diseño de bocatoma.xlsx
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UNIVERSIDAD PERUANA UNION INGENIERIA CIVIL ESTRUCTURAS HIDRAULICAS Diseño de una obra de toma con rejilla de Fondo
Qd =
S O T A D
740 l/s l/s
=
Qrío mín =
12040 12040 l/s
=
Qrío med =
24600 24600 l/s
=
Qrío máx =
43050 43050 l/s
=
12.04 m3/s
0.74 m3/s 24.6 m3/s 43.05 m3/s
35 m
L=
Esesor !"ro =
0.3 0.3 m 35 m
An#$o %ío =
2
&##'ones (n) =
&= *=
0.1 0.1 m 0.035 0.035 m
s
0.5 0.5 +
,* =
0.1 m/s m/s
Vr máxima = 0.2m/s
DISEÑO DE LA PRESA
1) Cálculo de Carga de Agua sobre la Presa "H"
(Para cada uno de los caudales)
H!= 0.050-2104 0.050-2104 m H2= 0.326-5-34 0.326-5-34 m H3= 0.526460-5 0.526460-5 m
H
3
H"= 0.76452471 0.76452471 m
L' = 34.--15 34.--15 m Vr = 0.41532-55 m/s
L'
Vr
L
Q
(1.84L)
Qd L'*H
2
0.1nH
Q 1.84 * L * H 3 2
1
0.3 Vr 3.0 1
2) Dse!o del Canal de Aduccn #s = 0.30-54-5 0.30-54-5 m
X s
#i = 0.127 0.127 m
X i B
$ = 0.40-54-5 0.40-54-5 m
$=
1
0 . 36 Vr
2 3
4 7
0 . 6 H 1
4
3
0 . 18 Vr 7
0 . 74 H 14
X
s
0 .1
$ % 0." m
0."!
m
#) Dse!o de la Re$lla An
A& = .22222222 m
2
N=
N
4 or'#'os or'#'os
At
A = 0.22677445 m2 Lr = 27.027524 27.027524 m
Lr=
2(.0)
m
0 . 9 * Vb b
Sep.barrot es
Lr
1
Qd
B ( a
b ) N
An * ( a b ) a * B
Lr % 0.( m
%) Per&l del Canal de Aduccn *o = 0.01030 0.01030 m
2
sj* Lr 2 o 2 * 1 *s * Lr 3 3 2 1
*+= 0.5145032 0.5145032 m
!
$e = $# *,= 0.5145032 0.5145032 m o=
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L#& n& n&l=
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e=
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m m
3
Q2 (# * ")
2
') Dse!o de la Cáara de Recoleccn V, = 3.50-24311 3.50-24311 m/s
#s = 1.24176052 1.24176052 m
#i = 0.13710.1371- m
L = 1.54176052 1.54176052 m
Ve
Qd "
e
X s 0 . 36 Ve X i
0 . 18 Ve
L Xs 0 . 30
4 7
2 3
4 7
0 .6 h e 3
0 . 74 h c4
) Desag*e del canal de e+cesos C-=
0.3
+aa-= -.553350- m3/s ,xs= .13350- m3/s
Qcaptado Cd * An Qexs Qcaptado
2 * g * H 1
Qd
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