ESTUDIO PROYECTO: COMU COMUNI NIDA DAD D : CHOS CHOSCO CO
DISEÑO TECNICO PREINVERSION GALERIA FILTRANTE CHOSCO
CARACTERISTICAS MORFOLOGICAS DE LA CUENCA
AEA "E LA C$ENCA ( A ) PEIMETO "E LA C$ENCA ( P ) LONIT$" "EL CA$CE PINCIPAL ( L ) LONIT$" TOTAL "E LO! IO! ( LTr ) EXTENCION LONIT$"INAL "E LA ONA ( EL )
3658.000
[m^2]
0.0036580
[Km^2]
308472.485
m
308.472
Km
79.690
m
0.080
Km
2123430.270
m
2123.430
Km
87386.903
m
87.387
Km
COTA MAXIMA
5022.000
m/s/n/m
COTA MINIMA
2608.000
m/s/n/m
COTA EN LA PATE MA! ALTA "EL IO
4077.995
m/s/n/m
COTA EN LA E!TACION "E A#OO
2608.274
m/s/n/m
N$MEO "E C$%A [CN] N& '( )*'(n '( +, -(n-,
"ATO! OTENI"O! $!AN"O EL POAMA ACI! 9.3
73.000 4 DESCRIPCION
"EN!I"A" "E "ENAE ( Dd )
LONIT$" "EL #L$O "E !$PE#ICIE ( LF )
IN"ICE "E COMPACI"A" ( IC )
VALOR
FORMULA
580489.412
Dd
0.000
1438.764
L
I C
F
L T r A 1 2 D
0 . 2820947918
P A
PO:ECTO PO:ECTO;; E!T$"IO E!T$"IO "I!E< "I!E
RECTANGULO EQUIVALENTE "ATO!; 3658.00 0.00 308472.48 308.47
A*(, '( +, C(n-, > P(*m(*) '( +, C(n-, >
[m^2] [Km^2] m Km
IN"ICE "E COMPACI"A" I C
P
0. 2820947918 x
1438.764
A
ECTAN$LO E=$I%ALENTE L L
A xI C
1.128
x 1
1.128 I
2
1
C
154.288
Km
0.000
Km
ECTAN$LO E=$I%ALENTE + l
A xI C 1.128
COTAS 2608 2850 3091 3333 3574 3816 4057 4298 4540 4781
? ? ? ? ? ? ? ? ? ?
2849 309 0 333 2 357 3 381 5 405 6 429 7 453 9 478 0 502 2
x 1
1.128 1 I C
Area ( !" ) 77706200.000 336708000.000 683028000.000 797324000.000 255002000.000 83341000.000 70572600.000 64246000.000 48018700.000 8596390 000
2
Area Par#$a% (,) 2124281.028 9204702.023 18672170.585 21796719.519 6971077.091 2278321.487 1929267.359 1756314.926 1312703.663 2 35002 4 60
A$&A A$&Arrea C'rr C'rre e ( +!" ) 77.706 336.708 683.028 797.324 255.002 8 3. 3 4 1 7 0. 5 7 3 6 4. 2 4 6 4 8. 0 1 9 8 596
L$ & A$ * % ( + ) 3277512.069 @@@ @@@ @@@ @@@ 3515178.111 2976629.256 2709784.295 2025345.066 362 580 746
% ( + ) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 000
CURVA HIPSOMETRICA COTAS 4781 4540 4298 4057 3816 3574 3333 3091 2850 2608
? ? ? ? ? ? ? ? ? ?
) . m . n . . m ( n5000 o i c a v e l E4500
4000
3500
3000
5022 4780 4539 4297 4056 3815 3573 3332 3090 2849 >
C'-a Med$a () 4901.5 4660 4418.5 4177 3936 3694.5 3453 3211.5 2970 2728.5 38150.5000
.rea Area A#uu%ada ( +!" ) ( +!" ) 8.5964 8.5964 48.0187 56.6151 64.2460 120.8611 70.5726 191.4337 83.3410 274.7747 255.0020 529.7767 797.3240 1327.1007 683.0280 2010.1287 336.7080 2346.8367 77.7062 2424.5429 2424.5429
, Area A#uu%ada 0.3546 2.3351 4.9849 7.8957 11.3331 21.8506 54.7361 82.9075 96.7950 100.0000
CURVA HIPSOMETRICA
(C'-a Med$a)/(Area) 42135.20559 223767.14200 283870.95100 294781.75020 328030.17600 942104.88900 2753159.77200 2193544.42200 1000022.76000 212021.36670 8273438.4345
INDICE DE PENDIENTE COTAS 2608 2850 3091 3333 3574 3816 4057 4298 4540 4781
? ? ? ? ? ? ? ? ? ?
