estudio hidrologico del chonta(transfer. y caud. max) - ayuda

8/18/2019 Estudio Hidrologico Del Chonta(Transfer. y Caud. Max) - Ayuda

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MICROCUENCA DEL CH

CALCULO DE PARAMETROS GEOM

01) LONGITUD DEL CAUCE PRINCIPAL (L):

L = 28.827 Km

02) AREA DE LA CUENCA (A):Superficie drenada por el cauce y sus afluentes por encima del punto consid(emisor), se expresa generalmente en Km2.

A = 28.88 Km2

03) PERIMETRO (P):Longitud de la l!nea de di"ortio a#uarium.

$ = 7%.2& Km

04) COEFICIENTE DE COMPACIDAD O INDICE DE GRAVELIUS (Kc):Los "alores pr'ximos a corresponden a cuencas redondeadas, los "aloresde 2 corresponden a cuencas alargadas , y los "alores entre y 2, la cuencaalargada ni redondeada.

Kc = .282* $ * (A)+ -2Kc = .22

05) FACTOR DE FORMA (F):

$armetro adimensional #ue relaciona el anc/o promedio y la longitud del ccipal y mide la tendencia de la cuenca /acia las crecidas.

0 = A - L+20 = .%1

Anc/o $romedio de la uenca3

4 = A - L

4 = &.&1 Km

06) RECTANGULO EUIVALENTE:

5eempla6ando los datos en la formula anterior tenemos #ue3

a= Kc∗ A 1/2

1.12∗

[1−1.12

Kc ∗

√( Kc1 .12 )

2

−1

b= Kc∗ A 1/2

1.12∗[1+1.12 Kc ∗√( Kc1.12 )

2

−1]


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a = .77 Km A =

= 29.%8 Km

0!) PENDIENTE DE LA CUENCA Sc: METODO DEL RECTANGULO EUIVALENTE" LA M#S ACEPTA$LE:

Donde:

= :#uidistancia entre cur"as de ni"elLi = Longitud parcial de cada cur"a de ni"el

= .1 Km = 1 m

A = 28.& Km2

Li = 79.7 Km

Sc = .%Sc = .% ;

0%) CENTRO DE GRAVEDAD O CENTROIDE DE LA CUENCA:0&) LONGITUD DEL CENTROIDE DEL AREA :10) CURVA HIPSOMETRICA:

C' C*+, A+-

(.///./)

277 28.8828 28.19% 278.21%2 291.89%9 &.&7

% %&.&%8 89.79 27.11

Sc=C

A ∗∑

i=1

n

Li

28

%

%2

%9

%

%8

9

92

CURVA HIPSOMETRICA

A l t i t u d e s

( m . s . n . m . )


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11) CURVA DE FRECUENCIA DE ALTITUDES:

C' C*+, A+-

(.///./) +c

277 .&

28 2.8&% .2&%2 &.%%9 7.78% &.2%8 &.&29 8.

12) PERFIL LONGITUDINAL DEL CAUCE PRINCIPAL:COTAS

(.///.)

277 2828 %% %2%2 %9%9 %% %8%8 9


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8) ALTITUD MEDIA

= -28,88(,%9*28?8,2&*2&?%2,9*%?19,88*%%?1,= %19,2 m

Ec9 1: H*+''A*: 2!45

A' E-+' F-;+-+' M+


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&&2 &. 71.7 %.8 7.2sumatoria 87.2 292. 22.2 2&8.$romedio 2.%9 8.7 7.7%%% 9%.27

TRANSFERENCIA DE DATOS

ESTACION ALTITUD M/

E-+' F-;+-+' M+ .8%888 .272% .%181%9 .&7%229

:S C:>:5AA

AD E-+' F-;+-+' M+


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&&2 1%.9% 91.8 71.&887& 8.&917SEFA


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NTA

RFOLOGICOS

erado

mayoresno es ni

uce prin

Kc.12 )

2

−1

]Kc

. 12 )2

−1]


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28.8899 Km2


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L/ CAUCE L/ CAUCE>. c*.* >.

