Diseño de un floculador alabama

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Diseño de un floculador alabama Uploaded by Cesar Alvarez Sierra

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floculador, palntas de tratamiento de agua potable, agua

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DISEÑO DE PLANTA DE TRATAMIENTO DE AGUA UNIVERSIDAD DEL MAGDALENA

DISEÑO DE PLANTA DE TRATAMIENTO DE AGUA POTABLE DISEÑO DE DOSIFICADOR, CANALETA PARSHALL, FLOCULADOR Y VERTEDERO

Presentado or! MELISSA OLIVOS COLLANTE "#$$$$%#&' CARLOS MARULANDA LARA "#$$$$%#%" DANIEL OSPINO DIA(GRANADOS "#$$$$%#"#

Presentado a! Sign up to vote on this title

In)! ALVARO CASTILLO MIRANDA 

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MEMORIA DE C*LCULO PARA EL DOSIFICADOR Ca+da de d-se.o/ Q=170 lps (Tomado (Tomado en clases) Entonces: QMD=¿ K (qmd) 1 Db=

Dh 1−%P

Dd∗ Db qmd = 86400

Dónde: QMD=170lps 150

D!=

1

−0.25

qmd =

Pd=

=200 lps

K 1= 1,2

%P= 2%

donde tomamos "n cl#ma c$l#do

QMD 170 = =141.66 lps 1 1.2 K 1

qmd∗ 86400 141.66∗86400 = =61197.12 Hab . 200 Db Sign up to vote on this title

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DOSIFICADOR EN SECO Datos a!#ta#os Fechas

Dosis (mg/l)

1 2 3 4 5 6 7 8

15 17 20 25 22 30 18 20

Moda= 20m!" M#d$a= 20%875m!" V% m&'$mo= 25m!" V% m()$mo= 15m!"

You're Reading a Preview

Q=170&P'

Unlock full access with a free trial.

170 L

S Q=

∗1 m3 ∗3600 s

1000 L 1h

Download With Free Trial 3 612 m = h

$! Peso 012-0o de 3oa)+ante 612 m

PM =

Q∗ DM 1000

=

h

3

∗



25 mg

1000

l

Sign up to vote on this title

=15.3 kg / h

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5! Cons+0o ro0ed-o d-ar-o pd= PM 3 Pm 4 12 = (1*3122)412 = **05 +-d#a

%! Vo+0en ta6o de dos-4-3ador V= Cpd/δ Donde δ= Densidad del sulfato de aluminio 964kg/m3 330.48 kg

V=

964 kg

/ dia

/m

3

= 0.3428 m3

Do)d# To= *$#m+o d# ,#*#)-$.)% E/*# d## /#, mao, d# 5 m$) o +,##,$"#m#)*# d# 10 m$)%

'! Vo+0en tan7+e de d-so+3-8n 6= Q 4 D 4 To-

∗

170 20.875

6=

∗10∗60

50000

= 42.585 litros

=5 =50000 D= do/$/ +,om#d$o d#" -oa"a)*# You're Reading a Preview Unlock full access with a free trial.

Download With Free Trial Dos#8#cado 9ol"mt#co t#po tol9a osc#lante


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#mo: 100 K-.oa M?n#mo: 2, K-.oa

@AE'TB <@CB E' DE = *0+-.

DOSIFICADOR EN HUMEDO Fechas

1 2 3 4 5 6 7 8

Dosis (mg/l)

18 22 M#d$a= 22m!" 28 V% m&'$mo= You're Reading a Preview 25 28m!" 21 Unlock full access with a free trial. 16 26 Download With Free Trial 20

Ca+da de d-se.o/ Q: 170 lps =

0.170 m

Dos-s ot-0a/

3

/s


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floculador, palntas de tratamiento de agua potable, agua pasos 2

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q =170

lps∗22 mg / l =0.0374 lps 100000 mg / l 3

m ¿ 3.231 dia

"! Vo+0en de tan7+e de so+3-8n 9V:/ Pe#odo de opeac#ón (To): To= 5 oas V = q∗¿ 3

m ∗8 h dia V =3.231 =1.077 m3 24 h

&! Cons+0o de rea3t-6o You're 9Cons+0o ro0ed-o Reading a Previewd-ar-o: 9P:/ P=Q ∗ D


mg mg Download With Free Trial =3740 P=170 lps∗22 l s

P=323.136

Kg Dia


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%! Ca+da 012-0o de dos-4-3a3-8n ; 3a+da 0
Q∗ DM C

lps∗

qM =170

28 mg

l = 0.0476 lps mg 100000 l

qM =171.36 l / h

qm=

Q∗ Dm C

mg You're Reading a Preview l qm=170 =0.0272 lps Unlock full access with a free trial. mg 100000 l Download With Free Trial lps∗16

qm=97.92 l / h




'! Ran)o de dos-4-3ador 9R:/

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You're Reading a Preview Unlock full access with a free trial.

Download With Free Trial




CONCLUSION!

