NIVERSIDAD TÉCNICA PARTICULAR DE LOJA HIDRAULICA I HOJAS DE CÁLCULO ÁLCULO DE VERTEDERO TIPO CREAGER
Qd= P= L= C=
Carga de agua sobre la cresta del vertedero = 〖 _ 〗!1.5∗ "L =( # (×$$!%&#'$
Ho=
0.1177 m
= 〖 �#%(+$∗$ 〗!&#
%&"9.81$
Ha= 9.9804 9.98049E9E-005 005 m
=−
Hd=
0.117 m
Co(d)s)o(es *ara el coe+c)e(te de descarga
0 ≤ P/Ho < 0.5 , C/PLE =&.0&5% 〖 �/ $ 〗!&21.8(/ $21.704
Co=
-497.8010
, C/PLE
0.6 ≤ P/Ho < .5 , C/PLE =0.0'4% 〖 �/ $ 〗!&20.145(/ $2&.0'1
Co=
-4.5014
, C/PLE
P/Ho ! .5 C/PLE Co=
&.18
C/PLE
Correcc)( Correcc )( del coe+c)e(te de descarga &=0.&1&"% 〖�/$ 〗!%&3'$20.78 &=0.&1&"% 8
C&=
0.9999
& &.1798 =_∗ C = Carga de agua sobre la cresta del vertedero %correg)do$ = 〖 _ 〗!1.5∗ "L =( # (×$$!%&#'$
Co(d)s)o(es *ara el coe+c)e(te de descarga
0 ≤ P/Ho < 0.5 , C/PLE =&.0&5% 〖 �/ $ 〗!&21.8(/ $21.704
Co=
-497.8010
, C/PLE
0.6 ≤ P/Ho < .5 , C/PLE =0.0'4% 〖 �/ $ 〗!&20.145(/ $2&.0'1
Co=
-4.5014
, C/PLE
P/Ho ! .5 C/PLE Co=
&.18
C/PLE
Correcc)( Correcc )( del coe+c)e(te de descarga &=0.&1&"% 〖�/$ 〗!%&3'$20.78 &=0.&1&"% 8
C&=
0.9999
& &.1798 =_∗ C = Carga de agua sobre la cresta del vertedero %correg)do$ = 〖 _ 〗!1.5∗ "L =( # (×$$!%&#'$
Ho=
0.1188 m
= 〖 �#%(+$∗$ 〗!&#
%&"9.81$
Ha= 9.99 9.991E1E-005 005 m
Hd= =−
0.1187 m Per+l creager
/ / =− "% 〖 / 〗^$
Coe+c)e(te 6 ( *arame(to vert)cal Ha#Ho Ha#Ho= = 0.00 0.0008 08'9 '919 19' '
6=
0.5
(=
1.87& Calculo de 1 & :1 :&
Ha#Ho= 0.0008'919' ;ar lectura e( la gr<+ca c#Ho=
0.&8
>c#Ho=
0.1'&
:1#Ho=
0.5'
:&#Ho=
0.&'5
c=
0.0'4
>c=
0.0157
:1=
0.0'
:&=
0.0&79
Datos 0.&5 m'#s 1.9m 7m &.&1
Coorde(adas del *er+l creager m 0 0.05 0.1 0.15 0.& 0.&5 0.' 0.'5 0.4 0.45 0.5 0.55 0. 0.5 0.7 0.75 0.755
>m 0 -0.0118 -0.04'0 -0.0919 -0.1575 -0.&'9& -0.''4 -0.4490 -0.575 -0.7187 -0.8754 -1.044 -1.&'15 -1.4'0 -1.4'4 -1.8700 -1.9005
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
PER"IL CREAGER 0
0.1
0.&
0.'
0.4
0.5
0.