.97 .97 .9& .9&&22%&.12 .&27 .97 9%.%98981

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S L ? S

2 21 %

Area - ur"a (Km2)

) 1 () (1 2)

POLIGONO DE FRECUENCIAS

; A reas $arc


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?.&&

2) 21 %)

CAUCE PRINCIPAL

L'153(*6

85


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G$ara esta ocacion usaremos el F:


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P TOTAL &.7&% &9.17 .271 1.71

P EFECTIVA 17.78% 91.1872 1%.&9 11.82

DATOS J5:A : LA E:>A3

$:>B:>:AS

TOTAL DE RETENCI8N

MES PRECIPITACION MENSUAL TOTAL EFECTIVA

N D ..?.-

1 2 3 4:>:5 % &.7& 17.78%0:45:5 28 &9.1 91.187FA5M % .27 1%.&


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A45BL % 1.7 11.8FA % %8.8 8.792NE>B % . 1.9%NELB % . 1.%1&

ACS


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$1 2.

$2 .&12$3 .&99S .27

R2 .871R .8&8

ECUACION DEL CAUD:s necesario correlacionar el caudal actual en funcion del caudala anteri

#ue se con"ierte con nuestra "ariale de impulso .$ara mantenery otener una aproximacion mayor a la realidad , se utili6a

2/06010/0&52

:S C:>:5AA

[12 ∑Qi−

∑ Qi−1 ∑Qi−∑ PEi ∑Qi−1×

∑Qi2−( ∑ Qi)212

−B2

( ∑Qi×¿Qi−1

r =

√B

2( ∑Qi×¿Qi−1−

∑ Qi×12

¿ ¿⃗ ¿

Qi

=B1+B

2×Q

i−1+B

3× PE


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NMEROS ALEATORIOS PARA LA GENERA

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CAUDALES GENER

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NERACION DE CAUDALES MENSUALES PROMED ALA>: @B5LCB

Om= audal medio mensual (mm-mes)$i= $rec.2.%2) %&.7 >=

MAO 7UNIO 7ULIO AGOSTO SEPTIEM$RE OCTU$RE

Qm= P

i− D

i+G

i− A

i

Qm

= PEi+G

i− A

i


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%8.811 .27 .88 22.&8 98.9%9 82.8%

8.7929 1.9%9 1.%181 .877 2%.%1% %&.&11%

28.88 Km2B>B$AL3 2.1 ;

BA3 8.%5:>


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9.8 .7% 9&.8 8..7 .9 %1.1 ..9& .9 .19 2.&2.%9 8.2 %.%7 2.28.29 1.17 . 2.81.7 %.87 27.22 9.8

.2% 1.8 %9.87 1.&1.& 7.& 1%.9 &.%81.&2 7.2 1%.22 &.&

.&9 91.2 . 91.2 9%.77 72.&%

R-c9 -+- D-c+ @ R--c9 C*- --+

G' - R--c9 - c*-c C*- --+

C'-c-- - A;-c.-' V'*.

A;-c.-' - R--c9 - c*-c

ELOS PAR#METROS DE LA CORRELACI8N MLTIPLE ENTRE: : 0 C @

(1)2 (PE)2 1PE PE 1T82.% %%%8.87 121.27 %9.7% 9&.1

2&.7 278.& 298.% %99. 9.21.&& 282&.%% 9.17 929.9 .27%.7% %9.78 991.19 98%.12 &.71. %1.28 2.%8 2.12 12.%.9 2.91 %.88 1.2 7.1%8.1% 28.7 1.1 2.29 .71.22 22.&9 21.%% %.11 .18. 191.%7 .91 2.22 %.72%.& 1&.9% &.&& 2%8. 28.2%1.98 %9. %1&.%8 11.88 11.8787.&7 %1.88 1.72 19&.2 81.2

12.1 2%2%.%% %%&.91 %2%.72 98.2

ERACI8N SINTTICA DE CAUDALES

bo=e−at

ai= PE

E

PET

×100

A i= a

i

100× R

PE+Gi− A

( PE+Gi− AGi=bo

bm

× R


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L MEDIO MENSUAL PARA PERIODOS ETENDIDOSr , cominandolo con la precipitacion efecti"a ,el rango de los "alores generadosdemas una "ariale aleatoria.

