c)AVENIDA MAXIMA 1.- Eleccion del periodo de retorno
Riesgo de la alcantarilla R= R=
50
%
0.5 %
Vida util de la estructura N=
20
años
Tiempo de retorno retorno =#1 〖(#1#/ " 〗^ =#,(#1 =#,(#1 〖(#−" (#/ " "
T=
29.36 [años]
T=
30.00 [años]
〗
(tiempo de ret. sumido para el pro!ecto"
2.- Caracterizacion hidrografca de la cuenca
area de la cuenca =
#.52 [Km2]
$ongitud del cauce principal $=
2 [m]
&esni'el del cauce principal )=
29 [m]
*endiente del cauce principal +=),$ += 0.06- [m/m] 21.-!ie"po de concentraci#n del pro$ecto
irpic/
tc = 0.0078 *
tc=
.
.
1/2
s
5.466 [min]
caliornia 0.38'
3
tc
0.01%'&*
tc=
L
)
5.49 [min]
ureau 1.1''
tc
0.01%&%*
L
0.38'
)
tc=
5.44 [min]
sumimos el promedio ppara el pro!ecto tc=
5.4- [min]
%.-&ecopilacion %.-&ecopila cion de dato' plu(io"etrico'en 2*hr')
7+T8:N +;+ *R:VN8 ?R+ *7R:&: R7@+TR: #9-9A2002
$TT<& + $:N@.:7+T7 65#> $T
*R78*T8:N ;C; 7N 2 )R+ AÑO 1%8% 1%%0 1%%1 1%%2 1%%3 1%%& 1%%' 1%%( 1%%7 1%%8 1%%% 2000 2001 2002
ENE.
FEB.
MAR.
ABR.
MA. MA.
!"N.
!"L.
A#$. A#$.
20 26.5 25.# 20 #2.3 2#.2 -.5 #-.2 4.2 ##.5 #3.5 2#.2 ##.5
#6.5 #5.2 #2.5 #6.5 9. 5.2 #-.2 ##5.2 35 5. 30.2 ##.5
9.5 20.9.#2.5 30. #3.-.5 #5.5 6.6 20.5 #2 #2.6 ##.5
9.5 6.5 2.5 .5 2.5 20.3 ##.5 5.2 -.5 6.2 6.5 3.5
0 0 0 0 #.5 #.5 2 0 0 # # 3.2
.5 0 0 0 0 0 0 0 2.5 # 0 0 0.2
0 0 #0.2 0 0 0 0 0 0 0 0 0 2.5
3 0 #.2 6.5 0 #.5 25 0 0 0 0.2 0.#
*.-+,tencion $o recopilacion de la' cur(a' I-D-
&istriDucion @umDel A/+
MAX
Xi-X)02 Xi-X)02
1%7' 1%7( 1%77 1%78 1%7% 1%80 1%81 1%82 1%83 1%8& 1%8' 1%8( 1%87 1%88 E=
## 20 29 25.# 2#.5 30. 2#.2 25 #-.2 2# 35 #3.5 30.2 #6 3#4.#
#35.4225 4.0225 0.3225 6.0025 #.3225 60.0625 2.#025 5.5225 #9.-025 2.4225 #52.5225 -3.4225 54.0025 .2225 6#-.#
promedio * i
*
n
F datos= C=
# 22.65
&es'iacion estandar =I((EJ 〖(− L" 〗 2 ",(1#""
s= 6.-952 6.-9523 3 &ispercion =I6/*s
G= 5.346# 5.346#9 9 ;odo de dispersion = L10B5442 10B5442∗
H= #9.56 #9.569 9 'ariaDle reducida
T=
30.00 años
=1ln(ln(,( 1#""" =1ln( != 3.3-2 3.3-29 9 pecipitacion diaria en (2 /oras" para un periodo de retornode ( #0 años"
M 〖= 〗 #02=+∗ C= 34.4# 34.4#5 5 [mm] *recip. )oraria en (60min" para un periodo de retornode (#0anos "(espildora" 〖 MM 2 〗