I P
2849 3090 3332 3573 3815 4056 4297 4539 4780 5022 > 1
*
L
Area ( + !" ) 77.7062 336.7080 683.0280 797.3240 255.0020 83.3410 70.5726 64.2460 48.0187 8.5964 2424.5429
H * B
0H D$1er #'-a2 ( ) 241 240 241 240 241 240 240 241 240 241 2405.0000
B
Ai
Ai
0.03205 0.13887 0.28171 0.32886 0.10518 0.03437 0.02911 0.02650 0.01981 0.00355
0.107
1000
ALTITUD MEDIA COTAS 2608 2850 3091 3333 3574 3816 4057 4298 4540
? ? ? ? ? ? ? ? ?
2849 3090 3332 3573 3815 4056 4297 4539 4780
Area ( +!" ) 77.7062 336.708 683.028 797.324 255.002 83.341 70.5726 64.246 48.0187
C'-a Med$a () 2728.5 2970 3211.5 3453 3694.5 3936 4177 4418.5 4660
Area 3 C'-a ( +!" 3 ) 212021.3667 1000022.7600 2193544.4220 2753159.7720 942104.8890 328030.1760 294781.7502 283870.9510 223767.1420
H
* B
1000
0.08789 0.18256 0.26056 0.28094 0.15921 0.09083 0.08358 0.07991 0.06894 0.02923 1.3237
DETERMINACION DEL COEFICIENTE DE ESCURRIMIENTO METODO RACIONAL FACTORES DE CLASIFICACION
VALORES DE #4
T(**(n) B+,n) -)n B(n'(n( '( 0.15D
0.30 0.20 565 0.10 5"5 0.40 565 0.13 0.20
TOPOGRAFIA T(**(n) )n'+,') -)n B(n'(n( '( 0.35D
T(**(n) ,--'(n,') -)n B(n'(n( '( 4.00D A*-++)s) *m( SUELOS A*-++) ? ,*(n)s) A*-++) ? ,*(n)s)s s(+) T(**(n)s -+,')s CO7ERTURA P*,'(*,s )sF(s E+ -)(-(n( '( (s-**m(n) C s( )G(n( *(s,n') , +, n',' +, sm, '( +)s -H B,*, -,', n) '( +)s *(s ,-)*(s.
C6 & 589 TOPOGRAFIA
DESCRIPCION DE SUELOS O TIPOS DEL SCS
A*-++)s) *m( mB(n(*,G+( " LLANA
A*-++) ? ,*(n)s) *m( C A*-++) ? ,*(n)s) ,G(*) A A*-++)s) *m( mB(n(*,G+( "
ONDULADA
A*-++) ? ,*(n)s) *m( C A*-++) ? ,*(n)s) ,G(*) A A*-++)s) *m( mB(n(*,G+( "
CO7ERTURA VEGETAL
C+) )sF( C+) )sF( C+) )sF( C+) )sF( C+) )sF( C+) )sF( C+)
COEFICIENTE DE ESC C
0.50 0.40 0.40 0.30 0.20 0.10 0.60 0.50 0.50 0.40 0.30 0.20 0.70
TIPO ( A )
81 ? 150 151 ? 200 J 200
C> & 5;; CT & 5;6
0.45 0.55 0.60
0.35 0.45 0.55
0.25 0.40 0.50
0.25 0.35 0.45
0.20 0.30 0.40
TA7LA 6 PRECIPITACIONES TOTALES MENSUALES Y ANUALES Fue-e: SERVICIO NACIONAL DE HIDROLOGA Y METEOROLOGA REGIONAL < POTOSI ESTACION: L'2 p$'2B P'-'2$ PERIODO INFORMADO: 6<"56; PROYECTO: DISEÑO DE ALCANTARILLADO VIAL MUNICIPIO: TOMAS FRIAS
AÑO
ENE
FE7
MAR
A7R
MAY
JUN
JUL
AGO
SEP
OCT
NOV
DIC
ANUAL