0/0&44P-B(1/21!)(1(0/%0!5))(1?2)

∑Qi∑Qi−1 ∑ PEi

1

∑Qi−12

∑Qi−1 PEi

i ∑Qi−1× PEi ∑ PEi2 ]×

[B1

B2B

3 ]=

[ Q

i×¿Qi−1

∑ ¿ ∑Qi PEi]¿ ¿ ¿

∑Qi×¿Qi−1−∑ Qi×¿∑ Qi−112

)−B3

(∑ Qi×¿ PEi−

∑Qi×¿ ∑12

9

S=√ ¿

Qi−1−

∑ Qi×¿∑ Qi−112

)−B3

( ∑ Qi×¿ PEi−∑ Qi×¿ ∑ PE112

)

∑ Qi2−( ∑Qi )212

¿¿ ¿

¿

+B2×Q

i−1+B

3× PE

i

+Z ×S×(1−r2)1

2


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Aril Fayo Nunio Nulio Agosto Septiemre&7.919 22.%&1%7 1.2%7&7 .7%91 8.88277 .179.117% 2.21 7.&& %.%8% 9&.9% %2.711%977.2&& 2.&2% 2.&71 1.&19 18.22% 92.2%11

7%.88%% 97.91& .187 &.12878 %.&2%22 %.2&1&.& 97.1 %.879 %.998% 8.7% 9&.1729&.772& &.7%21 .98% 2.19% 2.99% .21779.27 7.912 8.&9 .8%29 .&%&7 19.2271&%.2& %7.71%11 &.2%% 9.%9 9.&9% 1.&9%&%.18&%1 %.7&1 .111 22.9781 2.1%8 19.88&2.2979 22.7717 %.2& 9.291 21.179 9.%%271.771 %2.&127 28.2% .8&%9 2%.&&2% 7.&7&18.21&7 8.9& 9.8%98 .78& 2.2&8 .287&.2227 71.79981 &.&81 2.87%% 2&.9298 12.7%&29.719%& &.78 8.%878% 7.87&17 1.2182 28.82

81.1 17.18% .&17 9.7 1.18%1 %1.117&2.%99& 89.18888 1.791 9.7 7.2 %7.7%%8%.98 27.122 9.298&8 1.%&7 %7.8792 1.222.1%& &.&812 .%7%97 9.2717% 9.82&8 1.981%&7.812 2.829 %.&&% .9%9 &.2 2.2%9&1.&1%7 9%.887% .77 %.72 .%17% &&.1&22%.&9& 12.%&81 %.89& 1.%&7 8.8 9.%1921.%7% 9.1% 2%.21&1 %7.&88& 12.7%7& 18.%988.&&1&7 7%.1 2.9191 7.91&& 9.2&% &%.9222.98%7 %1.9 .92819 9.82197 99.8&79 7.%&11%.28&1 22.9&8 9.878 22.2%%82 21.8279 9.71%

2%2.8292 2&.7781 9.%&11 .%19 %.&2%22 %.7912&&.2%2 %1.&97 21.%77 2.%%9 7.2 8%.87999.2&91 97.91%9 9.%881 9.2717% 9.%9 %.81&221.%78& 21.982 %.&&218 2.%2 .18&% 21.&9&%8.&917 %8.89& 9.729&2 9.%&7& 2&.9298 1.8&8

$5:B$B :0:


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111/406% 11/5501 0/0034 0/0425 13/&334 2%/1&%1145/30&4 1&/6&%3 16/064& 2/5%%3 12/5!66 56/620465/6%0% 1/3!21 5/3132 0/6!%% 14/324% 51/%0!4%5/303! 61/26%3 &/0004 10/!&30 1!/305! 3%/&%!6%&/!!42 55/3%0& !/&%41 1/1252 0/20%& 16/6355

!0/%30! 43/641! 2/5&20 4/%435 0/3006 22/443&!!/541! 6&/&25& 0/335! 4/%435 1/0124 24/%!&&6%/&625 15/300! 0/0463 5/%&45 24/&%21 42/132&4!/45&1 2/1%53 0/5365 0/04&3 5/3334 5/!%3556/50&1 10/63&! 4/5165 6/4%33 %/&5!4 &/4!%!%1/0&!1 30/5&3! 0/453& 0/005% 0/42%% %4/6%00