0.7
0.8
NIVERSIDAD TÉCNICA PARTICULAR DE LOJ HIDRAULICA I HOJAS DE CÁLCULO ÁLCULO DE VERTEDERO TIPO *EST Q= L= P= C= Pe(d)e(te s H= ?=
Carga de agua sobre la cresta del vertedero = 〖 _ 〗!1.5∗ "L =( # (×$$!%&#'$
Ho=
0.1177 m
= 〖 �#%(+$∗$ 〗!&#
%&"9.81$
Ha= 9.98048770E-005 m
P/Ho # $.%% CU&PLE H' ( Ho
P/Ho < $.%% NO CU&PLE H' ( Ho ) Ha
=
Hd=
0.1177 m Co(d)s)o(es *ara el coe+c)e(te de descarga
0 ≤ P/Ho < 0.5 , C/PLE =&.0&5% 〖 �/ $ 〗!&21.8(/ $21.704
Co=
-49.9&9
, C/PLE
0.6 ≤ P/Ho < .5 , C/PLE =0.0'4% 〖 �/ $ 〗!&20.145(/ $2&.0'1
Co=
-4.488'
, C/PLE
P/Ho ! .5 C/PLE Co=
&.18
C/PLE
Correcc)( del coe+c)e(te de descarga &=0.&1&"% 〖 �/$ 〗!%&3'$20.78
8
C&=
1
& =_∗ C=
&.18
Carga de agua sobre la cresta del vertedero %correg)do$ !
=
_
.
∗
=( # (×$$!%&#'$
Ho=
0.1188 m
= 〖 �#%(+$∗$ 〗!&#
%&"9.81$
Ha= 9.9914'E-005 m
P/Ho # $.%% CU&PLE H' ( Ho
P/Ho < $.%% NO CU&PLE H' ( Ho ) Ha
=
Hd=
0.1188 m Per+l AEB
^= 〖 〗!( 1$
=^# ( 〖 〗!(1$
$ Coe+c)e(te 6 ( Pe(d)e(te *arame(to %?H$ ?ert)cal '01 '0& '0' +( (=
6 & 1.9' 1.9'9 1.87'
( 1.85 1.8' 1.81 1.77
& 1.85 Calculo de 1 & :1 :&
;er)va(do
1=0.&82
1=
0.0''5 m
&=0.175
&=
0.0&08 m
1=0.5
:1=
0.0594 m
&=0.2
:&=
0.0&'8 m
Datos 0.&5 m'#s 7m 1.9m &.&1 *er+c)e vertedero aguas aba@o 1 1
Pu(to de ta(ge(c)a /=/ % 〖 / $ 〗!(1$
t 0.1'
>t -0.070
Coorde(adas d m 0 0.05 0.1 0.15 0.& 0.&5 0.' 0.'5 0.4 0.45 0.5 0.55 0. 0.5 0.7 0.75 0.77'&
l *er+l creager >m 0 -0.01&0 -0.04'& -0.0914 -0.1557 -0.&'5' -0.'&9 -0.4'84 -0.51' -0.979 -0.8481 -1.0117 -1.1884 -1.'781 -1.5805 -1.7957 -1.9000
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0
0.1
0.&
0.'
0.4
P,-./ *ES 0.5
0.
0.7
0.8
0.9
Per+l AEB Parame(to Pu(to ta(ge(te
IVERSIDAD TÉCNICA PARTICULAR DE LOJA HIDRAULICA I HOJAS DE CÁLCULO CÁLCULO DE REJILLA LATERAL
Dato Qd= 6= t= s= Hr= P1= P&= H(= D= P'= = Qma= ?c= Co'1213 ', 4,-t,',-o s,-71'o
Pr)mera co(d)c)(
Begu(da co(d)c)(
P$ ) H # P
89 / P: < 0.;
C/PLE
C/PLE Coe+cc)e(te de descarga
Begu( 6o(ovalov =G0.40720.04 5#(+1 (+ 1 $$!& "I2
/o=
$ "G120.&85"( #
1.91
Begu( FaD)( =%1.79420.01'' /$"G120.55 (# (+1
$$!&
0.5 0.85 0.01 0.05 0.5 1.& 1 0.4 0.1 0.95 50 8 1.5
/o=
1.91 Coe+cc)e(te de sumers)(
Begu( FaD)( =1.05G120.& ∗/&
B=
"M (!/$
0.
