En un proyecto de riego, se tiene un canal lateral que conduce de sole solera ra " = 0.#5 0.#5 m. $ traz trazad ado o con con una una pend pendie ient nte e de 5 por por m 'isear una rapida de seccion rectangular.
un caudal caudal de 0.35 0.35 m3/s, m3/s, traz trazado ado en tierr tierra a (n = 0.025 0.025)) de secci secci il.En un tramo de su per%l longitudinal tiene que atra&ezar un
un caudal caudal de 0.35 0.35 m3/s, m3/s, traz trazado ado en tierr tierra a (n = 0.025 0.025)) de secci secci il.En un tramo de su per%l longitudinal tiene que atra&ezar un
n trapezoidal con un talud Z = , anc!o er%l como se muestra en la %gura.
Univer CURSO: MECÁNI
1. CARACTERISTICAS HIDRÁULICAS DEL CANAL / DIS '*+ -*+'1- E 1E 4= CAUDAL ANCHO DE SOLERA
"=
TALUD
Z=
RUGOSIDAD
n=
ENDIENTE
=
GRAVEDAD
g=
T = 1.96 m
0.35 0.#5 0.025 0.0005 .6
b= 0.75 m
#.1. CÁLCULOS HI $c= = = 8= E=
0.302 0.200 0.567 .#79 0.7936 %. HALLANDO TIRANTE NORMAL
C&'( )(*+,( , (+,( 0
2.
C&'( )22+& , 2&'&*:
5.7
C&'( (34() (+5( :
3.7
*&3+'4, 6&+7&'(* :
0.9
,+' , *( (+,( :
0.66#
*enemos: 9 ++2+(*0 9(*0 N; , '(<&) 0 DATOS
0.302 0.0020 0
?!<@/)"0 5!<"0 0 S0
0.35 0.9500 0.05 0.60
3!<2/s)=
=
A
0.302 0.2#65 0.27## 0.2#0 0.693 0.559 0.27 0.072 0.0937 0.032# 0.0020 0.#
0.200 0.60 0.90 0.7 0.2 0.0 0.062 0.092 0.072 0.023 0.003 0.2
.2967 .209 .755 .067 .0229 0.92 0.6# 0.6363 0.##9 0.#57 0.9570 0.23
R)4< , ,('&) L !<" = !<" 0.0000 0.302 0.023 0.2#65 0.3# 0.27## 0.3695 0.2#0 0.66# 0.693 .770 0.559 7.#29# 0.27 75.653 0.072 70.73 0.0937 3#.2#66 0.032# 56.697 0.0020
LONGITUD DE LA CURVA DE REMANSO TIO DE CURVA
56.697 S>
0.9563
C*24*& ,* T+(' &<(* *( )(*+ 4= "= Z= n= = g=
D('&) ( +'&,42+ H C((*) 0.35 0.9500 0 0.05 0.0005 .6
0.00
#. 1;lc
=
A
V
0.06
0.097
5.357
=
A
V
0.06 0.006 0.066 0.0#26 0.0936 0.0576 0.0756 0.0396 0.02#6 0.066 0.006 0.0006 0.0062 0.0#2 0.0292 0.0352 0.0772
0.097 0.050 0.0532 0.07#3 0.075 0.0359 0.026 0.023 0.06 0.022 0.0097 0.0005 0.0053 0.02 0.0#0 0.022 0.026#
5.357 5.302 9.562# #.397 6.736 .625 .#596 7.932 .39 26.979 57.75 9#3.0#9 95.9990 3.305 20.5520 5.2#2 2.627
0.0532 0.0922 0.0#2 0.0602 0.062
0.0379 0.0707 0.0793 0.052 0.0560
0.25 6.959 #.592# 9.#70 9.0399
E 11+ 'E -*EE11-+ 'E 18 E E-Z >+ ?E'-+ DEL METODO DE LA BISECCION: 1'+ E 8+ 'E 1 - > E IGUAL A CERO !1 - > 0 " ESE SERA EL UNTO DE INTERSECCION . > + 1 E 11 >+ E -*E?E'-+ 'E '+ >*+ *E 'E 1?@-+ 'E -A+ >+-*-8+ EA*-8+ (: B E E >*+ *E 'E 1?@-+ 'E -A+ 'E C C2) , (-: B E E >*+ 'E>E 'E 1?@-+ 'E -A+ 'E C C2
Ecuacion general de la
idad Nacional José Faustino S CA DE FLUIDOS II
DISEÑO HID!U"IC
EÑO DEL CANAL ANTES DE LA EXISTENCIA DE LA RÁIDA !UTILIZANDO E*'+ +@*E-'+ E 1E $n= = 8= *= D= E=
0.902 0.65# 0.72 .556 0.22 0.923
0.6029
DRÁULICOS DE LA SECCI$N DE CONTROL >= * = D=
.2967 0.9500 .0000
N EL CANAL DE LA RÁIDA DE SECCI$N RECTANGUL 4= "= Z= n= =
0.35 0.9500 0 0.05 0.66#
$n del rectangular=
.KK
8. CÁLCULO HIDRÁULIC
= 0
0.030#
.6 M'&,& D+2'& & T(<&) R
R2/3
V
0.567 0.500 0.709 0.30 0.67 0.052 0.002 0.0#30 0.053 0.02# 0.0020 0.2
0.226 0.2623 0.2#07 0.2596 0.272 0.222 0.20 0.#7# 0.72 0.090 0.056 0.2325
.#79 .33# 2.#35 2.76 2.602 3.7906 7.322 5.# 6.766# 9.757 29.##03 3.792
G(
0.000 0.6000 0.#000
2(3( , 3+( !<" 0.9000 0.5000 0.7000 0.3000 0.500
0.2000
0.2500
'+(' !