20!/&5&6 3%/66&% 4/16!! 5/%&45 %/356& 2!/2%4!140/&354 &&/0243 11/&56! 24/35%4 3%/&&36 44/34%0%!/0524 5&/0%6& 0/0%24 0/&416 2%/13%% !%/32&&

1%6/%1%6 22/&440 0/3!16 0/1316 31/53%% 0/%%3!13!/%6%0 10/&154 0/1401 11/0&!4 14/12%& 4&/&0&621!/0613 1!/566& 0/0641 1/001! 0/0166 1%/4%021%3/612% 23/205% 13/&5!1 3/411% 1/0124 6&/2252%&/3205 33/&61! 4/%210 0/04&3 5/1!1& 1%/!%&&110/1!04 13/%555 0/021% 0/10!1 0/3401 14/21!3103/!&6& 25/2664 5/234! 0/0644 1!/305! 3%/10!4

I8N SINTTICA DE CAUDALES

A$R MAO 7UN 7UL AGO SEP.%19 .9 .7%% 2.89 .2%9 .&12.8 .18 .99 .%1 .%1 .%27.8 .& .11 . .2 .1%&.718 .999 .897 .122 .%% .%2

.%28 .28 .19 .718 .97 .871.29 .%2 .118 .%& .& .881. .2 .11& . .%8 2.2

.11 .771 .828 .2 .8 .2%.91% .129 .89& .1% .8 .%1.89& .8% .91 .& .9 .%9

.98 .78 .7 .182 .1%9 .19.2%9 .2% .212 .7 .%%2 .88.79 .789 .928 .99 .98 .72%.91 .%19 .88 .2%& .91 .811


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7.%81 9.88 %.81 2.9& %.72 &.2

.79& 2.&98 %.18% 2.912 %.1 8.28

. 1.1 9.88& 2.1 %.7 7.219

.9% %.89& 9.7 9.7%9 %.&&7 8.&

1.227 1.99 %.22 %.1 9.& .%&1

7.&8 1.9&8 1.81 %.% 9.828 &.%2%.27 %.17 9.7 %.1 1.99 8.9

2.8& .919 9.77 9.8 9.7& 7.&1

2.7%% .88 1.2& %.2& 2.89 .28

.8 8.21 %.28 2.819 .9%1 1.7

.&9 .28 %.27% 9.89 2.& 1.17

.17 1.97& %.77 %.&19 1.88% 7.79

8.2% 9.17 %.%1 2.8% 9.99 9.711

&.% 1.9 9.19 %.%% %.7 9.9&

2.797 .& %.7 2.71 %.8%2 2.1

29.927 .&8 9.11 %.78 %.912 1.%77.%&9 9.1% 9.1% 1.877 7.1% 8.22.%9 &.77 2.&2 .872 .99% .912.87 1.7% %.1&2 2.7 .2&7 2.%2%.79 9.1& %.199 9.&% 9.&8 7.1829.7%7 1.1 %.817 .% 2.98 1.992.1% . 9.8 %.&8 2.97 .&1%.%1 .1&8 9.989 %.18& %.%% 1.%9.82& 1.% 2.8% 2.71& 2.79 %.7

9.%1 .7&9 9.212 2.11 9.782 8.2%%

%.72 .%1 %.8 %.277 9.%1 7.82

9.1 2.997 .8% .8% .77 2.29.77 &.&19 9.%9 &8.%29 %.11 22.99


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O

NOVIEM$RE DICIEM$RE


60/127

21.779 21.222

.%%%% .9221

oef. e Acuiferio

FB5E:>A de 1; a 8;

..>.2?'

..>.2?'