1996 1997 1998 1999 2000 2001 2002 2003 2004 2005 2006 2007 2008 2009 2010 2011 2012 2013 2014 2015
4.3 5.3 3.1 2.6 4.5 6.2 4.6 4.2 4.2 7.5 5.2 5.2 4.5 5.3 5.6 6.8 5.5 6.5 4.1 4.4
5.3 5.4 5.1 3.5 2.6 7.0 4.9 3.8 6.0 4.3 4.2 4.8 3.2 5.8 3.1 9.4 4.9 8.3 6.1 6.3
3.1 3.3 3.2 4.5 3.6 4.8 2.9 2.6 2.0 4.4 5.2 3.8 3.2 4.5 5.5 8.3 5.6 2.9 1.0 2.5
2.7 5.9 5.6 1.6 2.1 2.8 2.5 2.0 3.1 3.1 2.7 1.7 1.0 5.2 3.2 1.2 2.4 0.2 1.1 3.2
1.0 0.0 0.0 0.0 0.0 0.0 5.0 1.3 0.0 0.0 2.3 0.0 0.0 2.4 1.0 4.3 0.0 2.6 4.8 0.0
0.0 0.0 1.4 0.0 0.0 0.2 4.5 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0
0.0 0.0 0.0 0.2 0.0 0.0 0.8 11.4 2.1 0.0 0.0 2.1 0.0 0.0 0.5 1.6 0.0 1.0 0.0 0.0
8.7 1.7 3.4 0.0 0.4 2.1 0.1 3.7 0.9 0.0 0.0 0.0 1.2 0.0 6.5 0.0 0.0 11.0 0.5 4.4
1.3 4.5 0.0 5.2 1.8 3.1 1.5 2.1 0.4 13.6 1.4 1.5 2.1 3.2 0.8 0.0 2.4 0.7 1.7 1.7
4.7 1.9 7.3 3.7 2.2 4.5 3.4 1.7 1.7 7.1 9.0 3.0 1.9 1.6 9.2 1.6 8.0 3.1 12.0 5.8
3.8 2.5 5.2 0.8 1.0 1.6 4.5 1.5 2.0 5.5 4.0 4.0 1.0 5.4 3.0 4.0 4.8 3.5 3.6 5.7
3.8 1.8 3.3 3.6 7.1 3.7 1.7 7.3 3.9 2.6 2.8 4.0 4.0 5.5 4.0 6.1 5.9 5.5 2.0 3.3
38.7 32.3 37.6 25.7 25.3 36.0 36.4 41.6 26.4 48.1 36.8 30.1 22.1 38.9 42.4 43.3 39.5 45.8 36.9 37.3
MA
7.5
9.4
8.3
5.9
5.0
4.5
11.4
11.0
13.6
12.0
5.7
7.3
101.6
MAIMA DIARIA () 18.5 25.8 25.6 29.0 26.7 21.1 23.7 17.5 39.7 35.6 24.2 20.0 21.0 22.0 23.0 24.0 25.0 26.0 27.0 28.0
MIN MEDIA
2.6 5.0
2.6 5.2
1.0 3.8
0.2 2.7
0.0 1.2
0.0 0.3
0.0 1.0
0.0 2.2
0.0 2.5
1.6 4.7
0.8 3.4
1.7 4.1
10.5 36.1
NOTAS: 6 Da-'2 'K-e$d'2 p'r SENAMHI
PRECIPITACION PROMEDIO ANUAL (655,) AÑO
ENE
5.0
FE7
5.2
MAR
3.8
A7R
2.7
MAY
1.2
JUN
0.3
JUL
1.0
AGO
SEP
2.2
2.5
OCT
4.7
NOV
3.4
DIC
4.1
ANUAL
CUENCA
36.1
PRECIPITACION ESPERADA DURANTE CUALQUIER AÑO (9;, Ped$a aua%) AÑO
75DP
ENE
3.7
FE7
3.9
MAR
2.9
A7R
2.0
MAY
0.9
JUN
0.3
JUL
0.7
AGO
1.7
SEP
1.8
OCT
3.5
NOV
2.5
DIC
3.1
Paua% 9;, "95
CUENCA
0.00
C
0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51
AREA CUENCA (+") 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
DESCARGA (M>) 34.3 47.8 47.4 53.7 49.5 39.1 43.9 32.4 73.6 66.0 44.9 37.1 38.9 40.8 42.6 44.5 46.3 48.2 50.0 51.9
73.6
32.4 46.6
C
0.51
C
0.51
AREA (+")
APORTE (M>)
0.00
AREA (") 0.00
67
APORTE (>) 50