0.95
,( , *( +,( - D)4) ,* )(*'& H+,4*+2& yn = = 8= * = D= E=
R)4*'(,&) &5'+,&) H C((*) .K8 0.5637 0.5 0.9500 0.2022 0.5
. C*24*& , *( &4,+,( lo de la 1ur&a Ele&aci
V>/>3
E
.763#
.5635
V>/>3
E
.763# .#27 2.2065 2.#667 3.9305 7.20 #.0750 0.23 .27 7.67 53.6#5 2300.3736 2.###2 7.52 2.5262 .296 #.5972
.5635 .6632 2.203 2.692 3.973 7.#56 #.006 0.7 .72 7.6302 53.663 2300.3779 2.#90 7.37 2.5020 .69 #.5200
E*(2+& 3( 7.
E*(2+& 3(,+' T(=2'&+(
3.7000 3.003 2.932 2.227 .262 0.00#6 #.62# 7.0375 7.95# 29.679# 36.6#6 230#5.390 207.#655 37.57 9.565 3.0 #.7935
5.227 3.6# 2.5 2.2#5 .65#3
5.962 3.#5#5 2.673 2.2#3 .#96
.653 .2290 2.39 2.#992 3.257
C*24*&
=- '+(' <'&)
(F) = 0.075390#576 eFp( 0.000#
X - E*(2+ <'&) &
%&'
(*4( X
*+( , ',2+( 1
3.5 3.7 3.76 3.7# 3.79 3.75 3.77 3.73 3.72 3.7 3.7 3.# 2.6 2.66 2.6# 2.69 2.65 2.67 2.63 2.62 2.6 2.60 2.# 2.#6 2.##
0.7972 0.7922 0.790 0.756 0.759 0.7570 0.7520 0.7500 0.7760 0.7790 0.773 0.367 0.379# 0.377 0.3730 0.37 0.332 0.33#7 0.3355 0.3339 0.336 0.32 0.326 0.3292 0.3277
. CÁLCULO DE LAS COO
ar;"ola:
=− xS
F 0.000 0.030 0.090 0.00 0.20 0.50 0.60 0.20 0.270 0.2#0 0.300 0.330 0.390 0.30 0.720 0.750 0.760 0.50 0.540
0.5#0
y 0.000 0.009 0.02 0.06 0.027 0.030 0.03# 0.073 0.050 0.05# 0.097 0.0# 0.0#6 0.069 0.03 0.0 0.0 0.# 0.25 0.33
Ele&aci
2.50
nchez Carrión FACULTAD DE INGENIERÍA CIVIL- VI CICLO IN
DE UN# !$ID#
>. C
H CANALES" =L((2# ×G2)/ M G3×)) Dormula Empirica (6×
egJn ''EK+8 =0.#95×G(2/5) =(6.#6N √)/ Dormula Empirica (0.+)
_=O G2/ G2× ))
#. CÁLCULO DE
=7.#N(M( Q _ ) )/2H.95×_ =
0.#75 m
AR = *= D= p= 8=
0.097 0.9500 5.752 0.679 5.357
E=
P $c=0.3030 EN EL CANAL DE LA RÁIDA - CÁLCULO DE TIRANTES 9
^P/ ( ( ∗ !P "
0.579 0.09 0.2706 0.336 0.725# 0.905 0.7## .99# 3.9#29 3.60# 3#0.2##3 0.5075
E=( " +^ /(∗ "0.7936 0.790 0.7665 0.5306 0.92 0.#990 .0#29 .#92 3.#39 3.6709 3#0.2#3
E 0.0053 0.05 0.0723 0.063 0.570 0.3099 0.9669 .#7 0.079 395.7369
SE 0.00#9 0.0059 0.0757 0.0200 0.03232 0.05725 0.037 0.2720 0.6269 9.92057 9590.7756 0.0720
& E ) E6 (F) = 9#22.5002977FG2 2#3.0692369#7F H 22#0.952665363
e EH! >olynomial (EH!