#0 = ( #0 2 〖 MM 9.3#95 [mm] ",B0 2 〗 de las cur'as &?(relacion de ?rederic/ ell" calculo
#0 〖 MM = 〗 〖〖=(0B2#∗ O0B52" (0B5P 0B2510B5"P 0B2510B5"P 〗 60 〗#0 !ao'3 t"in3 2 4 15 14 25 24 %5 %4 *5 *4 45 44 75 74 85 84 95 94 :5 :4 155 154 115 114
1
2
0.69 #.9 2.2 2.43 3.#2 3. 3.4# 3.95 .#4 .34 .55 .4# .-4 5.02 5.#6 5.29 5.2 5.5 5.65 5.46 5.-4 5.94 6.04 6.#6
0.-#.9# 2.-6 3.50 3.99 .0 .45 5.06 5.33 5.59 5.-2 6.03 6.2 6.2 6.60 6.44 6.93 4.09 4.23 4.34 4.5# 4.6 4.46 4.-9
4 15 6t precipitacion ""3
#.# 2.6 3.69 .5# 5.#5 5.64 6.#2 6.52 6.-4.20 4.50 4.4-.0 -.2-.5# -.43 -.9 9.#3 9.32 9.5# 9.69.-5 #0.0# #0.#4
#.33 2.-.32 5.26.02 6.63 4.#6 4.63 -.0 -.2 -.44 9.#0 9.0 9.69 9.96 #0.2# #0.5 #0.6#0.9# ##.#2 ##.32 ##.52 ##.4# ##.-9
25
45
#.53 3.30 .9 6.0 6.-9 4.59 -.20 -.43 9.2# 9.65 #0.05 #0.2 #0.44 ##.09 ##.0 ##.69 ##.94 #2.23 #2.9 #2.43 #2.96 #3.#9 #3.# #3.62
#.43.-5 5.44 4.05 -.05 -.-4 9.54 #0.#9 #0.45 ##.26 ##.43 #2.#6 #2.54 #2.95 #3.3# #3.65 #3.94 #.2#.5#.-6 #5.#3 #5.0 #5.65 #5.90
6.25
125
!ao'3 t"in3
-.00
1 2 〖 MM _ 〗^
= ( #0 20.42 2 ", #4.92 ( ,60" #3.2
2 4 15 14 25 24 %5 %4 *5 *4 45 44 75 74 85 84 95 94 :5 :4 155 154 115 114
#0.93 9.36 -.25 4.2 6.44 6.25 5.-2 5.6 5.# .-4 .63 .2 .23 .06 3.9# 3.44 3.6 3.52 3.# 3.3# 3.2# 3.#3
#20
26.52 22.9 #4.#4 #.00 ##.94 #0.56 9.50 -.64 -.00 4.5 6.96.56.2 5.93 5.66 5.2 5.20 5.00 .-2 .66 .5# .34 .2 .## .00
#0.32
#2.04
#3.-2
#6.#3
4
15
25
45
5.49 39.6# 29.65 2.#6 20.64 #-.23 #6.0 #.94 #3.-2 #2.-6 #2.06 ##.34 #0.44 #0.2 9.44 9.35 -.9-.6 -.32 -.0 4.44.5 4.3# 4.#0 6.9#
53.5 6.2 3.6# 2-.2# 2.# 2#.2#9.# #4.#6.#3 #5.02 #.0#3.24 #2.54 ##.95 ##.# #0.92 #0.#0.09.42 9.39 9.0-.-0 -.5 -.29 -.04
Inten'idad ""h3
3.#9 29.522.# #-.0 #5. #3.6# #2.2 ##.##0.32 9.60 9.00 -.9 -.0 4.6 4.30 6.96.40 6.5 6.22 6.00 5.-# 5.63 5.6 5.30 5.#6
39.99 3.59 25.-9 2#.#0 #-.06 #5.92 #.32 #3.04 #2.04 ##.23 #0.53 9.93 9.0 -.9 -.53 -.#4 4.- 4.5 4.24 4.02 6.49 6.56.39 6.20 6.03
Curva Intensidad Duración Frecuencia (IDF) Tr # 20.00 #-.00 #6.00 #.00 #2.00 Intensidad (mm/h)
#0.00 -.00 6.00 .00
Tr 2
Tr 5
Tr #0
Tr 20
Tr 50
Tr #0
2.00 0.00 0
20
0
60
-0
Duración (min)
4.- e'ti"acion de lo' caudale' "a;i"o' $ "ini"o' 41.-Metodo racional
coeQciente de escurrimiento c=