TA7LA " PRECIPITACIONES MENSUALES Y ANUALES Fue-e: SERVICIO NACIONAL DE HIDROLOGA Y METEOROLOGA REGIONAL
AÑO
ENE
FE7
MAR
A7R
MAY
JUN
JUL
AGO
SEP
OCT
NOV
DIC
ANUAL
1996 1997 1998 1999 2000 2001 2002 2003 2004 2005 2006 2007 2008 2009 2010 2011 2012 2013 2014 2015
4.3 5.3 3.1 2.6 4.5 6.2 4.6 4.2 4.2 7.5 5.2 5.2 4.5 5.3 5.6 6.8 5.5 6.5 4.1 4.4
5.3 5.4 5.1 3.5 2.6 7.0 4.9 3.8 6.0 4.3 4.2 4.8 3.2 5.8 3.1 9.4 4.9 8.3 6.1 6.3
3.1 3.3 3.2 4.5 3.6 4.8 2.9 2.6 2.0 4.4 5.2 3.8 3.2 4.5 5.5 8.3 5.6 2.9 1.0 2.5
2.7 5.9 5.6 1.6 2.1 2.8 2.5 2.0 3.1 3.1 2.7 1.7 1.0 5.2 3.2 1.2 2.4 0.2 1.1 3.2
1.0 0.0 0.0 0.0 0.0 0.0 5.0 1.3 0.0 0.0 2.3 0.0 0.0 2.4 1.0 4.3 0.0 2.6 4.8 0.0
0.0 0.0 1.4 0.0 0.0 0.2 4.5 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0
0.0 0.0 0.0 0.2 0.0 0.0 0.8 11.4 2.1 0.0 0.0 2.1 0.0 0.0 0.5 1.6 0.0 1.0 0.0 0.0
8.7 1.7 3.4 0.0 0.4 2.1 0.1 3.7 0.9 0.0 0.0 0.0 1.2 0.0 6.5 0.0 0.0 11.0 0.5 4.4
1.3 4.5 0.0 5.2 1.8 3.1 1.5 2.1 0.4 13.6 1.4 1.5 2.1 3.2 0.8 0.0 2.4 0.7 1.7 1.7
4.7 1.9 7.3 3.7 2.2 4.5 3.4 1.7 1.7 7.1 9.0 3.0 1.9 1.6 9.2 1.6 8.0 3.1 12.0 5.8
3.8 2.5 5.2 0.8 1.0 1.6 4.5 1.5 2.0 5.5 4.0 4.0 1.0 5.4 3.0 4.0 4.8 3.5 3.6 5.7
3.8 1.8 3.3 3.6 7.1 3.7 1.7 7.3 3.9 2.6 2.8 4.0 4.0 5.5 4.0 6.1 5.9 5.5 2.0 3.3
38.7 32.3 37.6 25.7 25.3 36.0 36.4 41.6 26.4 48.1 36.8 30.1 22.1 38.9 42.4 43.3 39.5 45.8 36.9 37.3
MA MIN MEDIA
7.5 2.6 50
9.4 2.6 52
8.3 1.0 38
5.9 0.2 27
5.0 0.0 12
4.5 0.0 03
11.4 0.0 10
11.0 0.0 22
13.6 0.0 25
12.0 1.6 47
5.7 0.8 34
7.3 1.7 41
101.6 10.5 36 1
MAIMA DIARIA () 18.50 25.80 25.60 29.00 26.70 21.10 23.70 17.50 39.70 35.60 24.20 20.00 21.00 22.00 23.00 24.00 25.00 26.00 27.00 28.00
NOTAS: 6 Da-'2 'K-e$d'2 p'r SENAMHI
PRECIPITACION ESPERADA DURANTE CUALQUIER AÑO (9;,) AÑO
ENE
FE7
MAR
A7R
MAY
JUN
JUL
AGO
SEP
OCT
NOV
DIC
Me2 Q (>*2)
3.74 31 0.000
3.90 28 0.000
2.88 31 0.000
2.00 30 0.000
0.93 31 0.000
0.25 30 0.000
0.74 30 0.000
1.67 31 0.000
1.84 30 0.000
3.50 31 0.000
2.53 30 0.000
3.07 31 0.000
ANUAL 27.05 0.000
CUENCA
C
0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51
AREA CUENCA (+") 0.003658 0.003658 0.003658 0.003658 0.003658 0.003658 0.003658 0.003658 0.003658 0.003658 0.003658 0.003658 0.003658 0.003658 0.003658 0.003658 0.003658 0.003658 0.003658 0.003658
