000.00

9194.999684.83

6259.58

2754.18

834.79 449.63 145.95804.78

1440.52

3762.02

5143.29

9249.55

4116.73

Cuadro Mensual de Escurrimineto

Caudales (lts/seg)

Tiempo (mes)

Caud

al (l

t/se

g)

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