9.18 2.828179

VOLUMEN

MMC

119.2&.172.&


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22.91.1

7.171.&27.%8

2.9

1.9929.%2%.1

8&.%

'(..?.-)

'(.3?-)

- MMC

" 1"PE

PE+Gi− A

i

PE+Gi− A i)× AREA


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PEi]Q

i×¿∑ PE1 )

9

PE1)

∑Qi )2


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cture >o"iemre iciemre&7.99% &&.7727 27&.7%%29.7299 2.&77& &.1877.&&&2% 81.289 .%72

8&.87 28.29827 91.981.%1&% 9.&% &.2778.989& %.2& 9.1%88.912 27.%992 2%9.&1277.7&&2 8.118 &2.&11%.1%17 &7.7%&87 8.%8%&19.88&7 %1.2%&78 8.8&89%.8227 %8.279& .2%%18.7&7 87.98 9.%122%&%.9&112 2.&9 9.&%9881%.2& 2&.%71& 8.&878

1.929 2.982 8.79219.2&79 2%.%978 7&.9&7987.9%8 1&.&1798 18.%&9.77 2%7.727 1.2827%.2%8 8.9&92 79.%%%9%9.271 9.8&22& 29.92287.88 .&78% &2.1%88.787 18.%%2&9 9&.8712.299 8.7%29 .7&88.7&7 21.%128 2.%8&12.72 27.977 1.7892

89.29&2 98.%972 81.88%199.288 &1.&%72 .%%&7%9%.&22 219.%77& &&.11&99.&99& 2.12 2%.81282&.%9 2.279 2%&.79177

cture >o"iemre iciemre

%2/26&6 %4/%054 263/%5!3051/&46% 111/!55& 1!5/&6230

102/%653 !0/356! 52/135%6!4/&25& 113/0156 32/036!&100/52!1 33/4&!2 54/%034663/&4%2 &%/542% &%/&6225!1/!0%6 1&1/6635 21%/42%66

102/6602 &3/02%& !!/2&4&0%%/6%!% %2/%565 &3/35%22


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2!/!!62 11&/&4!% !2/1&2154/504% 122/&605 100/&103053/!&&1 !2/4362 &&/25!36!%/6!!2 111/6%5& 50/!46353&/3523 114/0656 &3/&4!%2

51/222! 106/2&&6 &3/!11&!2%/00%5 10%/11!& 64/&3!34!/22%% 45/&31! 44/3433%

125/%3%2 221/&34% 134/%!&2&&!/&43% 103/013& 15%/!&2&2

130/6541 131/5133 224/61%4356/25&4 %5/&%&1 1!6/&1325&3/6%22 142/%%02 133/6&3603%/51&6 66/4%01 101/55&%053/!&&1 110/4264 105/221&43%/400% 111/%25& 100/6!4146&/5&32 132/&160 !1/1&620

14%/5!6% %1/04!& 2/&!%5112%/5546 23%/55%2 %4/6413!31/5%&2 104/&012 10!/&&&501!/4651 %!/660& 223/&63!0

OCT NOV DIC.87 .& .&.%7 .%9% .81.&2 .&& .81.28 .%2% 2.&1.1& .%72 ..987 .72 .8%.999 .%9 .%

.27 .2%8 .%.7 .11 ..18& .81% .%%.% .99 .%.192 .21 .22.121 .71 2.7&.9% .17 .&7


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.2&& .8 .2.129 .27 .%99.29 .7 .229.%8 .2%9 .1.22 .19 .2

.11 .77 .1.821 .97% .&8.&8 .872 .997.2 .&18 .2.1& .2& .%%.%& .99 .2&. .9%9 2.%.%1 .7% .17.828 .& .2%&.7%8 .&27.87 .&29

. .7 .2.2 . .98

OCT NOV DIC.8 .72 28.917

8.17 1.%% 2.&&%

9.%8 .78 &.7%

.&&8 9.1 8.92

%.712 .%28 8.88


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.87 %.%&2 9.%

.991 22.8&7 21.2

%.8& %.988 .98

.%2 2.98 %.22

.& .%8% .&77

%.9 1.991 %.7&.2%9 .72 %.&

.29 1.8 7.9

7.1& 9.98% %.721

8.819 9.89 %.%21

.8 9.1 .279

9.27 8.28% 7.89

1.9 29.98 7.9%&

%.212 %.9&2 &.91

7.8 .188 2.98

8.79% 2.97 2.&2.21 8.%& 7.88.&& &.7& 9.&.7&% 9.1% 9.9&%.&2 9.199 %.197&.&9 1.8 &.&1