DESCARGA (M>)*2e 34.3 47.8 47.4 53.7 49.5 39.1 43.9 32.4 73.6 66.0 44.9 37.1 38.9 40.8 42.6 44.5 46.3 48.2 50.0 51.9
73.6 32.4 46.6
C 0.51
AREA (+") 0.00
0.51
0.00
APORTE (M>) 50
TA7LA > CALCULO DE COEFICIENTES DE DESCARGA MAIMA PARA RETORNOS PRO7A7ILIDAD EN 7ASE A LOG PEARSON TYPE III DISTRI7UTION PROCEDIMIENTO: E F SCHUL < PRO7LEMS IN APPLIED HYDROLOGY 1.13 / Pd$ar$a
CONVERSION LLUVIA DIARIA A LLUVIA EN "8 HORAS &
N' (N)
AÑO
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
1996 1997 1998 1999 2000 2001 2002 2003 2004 2005 2006 2007 2008 2009 2010
DESCARGA MAIMA DIARIA (M>*2e)
DESCARGA MAIMA EN "8 HS (M>*2e)
34.29 47.82 47.45 53.75 49.49 39.11 43.93 32.43 73.58 65.98 44.85 37.07 38.92 40.77 42.63
38.75 54.03 53.61 60.74 55.92 44.19 49.64 36.65 83.14 74.56 50.68 41.89 43.98 46.08 48.17
L'Q$
L'Q$
1.59 1.73 1.73 1.78 1.75 1.65 1.70 1.56 1.92 1.87 1.70 1.62 1.64 1.66 1.68
?0.12538 0.01906 0.01568 0.06984 0.03396 ?0.06827 ?0.01781 ?0.14952 0.20623 0.15889 ?0.00874 ?0.09153 ?0.07034 ?0.05013 ?0.03083
FORMULAS: 6<
"<
L' ea &
L' S-d De &
L' Q &
S%'Q &
SUM(L' Q$) <<<<<<<<<<< N SUM(L'Q$
A <<<<<<<< N<6
(L'Q$
0.01572 0.00036 0.00025 0.00488 0.00115 0.00466 0.00032 0.02236 0.04253 0.02525 0.00008 0.00838 0.00495 0.00251 0.00095
(L'Q$
?0.00197 0.00001 0.00000 0.00034 0.00004 ?0.00032 ?0.00001 ?0.00334 0.00877 0.00401 0.00000 ?0.00077 ?0.00035 ?0.00013 ?0.00003
TA7LA 8 DETERMINACION DEL COEFICIENTE + PARA LOG PEARSON FUENTE: PRO7LEMS IN APPLIED HYDROLOGY (EF S#@u%) PROYECTO: DISEÑO DE ALCANTARILLADO VIAL MUNICIPIO: TOMAS FRIAS INTERVALO DE RECURRENCIA EN AÑOS COEF S+E " ; 65 "; ;5 655 "55 ;55 (%'Q) PRO7A7ILIDAD PORCENTUAL DE OCURRENCIA ;5 "5 65 8 " 6 5; 5" 3.0 2.5 2.2 2.0 1.8 1.6 1.4 1.3 1.2 1.0 0.9 0.8 0.7 0.604
?0.396 ?0.360 ?0.330 ?0.307 ?0.282 ?0.254 ?0.225 ?0.210 ?0.195 ?0.164 ?0.148 ?0.132 ?0.116 ?0.096
0.420 0.518 0.574 0.609 0.643 0.675 0.705 0.719 0.732 0.758 0.769 0.780 0.790 0.737
1.180 1.250 1.284 1.302 1.318 1.329 1.337 1.339 1.340 1.340 1.339 1.336 1.333 1.354
2.278 2.262 2.240 2.219 2.193 2.163 2.128 2.108 2.087 2.043 2.018 1.998 1.967 1.969
3.152 3.048 2.970 2.912 2.848 2.780 2.706 2.666 2.626 2.542 2.489 2.453 2.407 2.387