Begu( ?)llemo(te =G1(/ $!%'#&$
!0.'85
B=
0.& (cJo eKect)vo de re@)lla
=∗" 〖 〗!%'#&$∗" "=# (∗∗" 〖 〗!%'3&$
b=
$ 1.4& m ,mero de es*ac)os
="/#
(=
&8 ,mero de barrotes
$ =1
,=
&7 (cJo total de re@)lla
%="2(&∗$ $
F=
1.9 m
Com*robas)o( del caudal =∗" 〖 〗!%'#&$∗"
Q=
0.5 m'#s /aorac)( *or obstrucc)( %&5N$
"=""1.&5
bO=
1.77 m ,mero de es*ac)os
R="R/#
(O=
'5 ,mero de barrotes
$ R=R1
,O=
'4 (cJo total de re@)lla
%R="R2(&∗$ R$
FO=
&.11 m Caudal maorado
=∗" 〖 〗!%'#&$∗"
Q=
0.&5 m'#s (gulo de )(cl)(ac)( de la re@a S='. cos 〖/)* 〗 ?eloc)dad del r)o
)=/,
?r= UO=
0.1 m#s 8'.878 T U=90UR
U=
.1&'& T
m'#s m m m m m m m m m& m'#s m#s
IVERSIDAD TÉCNICA PARTICULAR DE L HIDRAULICA I HOJAS DE CÁLCULO CÁLCULO DE DESRRIPIADOR
Co'1213 ', 4,-t,',-o s,-71'o
Pr)mera co(d)c)(
Begu(da co(d)c)(
P ) H4- # P%
89 / P%: < 0.;
C/PLE
C/PLE Coe+cc)e(te de descarga
Begu( 6o(ovalov =G0.40720.04 5#(+& (+ & $$!& "I2
/o=
$ "G120.&85"(#
1.90
Begu( FaD)( =%1.79420.01'' /$"G120.55 (# (+&
$$!&
Qd= 6= t= s= Hr= P1= P&= H(= D= P'= Hvr= U= U=
/o=
1.91 Coe+cc)e(te de sumers)(
Begu( FaD)( =1.05G120.& ∗/'
B=
"M (!/$
0.70'
Begu( ?)llemo(te =G1(/$!%'#&$
!0.'85
B=
0.8 (cJo del vertedero "=#(∗" 〖 〗!%'3&$
=∗" 〖 〗!%'#&$∗"
b=
$
1.9 m Lo(g)tud de desrr)*)ador
=(%R−"$#%&
ta( 〖X 〗
$ L=
0.'8 m
C
VWL dco(=
0 0.0000 0.074&
-=/"R
.= &++! =0.91
C
=
" 2 1 〗 !' $$1 〖 �
-
(
Co'1213 ', s,
0.550 m
Lo(g)tud de resalto Begu( PavlosY) =%&.5"%1.9 ∗& −1$
L=
&.4& m
Begu( BaKra(etD =4.5∗ &
L=
&.47 m
Begu( FacYJmetev =5(&−1$
L=
&.'8 m
Promed)o L=
&.4& m
JA
Datos 0.&5 m'#s 0.85 0.01m 0.05m 0.5m 1.&m 1m 0.4m 0.1m 0.95m 0.'m 1&.5T 0.&18 rad
Z=
0.'5
[o=
1.5
6=
0.9
toaos 0.= >a-a ,st-os 2a2o
7,21a
NIVERSIDAD TÉCNICA PARTICULAR DE LOJ HIDRAULICA I HOJAS DE CÁLCULO CÁLCULO DE TRANSICION Qd= b1= (= \= m= U= U=
[)ra(te a la sal)da de tra(s)c)o( !%8#'$=(&!%&3'$$# (0!%13&$ %&I(!&21$−$$
d&=
0.'554 m
Eleme(tos geometr)cos a la sal)da de tra(s)c)o( "=2 b&=
0.7108 m ,="∗
&=
0.&5& m& *="22
*&=
1.4&1 m &=,&/1
& :&=
0.1777 m ?eloc)dad a la sal)da de tra(s)c)o( &=/,& )