8.77 2.7 %.71%1. 27.2 2.9781.8%2 9.&8& 9.182

.2% .28 21.181

.%%9 9.129 9.78

%.7 9.2& .29%. 9%1.7%% 99.192


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:S : FAPBFAS A:>BAS

A tra"e6 de la 0ormula 5acional podemos /acer estimaciones de los caudales mximos de esco

O = * B * Ac-%.on

oeficiente de :scorrent!aB Bntensidad Fxima de la llu"ia para un p

A Jrea de la uenca Km2

:>Se lo determinar usando la f'rmula empirica de Kirpic/


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onde3

Bntensidad Fxima de la Ficrocuenca c/onta

Bntensidad Fxima de la Reeraer

Altura media de la Ficrocuenca c/onta

Altura media de la Reeraer

SBA:S FJPBFAS (mm-/) $A5A B0:5:>

:S 3 AECESSBA:S FJPBFAS (mm-/) L>CB


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&e la tabla anterior 5 sabiendo que nuestra miouena tiene una altituLuego tenemos3

.013"12 m"s"n"m"

214/"// m"s"n"m"

2&.27 min %.1%87(L= 28.827 6m S7 .21

2442-"// m++-"./ min

( e SBA:S S0:5BAS A LA FB5E:>A @> ./ MI)+-. 0/"0. .+".2+-3 3+"24 .4"3.+-0 .0"0 .3"4-+-1 33"43 3/"0-+-- .-"-2 .+".2+-4 +-"/4 +3"2.

+- 32"-/ .2"/.+4/ 32"-/ .-"/++4+ ."+3 .+".2+42 0.".4 ."41+4. .0"0 .3"4-+43 0+"23 ."+3+40 .4"3. 2/"13+41 31"21 .2"/.+4- .3"4- .2"/.+44 33"43 ./"1/+4 .3"+1 .2"-3+/ 0.".4 31"21++ 0+"0 3."3++2 2-"-1 23"++. .1"./ .."30

ME&IA 3/"3 ..".4&ESVEST "// -"2

MODELO SELECCIONADO: CEF4:L

Hc

= H ! =

Tw=

Tc=

⊗ " . D. A

" ( # ≤ # P)=e−e−

( $−%α )


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La formula de la $roailidad o :mpirica sera la de @:C

CALCULO DE LOS PARAMETROS PARA CADA TIEMPO: D- - min % min

α 7.9 1.8

µ %.8&2 %.

TEST DE A7USTE DE $ONDAD

$ara datos sin agrupar, usaremos KLFC5 SFB5>R3

$ara #ue los datos se aUusten al modelo

$ara3 Ν = 20Ν = 25

:ntonces para3N 21

$ara minutosm at rdenado $(xVxp)=(m.%)-(>?.9) 0(xVxp) (PVxp)0(xVPp

7. .%27 . .%272 27.7 .7&9 .21 .19% %9. .22 .22& .2%9 %9.87 .72& .2% .&11 %1.1& .2& .% .89 %1.1& .29 .% .%%77 %.% .%% .%%7 .2%88 %7.72 .%1&8 .9 .19

∆c max = W$(PVxp)0(xVPp)W∆c V ∆t

∆t es, para una proailidad de α 1;3∆t = .2&∆t = .2

0/2%25

P( # ≤ # m )=m−0.3n+0. 4

Don(e:

m: N)mero−(e−or(en−*%e−oc%+ann : N)mero−Tota,−(e−(ato&

⊗ " . D. A

" ( # ≤ # P)=e−e

−( $−%α )

⊗ Parametro&:

α =√ 6 '

×S . . . . . . . .(2)

%= $−0.5772α . . . . . . . . .(3 )


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& %8.9% .91 .998 .99 %&.9 .91%% .989 .%7 9.28 .1 .18 .8172 92.7 .197 .9 .&&%% 92.7 .1&%1 .9 .129 99.89 .92 .721 .891

1 99.89 .8& .721 .%78 9.2 .7%% .7& .%17 1.1% .789 .87 .8%8 1.29 .827 .87& .1& 1.&1 .87%8 .8& .1&2 1%.%8 .&2 .&& .12 1%.%8 .&7% .&& .182