0.3000
"
0.3500
CÁLCULO DEL BORDE LIBRE
$n
, !*(2+&" ,* '(4 (<&'+34(,& - T(<& ,
+' 3+( 635
3+( - E*(2+ *( R+,(
C&'( , R+,(
=
3.70
0.902
C&'( , R+,(
=1
3.7000
0.7000 0.30 0.3620 0.3#30 0.3970 0.3550 0.3790 0.33#0 0.3260 0.30 0.300 0.300 0.220 0.2630 0.2#70 0.2950 0.2590
0.27#0 0.2360 0.220 0.2200 0.20 0.2020 0.30 0.670 0.37
, E*(2+ ,* T(4 ,* C&*26 A< 0.5000
0.7000
0.3000
0.2000
0.000
(F)
77 F )
0.0000
0.000
0.2000
,& , *( +,( & 2&*26 ,* (<&'+34(,& L+( , ',2+( > 2.#96 2.956 2.52629 2.703## 2.26572 2.#20 2.0952 .9720 .69#7 .##557 .9662 0.52657 0.3522 0.2659 0.2223 0.922 0.07 0.0505 0.066 0.079 0.002 0.06567 0.0692 0.0##90 0.0#3#6
1 - > 2.9507# 2.529 2.36227 2.25#9 2.362 2.02#50 .20# .620 .#229 .9305 .573#3 0.366# 0.00055 0.0052 0.0209 0.0#6 0.02373 0.02696 0.0339# 0.03670 0.0726 0.07#5 0.05 0.05503 0.05699
DENADAS 9 ELEVACIONES DE LA TRA9ECTORIA
+
gx
2
1
+
S
2
4.5v
Ele&aci
. CÁLCULO DE TRANSICI$N DE SALIDA
JOSÉ ZUMARÁN IRRIBAREN
LCULO DEL ANCHO DE SOLERA DE LA RÁIDA "=
0.7265 m "promedio=
"= "=
0.502# m .0922 m @. CÁLCULO DEL TIRANTE CRÍTICO
"redondeado=
$1=
0.302
.%
m
A LONGITUD DE LA TRANSICI$N DE ENTRADA A
×_ =
.5635
ISTANCIA
SE 0.0029 0.0255 0.0### 0.02999 0.0732 0.0#663 0.#23 0.52#03 3.#9#0 0.00000
)
S0E 0.##7 0.#975 0.#23 0.9237 0.75# 0.0# 0.099 0.33603 3.52##0 0.600
X
L
0.0232 0.039 0.27963 0.50095 .05963 2.#62#3 7.25692 5.67223 2.69735 552.5653
0 0.0232 0.396 0.36950 0.66#5 .736 7.#29# 75.6537 70.730 3#.2#6#5 56.69709
*( T(=2'&+( #.2 1;lculo de la 1ur&a Ele&aci
A
V
V>/>3
E
0.65#
0.72
0.007
0.923
=>
V>
V>>/>3
E>
0.2333 0.23# 0.2793 0.253 0.2902 0.29#5 0.2#5 0.262 0.2 0.29 0.3067 0.3#5 0.32#0 0.339 0.37#3 0.3560 0.393
2.30## 2.2797 2.693 2.2#7 2.099 2.030 .5#5 .03 .676 .##5 .#792 .95 .9795 .56 .5509 .5070 .756
0.2#7 0.25#2 0.2739 0.230# 0.263 0.2095 0.53 0.679 0.#77 0.97# 0.557 0.799 0.362 0.302 0.225 0.53 0.067
0.5076 0.79 0.76 0.7636 0.7#65 0.7#70 0.7#07 0.79#5 0.7955 0.7972 0.7936 0.797 0.7952 0.79# 0.796 0.7#33 0.7##9
0.360 0.337 0.7093 0.7 0.7372 0.773 0.7953 0.7622 0.9005
.73 .3966 .3253 .2627 .270 .67 .5#3 .99
0.06 0.055 0.065 0.0636 0.0#67 0.0#32 0.0963 0.0939
0.7626 0.766 0.756 0.503# 0.529 0.5225 0.5335 0.5756
'+34(,&
3.276929262232E039 eFp( 9.#9606 F ) 1ur&a - Ele&aci
C&'( ,* 2&*26& (<&'+34(,& 0 =1 0
1>.K .1@#
m.s.n.m. m.
Cálculo de la profundidad del colchon amortiguador
&4,+,(,: 0 *(2+& ,* 2((* - *(2+& ,* 2&*2 0.0 r = a salida del colc!on !acia el canal puede construirse en orm construye en orma inclinada se recomienda z =
C(*24*& , *( *&3+'4, ,* C&*26& L 0 % !=> - =1" 0
ARAB$LICA
2.32
m.
0.9977
m
0.9500
SECCION DE CONTROL
.8%
L
ABEADA
6 0.0000 0.0003 0.006 0.009 0.023# 0.0672 0.3#29 #.23# 2.599 36.553 0.0000
E6 0.7936 0.793 0.703 0.53#9 0.935# 0.6502 .7752 .9650 27.62# 52.379 3#0.2#3
COTA DE LA RÁRIDA
ugado menor
E*(2+& 3(,+' 3+(
C&'( , R+,(
3.523
2.0
E*. D 3(,+' - E> 3.00#5 3.057 3.0227 3.0265 3.0336 3.0363 3.07 3.077# 3.0796 3.0760 3.0765 3.0762 3.07# 3.0752 3.0725 3.030 3.0379
3.025 3.0237 3.095 3.0069 2.# 2.66 2.#6# 2.995
r;pida) gado ?enor)
& m.
$ .1@#
&ertical, y si se 2
$2 .%KK