?&=
&.474' m#s
Lo(g)tud de tra(s)c)o(
=("1−"&$#%& ta( 〖X 〗 $
L=
&.77&' m [)ra(te al com)e(Do de la tra(s)c)o(
1=,&/" 1
d1=
0.1' m
(o *uede ser mu *eZue]o
El calado al com)e(Do de la tra(s)c)o( (o *uede ser me(or Zue 1=&+' d1=
&.'71 m
rea al com)e(Do de la tra(s)c)o( , 1="1∗1
1=
4.1 m& ?eloc)dad a la e(trada de tra(s)c)o(
) 1=/,1
?1=
0.1'5 m#s Carga de veloc)dad
〖 1 〗!&#& =_
?1!&#&g=
0.0009 Calcular *erd)das
3 =% 〖 & 〗!& 〖 1 〗!&$#2
JK=
0.'111 Perd)da e( la su*er+c)e del agua ^=%1+$3
^=
0.4044
[)* E( c Co( cuadra( :e
Datos 0.&5 m'#s 1.94 m 0.014 0.01& 0 1&.5 T 0.&18 rad ra(s)c)o( recta
0.01&
de tra(s)c)( C ur urva te de c)rculo ta
0.1 0.15 0.'
NIVERSIDAD TÉCNICA PARTICULAR DE LOJA HIDRAULICA I HOJAS DE CÁLCULO ÁLCULO DE CO&PUERTA DE LAVADO Qd= (= \= m= :a(ura de cellado de la com*uerta P&= H(= b1= a= Com*u
Com*uerta de descarga l)bre Caudal de l)m*)eDa =2
QL=
1.&5 m'#s
[)ra(te aguas aguas arr)ba !%8#'$=(&!%&3'$$# (0! %13&$ %&I(!&21$−$$ d&=
0.4&98 m
Eleme(tos geometr)cos del ca(al de desKogue "=2
b&=
0.859 m ,="∗
&=
0.'95 m& *="22
*&=
1.719& m &=,&/1
& :&=
0.&149 m ?eloc)dad aguas arr)ba &=/, ) &
?&=
'.'8&9 m#s
BV \= b=
0.0& m#m 1.94 m
0.0&
1 1.94
=
0.0'88 FL?;
=4+ &++
H=
a#H= e=
1.5 m Calculo de e %de tabla$ 0.5'7' 0.487' a#H 0 0.1 0.15
e 0.11 0.15 0.18
0.& 0.&5 0.' 0.'5 0.4 0.45 0.5 0.55 0. 0.5 0.7 0.75 0.8 0.85 0.9 0.95 1
Y=
0.& 0.&& 0.&5 0.&8 0.' 0.'8 0.45 0.5 0. 0.75 0.9 0.705 0.7& 0.745 0.78 0.8'5 1 Calculo de Y %0.95 - 0.97$ 0.9 Calculo del caudal
=∗∗∗" "I%2(+) ! (∗ $$$
Q=
1.88& m'#s Com*robac)o( de caudal
? # ?L 1.88& ` 1.&5 C/PLE
Datos 0.&5 m'#s 0.015 0.0& 0 0.05 m 1m 0.4m 1.9m 0.8m rta de descarga l)bre
NIVERSIDAD TÉCNICA PARTICULAR DE LOJ HIDRAULICA I HOJAS DE CÁLCULO REGULACI@N DE LA CRECIENTE
Datos Qc= b= m= P=
1& m'#s 7m 0.45 1.& m
Carga de agua *=∗"" 〖 〗!1.5"I2
=(*#(∗""I2$$!%&#'$
Ho=
0.9044 m *=∗""%120.55(#(+$$!&$∗!1.5"I2
=(*#%∗""%120.55(#(+$$!& $"I2$$!%&#'$
H=
0.8479 m
)=*#%(+$∗"$
?o=
0.8'71 m#s !R= 2 〖 〗!
HoO=
0.88' m