0/1023

0/1023 .2821 SE A:'STA

$ara % minutos

m at rdenado $(xVxp)=(m.%)-(>?.9) 0(xVxp) (PVxp)0(xVPp 9.2% .%27 . .%272 2.9 .7&9 .1 .79%% 29.& .22 .8% .9%99 %. .72& .9 .22721 %.%2 .2& .99 .22 %.%2 .29 .99 .7&87 %.%2 .%% .99 .%%8 %2.% .%1&8 .9& .%7& %2.% .91 .9& .89

%2.% .91%% .9& .%7% %2.79 .1 .1%% .%%%

2 %%.91 .197 .179 .279% %9.87 .1&%1 .9& .119 %9.87 .92 .9& .8&1 %7. .8& .79% .19 %8.9% .7%% .7&9 .7 %&.9 .789 .81 .%18 %&.8 .827 .8% .89& 9.17 .87%8 .81% .212 9%.9 .&2 .&8 .2%2 9.2 .&7% .&9% .2%&

0/22!2

0/22!2 .2821 SE A:'STA

SIMULACION DEL MODELO

∆cFAPBF∆cmax V ∆t ∆t = .2821

∆cFAPBF∆cmax V ∆t ∆t = .2821

# +=%−α × Ln[− Ln(Tr−1Tr )] Don(e :

Tr :Tiem+o−(e−retorno . N :-i(a−%ti,−en−a.o& .

# +=%−α × Ln[− Ln(Tr−1Tr )] Don(e :

Tr :Tiem+o−(e−retorno . N :-i(a−%ti,−en−a.o& .


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Se tiene las intensidadesFinutos 2&.22 %Bntensidades 81. Bd &.2%

Bd = &.29&7 mm-/ =,7&1P?

$or la formula 5acional, determinaremos el audal mximo

.Q 3%%2/12!61 .3?-


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7XY (S) :$A5BA ANAFA5A

278 m.s.n.m BS


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media de %19.2 msnm se tomara las intensidades de la G tormenta

@)

T &&8 E>)

l


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2&.2122 minutos

79.%% aQos para una "ida util de 1 aQos Fximas A"enidas


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&%,21


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%G14

41-34-4440

4-14

+/01


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A falta de informaion del ;idrograma de entrada, se puede preparar un ;idrograma Triangular

'tilizando la e"


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Para obtener el ;idrograma unitario adimensional basta on multipliar las ordenadas del

&i!os ?alores se muestran en el uadro )@. 5 graan omo se muestra en la graa )@2

C'A&*( )@ /. *BFICA )@ 2

t (hr) (m!"!mm)/"2+2 /"214/"3+. +"1/-/"120 .".3/"4.- 0"43+"/34 "+/+"23 +2"-20+"1-. +4"44-2"/41 2+"+132"3 +"32.2"2. +0"3/."..0 ++"202."-0 4"43+

3"+-2 1"4.+3"040 0"//0"// ."-0+0"32+ 2"4+.0"423 2"//1"204 +"1/--"./1 /"4/34".33 /"3/2".2 /"+.3

+/"3./ /"///

Preipitaion efeti?a, obtenida del balane !idrologio

ENE FEB MAR ABR MAY JUN JUL AGO SET OCT NOVTOTAL +24-"32 DDD DDD ++0-"3 33"+- +-3"+0 +40"4. 2//".+ 0++"+2 &&. 2.&MEDIA 97.%29 2.8% 7.99% 92.&1& 8.91 .171 1"44 .& 8.22 %7.2%7 91.9

PROMEDIO= 34.006 mmMAXIMO= 70.44 mm

'tilizando la euaion


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VOLME! "E "PER ALMA#E!AMIE!$O

Para alular el ?olumen de super almaenamiento, para asi alular la altura del ?ertedero!aemos el udro de transito de a?enidas, donde los audales de entrada se saa del !idrograma triangque se !a orregido on el adimensional

8 Asi omo las euaiones

CUADRO DE TRANSITO DE AVENIDAS

Bnt


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DIC

27.18

99.99&


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ular


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HO7A ELECTRONICA CALCULO HIDRAULICO DE $OCATOMAS

$OCATOMA CHONTA

21

.7

.71

21.