4.051 3.845 3.705 3.605 3.499 3.388 3.271 3.210 3.149 3.022 2.957 2.891 2.824 2.773
4.970 4.652 4.444 4.298 4.147 3.990 3.828 3.745 3.661 3.489 3.401 3.312 3.223 3.144
6.110 5.626 5.322 5.104 4.904 4.690 4.469 4.355 4.241 4.015 3.898 3.781 3.664 3.539
?1.8 ?2.0 ?2.2 ?2.5 ?3.0
0.282 0.307 0.330 0.360 0.396
0.799 0.777 0.752 0.711 0.636
0.945 0.895 0.844 0.771 0.660
1.035 0.959 0.888 0.793 0.666
1.069 0.980 0.900 0.798 0.666
1.087 0.990 0.905 0.799 0.667
1.097 0.995 0.907 0.800 0.667
1.114 0.998 0.909 0.801 0.668
6555 56 7.250 6.600 6.200 5.910 5.660 5.390 5.110 4.965 4.820 4.540 4.395 4.250 4.105 3.935
1.130 1.000 0.910 0.802 0.668
TA7LA ; C.LCULO DE TIEMPOS DE RECURRENCIA Y DESAGREGACIN DE PRECIPITACIONES M.IMAS PROYECTO: DISEÑO DE ALCANTARILLADO VIAL MUNICIPIO: TOMAS FRIAS
%'Q 55>"
TIEMPO PRO7A7ILIDAD FACTOR DE RECURRENCIA RECURRENCIA CURVA S+E Tr (P-r) (+-r) (aW'2) (,) (-aK%a2) (6) (") (>)
S%'Q 55;
L'Q 696>5
C 5;6
A (+") 555
DESAGREGA MA TIEMP
(+-r3S%'Q)
L'Q-r
PRECIPITACION
6 H de "8 H
S%'Q3(>)
L'Q (8) (;)
Q-r*(C3A) () (9)
1 58"
(8)
CRECIDA Q-r A-$%'(;) (M>) ()
"
50.00
0.09561
0.00819
1.70541
51
27.38
11.50
;
20.00
0.73747
0.06319
1.77679
60
32.27
13.55
65
10.00
1.35446
0.11606
1.82966
68
36.45
15.31
";
4.00
1.96938
0.16875
1.88235
76
41.15
17.28
;5
2.00
2.38710
0.20455
1.91815
83
44.69
18.77
655
1.00
2.77283
0.23760
1.95120
89
48.22
20.25
"55
0.50
3.14359
0.26937
1.98297
96
51.88
21.79
;55
0.20
3.53947
0.30330
2.01690
104
56.10
23.56
6555
0.10
3.93535
0.33722
2.05082
112
60.65
25.47
CION DE PRECIPITACIONES IMAS DE "8 HORAS O DE PRECIPITACION H de "8 H
6" H de "8 H
1 59"
1 5
19.71
23.55
23.24
27.75
26.24
31.35
29.63
35.39
32.17
38.43
34.72
41.47
37.35
44.62
40.39
48.24
43.67
52.16
TA7LA PROYECTO: DISEÑO DE ALCANTARILLADO VIAL METO"O "EL !OIL CON!E%ATION !E%ICE NE 4 :"OLO: ? C,B(* 21 "(sn '*)*,Bs B.21.49 , 21.59 1972 TIEMPO "E CONCENTACION T- mn
T- > L^08!1^07/1900
CA$"AL $NITAIO PICO
FB > 484A/TB *(
TIEMPO AL PICO "EL I"OAMA TB *
TB > 07 T-
LONIT$" "E ECOI"O
79.69 m
261
16 m
52
"I#EENCIA "E ALT$A! PEIO"O "E ETONO
50
#AMILIA "E I"OAMA s(n ++, P N& '( -*, CN . 4.11 TIEMPO "E CONCENTACION T- * AEA "E LA C$ENCA A