0. acuerdo al tipo de suelo del manual de la 8(manual de /idrologi
rea del a cuenca =
#.52 Sm2U
tiempo de concentracion del pro!ecto tc=
5.4- [min]
tiempo de retorno del pro!ecto T= 30.00 SañosU Tiempo de retorno para caudal de 'eriQcacion T'=2T T'=
60 SañosU
ntensidad para el tc ! T ( de las cur'as &? c relsaciopn de ederWico ell" !ao'3 t"in3 4.89
1
2
4
#.6
2.#0
2.40
3.#6
!ao'3
1
2
4 〗^
15
〖 MM _
t"in3
15 25 6t precipitacion ""3
%5
45
75
3.62
3.-9
.23
.35
25
%5
45
75
3.-9
5.#
Inten'idad ""h3 = ( #02-.04 #4.0# 2#.432.-3 34.60 0.34.89 2 ", ( ,60"de 'eriQcacion 7staimacion del gasto
=
5.# Smm,/U
= (∗∗",3B6
(intensidad para tc de pro!ecto ! T' (el doDle de periodo de retornode pro!e Sm3,sU
X=
-.39 Sm3,sU
=
0.3- Smm,/U
= (∗∗",3B6
X=
(intensidad para tc de pro!ecto ! T periodo de retorno de pro!ecto" Sm3,sU
4.50 Sm3,sU
5,2.- Metodo de la SCS
cur'a numerica(para areas rurales ! urDanas" 8N=
-
de acuerdo al tipo de suelo ! cuDertura de la 8 (ma
tiempo de concentracion del pro!ecto tc=
5.4- [min]
prercipitacion o llu'ia para el (tc ! T de pro!ecto" *=
3.-9 [mm]
de la taDla realiYada para tc ! T
*otencial maZima de retencion de agua =#000/
A #0
+ = #0.-333 'olumen escurrido = 〖(10B2∗" 〗2, (O0B-5"
[mm]
X= 0.6292 [mm] 7stimacion del gasto maZimo de diseño =#B#2∗,(,60"
[m3/s]
[r= 4.24095 [m3/s] 5,!.-Metodo "idro#rama unitario trian#ular
rea del a cuenca =
#.52 Sm2U
tiempo de concentracion del pro!ecto 5.4- [min]
tc=
tiempo de retorno del pro!ecto ti=06Btc 3.4 [min]
ti= tiempo pico
=2PI(,60"60
34.23##992 [min]
=,2O
tr
22.# [min]
tp= llu'ia neta n<
1 ""3
caudal pico =(2B0-∗∗ (,60"
",
Xp= -.5909# [m3/s] Tiempo despues del pico tr=#B64tp tr= 36.-453 [min] tiempo Dase tD=tpOtr 59.0 [min]
tD=
grafca de hidrogra"a triangular= t "in3 ti tp t,
> "%'3
h3
0.00 22.# 59.0
0.00 0.34 0.9-
0.00 -.59 0
"idro#rama nitario trian#lar #0
2 -.59
6 Caudal (m!/s)
2 # 0.00 0 0
3 0.00 0
0
#
#
#
#
+iemo (h) 5,$.-%esumen de los caudales &'tenidos ara tc * + del ro*ecto
X=
4.50 [m3/s]
(metodo racional"
X=
4.24 [m3/s]
(metodo del +8+"
X=
-.59 [m3/s]
(metodo /idrograma triangular unitario"
5,5.-Comentario de las dierencias de los caudales o'tenidos * elicacion del metodo
+E,.
O-$.