CALCULOS DE LA VENTANA DE CAPTACION COMO VERTEDOR

E.c9 - *+ - c+ ';+- - ,-+-'+ - cc9 (=):atos de clculo3

.2 ? 2; por seguridad. Emral predimensionado&. Anc/o del rio en la 6ona de empla6e

.8 Anc/o de la cresta "ertedora

.% :spesor de la cresta

Altura asumid .28& .2& KZ

Altura de carga3.28&

Cc*' - W+ - c+ '+ +-' ;'c - cc9 (R-X):atos de clculo3

AN-

(/a) =

MR-'

(lt-s) =

c

(m[-s) =

.Q

(m[-s) =

(m[-s) =

- (m) =3 (m) =;

c(m) =

-, (m) =

(m[-s) =

= (m) =

canal b

e

ch

vertedor


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% oeficiente de retenci'n de residuos.1 oeficiente en funci'n de los arrotes& Angulo de inclinaci'n de arrotes

E.c9 - .-+' - ,+ - +-X (N):atos de clculo3

.&1 %-8 :spesor de arrotes.&1 :spaciamiento entre arrotes

&. 4arrotes

E.c9 - +-c9 +- ';+* ';+- ;+- ():.&97

E.c9 - +-c9 - c'++-cc9 -+- @ - ():%.%&

.&8%

.92

.9% p\rdidas por entrada con arrotes

.%2&%

CALCULO DEL TIRANTE DESPUES DEL $OCAL EN EL CANAL DE CAPTACION:

atos de clculo3

.2 ? ; por seguridad

.

.7

K (m) =K (m) =Y (m) =

-; (m) =

(m) =

N =

( ) =

( ) =

E.c9 - *+ - ,-'c * ;X' - ,-+-'+ - cc9 (=,):

, (m-s)

=,

(m) =

E.c9 - W+ - c+ '+ +-' +-X (= ):

=

(m) =

Cc*' - *+ - c+ c'++- ';+- - ,-+-'+ (=c):

=c

(m) = Altura de la "entana de captaci'n considerado como ,-+-'+

c

(m[-s) =

Sc

( )

c

( )

<-+/

( )


114/127

.8

.9 .29 KZ

.9

.92

CALCULO DE LA ALTURA DE LA VENTANA DE CAPTACION COMO ORIFICIO 0'rmula de orificio3

.8 $ara ordes redondeados

&.8

. Se predimensiona

.&&

AQadiendo la p\rdida por entrada con a .2%

.21 asumido

CALCULO DE CARGA EN EL RIO:

.1

<


115/127

.%%

VERIFICACION DE AHOGAMIENTO:

0actor de a/ogamiento

.% .%1 4AZ

VERIFICACION DEL CAUDAL MAIMO:

21.

.%7

21&

.778 21. KZ

.778


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117/127

.972 ecesita posa disipadora

.1&89

1.%&

.718%

.&1 Se asume .

@1 (m) =

H,1(m)

E1 (m) = E

' (m) =

,1 ( ) =

F1 ( ) =

CALCULO DEL TIRANTE CON7UGADO: @2

@2 (m) =

CALCULO DE LA LONGITUD DEL RESALTO: L

L1 (m) =

L2 (m) =

L (m) = L

(m) =

≅

/

/

y B

Qv

río ×=

/

/

/

y g

v F

⋅=

[ ]/

/1//

F

y y ×++−×=

]


118/127

ondiciones del solado aguas deaUo de la sore exca"aci'n3

29.&9 .

La pendiente lo menor posile

21

&

.2


119/127

CARACTERISTICAS DEL PERFIL CREAGER

.81

.

.2%

.

.9%

.&

.29

.9%

Asisa @. rdenada .P

0 0/00 0/00 .2 .%2 .9 .% . .2%

9 .8 .95 1/00 0/60

.% .&8 .1 .27%

7 . .9% .72788 .& .&7 Se asume3

& 2. 2.%7 .810 2/40 3/04

H'

(m) =

B1

(m) =

c

(m) =

c

(m) =

R1

(m) =

R2

(m) =

R3

(m) =

R4 (m) =


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cio)


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estudio hidrologico del chonta(transfer. y caud. max) - ayuda

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