N).5 3.41 mn
0.06
0.003658 Qm2
0.00
N$MEO "E C$%A CN ,G. A ? 14
68
E!COENTIA !$PE#ICIAL !R
4.71 B+
PECIPITACION P >
0.74 B+
6
0.009083004 B+
0.2
E!COENTIA = > P?0.2!^2/P0.8! >
"$ACION "EL EXCE!O "E PECIPITACION T) * '( *S-) . 4.12
0.423
TIEMPO AL PICO "EL I"OAMA TB *
0.04
T)/TB CALC$LA"O ,sm* ,+)* B*). , T)/TB -,+-+,') (n ,G 4.12
10.62
T)/TB COEI"O
11.00
15
3.64
0.14
0.065
0
16
3.90
0.15
0.044
0
17
4.16
0.16
0.030
0
18
4.42
0.17
0.021
0
19
4.68
0.18
0.015
0
20
4.94
0.19
0.009
0
21
5.20
0.20
0.005
0
22
5.46
0.21
0.002
0
23
5.72
0.22
0.000
0
24
0.00
0.00
0.000
0
25
0.00
0.00
0.000
0
26
0.00
0.00
0.000
0
27
0.00
0.00
0.000
0
28
0.00
0.00
0.000
0
T$ep' @r2 0.00 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 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 0.00
Cauda% X >*2 0.000000 0.000096 0.000485 0.001323 0.002426 0.003387 0.003882 0.003511 0.002701 0.001859 0.001277 0.000883 0.000613 0.000421 0.000298 0.000201 0.000137 0.000096 0.000069 0.000041 0.000023 0.000009 0.000000 0.000000
s^05/06
B(s B(s ,U)s * m2 C,+-+,') mm mm * * (')n'() '(+ -,+-+,')
0.000298 0.000201 0.000137 0.000096 0.000069 0.000041 0.000023 0.000009 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000
TA7LA C.LCULO DE LOS CAUDALES MEDIOS MENSUALES Y ANUALES PROYECTO: DISEÑO DE ALCANTARILLADO VIAL MUNICIPIO: TOMAS FRIAS REGISTROS
ESTACION: L'2 p$'2B P'-'2$ SENAMHI REG < POTOSI
ENE >6
P*(-B. M(', An,+ mm V*(, '( +, -(n-, Qm2 AB)*( *) m3 C)(. Es-)**(n, "(s-,*, m3 "(*(-)s '( T(*-(*)s AB)*( N() m3 Cauda% (%-*2e)
#auda% /$' Cauda% $' #auda% ed$'
FE7 "
MAR >6
A7R >5 2.00 0.00
MAY >6 0.93 0.00
JUN >5 0.25 0.00
JUL >6
AGO >6
3.74 0.00
3.90 0.00
2.88 0.00
0.74 0.00
1.67 0.00
13.66
14.27
10.55
7.31
3.39
0.92
2.70
0.51 7 0 7
0.51 7 0 7
0.51 5 0 5
0.51 4 0 4
0.51 2 0 2
0.51 0 0 0
0.51 1 0 1
555
555
555
555
555
555
555
555
SEP >5
OCT >6
NOV >5
1.84 0.00
3.50 0.00
6.12
6.72
0.51 3 0 3
0.51 3 0 3 555
3.07 0.00
27.05 0.00
12.81
9.25
11.23
98.93
0.51 6 0 6
0.51 5 0 5
0.51 6 0 6
0.51 50 0 50
555
555
555
555
Cu!"# M$%&u' !$ E&(u"")*)%$+#
' ! u C
0.00 0.00 0.00 Cauda%e2Med$'2MeF2ua%e2
0.00 0.00 0.00 0.00
ANUAL >;
2.53 0.00
555 %*2 555 %*2 555 %*2
/ . $ & + ' ,
DIC >6