0 #.5 0 #0. 2.5 2.5 6 9. 0 #0.2 0 3.2 0
5 #0.5 6 9.5 6.2 4.2 6.5 #3 4.# 5.5 .5 #6
NO. -.2 -.5 29 #2.5 6.5 #-.3 #5 -.5 #0.5 2# .2 A 6.5 6.5
-. ## #5 26 #0.5 2#.5 #0.5 #2 22.5 9 9.5 9.5 ##.3 #3.5 6.5
MA ## 20 29 25.# 2#.5 30. 2#.2 25 #-.2 2# 35 #3.5 30.2 #6
155
#.9.24 6.39 4.-2 -.92 9.-3 #0.6# ##.30 ##.92 #2.#3.00 #3.#3.93 #.35 #.45 #5.#3 #5.9 #5.-3 #6.#6 #6.4 #6.4#4.04 #4.35 #4.62
#4.--
155
59.25 5#.26 3-.34 3#.24 26.45 23.59 2#.22 #9.34 #4.-#6.65 #5.60 #.4# #3.93 #3.25 #2.65 #2.#0 ##.62 ##.##0.44 #0.0 #0.04 9.45 9.6 9.#9 -.9
#00
#20
a ! drenae taDla#B6A3"
155
.6155
-.65
to""
nual de /idrologia ! drenae taDla#B6A4"
recomendado
7+T8:N *otos\ *R:VN8 Tom_s ?r\as *7R:&: R7@+TR: #95-A2009
$T. +< $:N@. : $T
`: #945 #946 #944 #94#949 #9-0 #9-# #9-2 #9-3 #9- #9-5 #9-6 #9-4 #9--
7N7.
?7.
;R.
R.
#2.6 #9.9 ##.6 20.9 #2.5 #4 #6.# #3.3 #2.4 #-.# #6.5 #-.-
#-.3 #-.6 #-.6 ##.4 #3.6 #3 # -.# 2-.#4. #6 #0 ##.5
#-.5 20.5 #5.5 # 3#.2 #6 -.2 . 24.3 4. 3 # 2
#.# 0.5 .9.5 0 9 2.6 #0.3 5.2 #.2 3. 4. #
;. 2.0.2 0 0 0 0 0 0 0 3.2 # 0. 0 3
b
b<$. 0 0 0 0. 0 2 0 0 2.# 0 0 0 2 0
#9-9 #990 2004 2002009 ;7&.
# #3 #3 3#.2 0 #.2 0 25.2 #-.2 #6.2 4 # 5.6 0 3.2#.5 #5.# .4 0.0 0.0 0.0 #9.4 ##.0 #3.0 #.0.0 0.0 0.0 2.5 #5.23.0 -.9 .0 0.0 0.0 #4.564 #5.506 #5.49 4.5333 0.-2## #.23#6 0.32#
#9] 35^ 7+T7 65] 5^ 3950 m.s.n.m. C; 7N 2 )R+ @T. 0 3.# 0 9.0 4.5 0 #.2 #.2 .2 0 0 0
+7*. # 33.5 5.# 2.#.4 #.5 -.4 3.9 5. 6.# . 3.4 #5
:8T. 25 #.2 4. .# -.5 6. 4.6 5.3 #2 #3 #0.5 #0 20 4
N:V. 2.2 6.#9. 4.6 #0.3 6.5 -.5 #3.5 5.#3. #3. #3 4.2 ##
&8. 2-.6 9.4 23.2 33.2 #-.6 6 #.3 #6.2 #0.6 #9. #9. #9.5 #6.#4.5
;C # 33.5 23.2 33.2 20.9 3#.2 #4 #6.2 #.2 2-.2.4 #9.5 20 2
0 #.5 ##.2 #3.5 2.2 0 5.#9.2 32.2 2.# #0.2 -.4 2#.5 2#.5 2.# 2.# 5.# 2.# #3.3 0.0 5.2 2.#5.#-.2.-632 9.04 -.6526 #2.#26 #-.52
3#.2 32.2 3.#9.4 23.0