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DISEÑO DE CANALETA PARSHALL

&a canaleta Pas.all c"mple "n do!le popós#to e

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pate d#9eente El a8oo se .ace con !ase en las alt"as de a"a en la secc#ó con9eente ; en la aanta, le?da po med#o de p#eGómetos lateales

You're Reading a Preview •

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DISEÑO DE PLANTA DE TRATAMIENTO DE AGUA UNIVERSIDAD DEL MAGDALENA •

eq"e#m#entos Ceneales  Q"e la elac#ón a- este ente 0, ; 0,5 &a aGón paa cond#c#ón es la de q"e la t"!"lenc#a del esalto no peneta po8"nd#dad dento de la masa de a"a, deHando "na capa, !aHo esalto, en q"e el 8l"Ho se tanspota con "n m?n#mo de a#tac#ón como se .a pod#do constata en e>pe#mentos de la!oato#o
Q"e l nImeo de Jo"de est compend#do ente estos dos ano 17 a 2 o  a 0 De!e e9#tase nImeos ente 2 ;  q" pod"cen "n esalto #nesta!le el c"al no pemanece en s" pos#c#ó s#no q"e s#empe est$ cam!#ando de s#t#o, lo q"e d#8#c"lta apl#cac#ón de coa"lantes

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Detem#nac#ón del anc.o  de la Pas.all en 8"nc#ón del ca"dal

A)-o  L(m$*#/ d# -ada" "!/9 You're Reading a Preview

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10 30 < 5%0

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DISEÑO DE CANALETA PARSHALL

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DISEÑO DE PLANTA DE TRATAMIENTO DE AGUA UNIVERSIDAD DEL MAGDALENA 2

DL=

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Q 0.17 = =0.13 m .1= W ∗ ! 1 0.4572∗2.90

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#mpotantes al a"menta la po!a!#l#dad de q"e las pat?c"las se "nan Po ot pate el p es "n 8acto pom#nente en el et#o de los colo#des

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 Este tra>ao se >asara en e d-se.o de +n 4o3+ador ?-dr1+-3o t-o Aa>a0 Sign up to vote on this title

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'#"#endo las ecomendac#ones del elamento tcn#co del secto de a"a pota!l

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2 6eloc#dad en el codo En los codos la 9eloc#dad de!e esta ente 0 m-s ; 0 m-s 'e ecom#enda coloca "n d#spos#t#9o a la sal#da del codo, como "na plat#n de o#8#c#o paa e"la el ad#ente de 9eloc#dad De!e e9#tase la "pt"a del 8ló en los cam!#os de d#ecc#ón

* Cad#ente de 9eloc#dad ; t#empo de detenc#ón El ad#ente de 9eloc#dad de! esta ente 20 s1 ; 70 s1 de ac"edo con la o!ten#da en la p"e!a de Haas ; e t#empo de detenc#ón ente 20 ; 0 m#n"tos, de!e detem#nase de ac"edo con la pd#das .#d$"l#cas •

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You're Reading a Preview 2 Es necesa#o constata q"e el n#9el del a"a en las c$maas, no 9a?e m$s de 10% po a#!a o po a!aHo delUnlock n#9elfull deaccess d#seOo with a free trial.

* De!e mantenese el ad#ente med#oWith ópt#mo de 9eloc#dad en el 8loc"lado po Download Free Trial med#o de la d#8eenc#a de n#9el ente la entada ; la sal#da paa e8ect"a est opeac#ón es con9en#ente tene elas 8#Has n#9eladas en la entada ; sal#da de 8loc"lado En caso de no se as?, de!e aH"stase a los ópt#mos o!ten#dos en l p"e!a de Haas Sign up to vote on this title

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 De!e aant#Gase q"e el t#empo de contacto en la "n#dad sea el s"8#c#ente, pa  Useful  Notlouseful pem#t# q"e los 8lóc"los alcancen el tamaOo ; peso adec"ado, c"al es 8"nc#ó de la dos#s, el ad#ente de 9eloc#dad ; el t#empo q"e se mantena la a#tac#ón e

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Q $ =

170 lps 4

= 42.5 lps =0.0425 m3 / s

"! T-e0o de deten3-8n!

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r=

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)

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d =25 cm

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& r'al =0.2123 m

2


Entonces: Q$

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! Perd-das en e 3odo! ?$, ?", ?&! Perd-da $! Donde

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! Ca3+o de )rad-ente! Te0erat+ra a0>-ente "C −7 8.39 + 10

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∗240 Sign up to vote on this title

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Sheet Music −3 9.375 + 10

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$$! Pro0ed-o de as Jrd-das!

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You're Reading a Preview Unlock full access with a free trial. DISEÑO DEL SISTEMA DE VACIADO

Paa el s#stema de 9ac#ado escoemos d#$meto Download "n With Free Trialde t"!o comec#al paa el t"! de sal#da de cada "na de las c$maas, entonces cada "na estas se conectaan "n t"!o cental q"e 9a po cada "no de los 8loc"ladoes eco#endo los lodos pa e>p"lsalos Ele#mos "n d#$meto de  p"ladas ; calc"lamos el ca"dal po cad "no de estos t"!os Sign up to vote on this title

d=05 c: 1,50 m

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En donde: Rt!: d#$meto del t"!o de sal#da po c$maa K1: coe8#c#ente de entada c: po8"nd#dad de las c$maas Qs: ca"dal po t"!o de sal#da de las c$maas

El ca"dal .allado es el q"e sald$ po cada "no de los t"!os de sal#da de cada "n de las c$maas <.oa encontamos el ca"dal m$>#mo de cada 8loc"lado @c: 5 c$maas Qs: 00** m* -s Qms= @c4Qs Qms=5400**m*-s= 027m*-s En donde: Qms: ca"dal m$>#mo de los t"!os de sal#da de las c$maas on el Qms podemos o!tene el d#$meto del t"!o (P6) cental de cada 8loc"lado, sa!#endo q"e el @ de mann#n paa "n t"!o de P6 de pes#ón es de 001*, ; con la pend#ente del s#stema de 00027 You're Reading a Preview Qms: 05 m* -s @: 001* Unlock full access with a free trial. ': 000 Download With Free Trial

[( ) ] Qms

/s =

4

3

∗ # 1

0.31

∗s

2


 0.27

3/

3

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DISEÑO DEL VERTEDERO

Paa pode detem#na la alt"a del 8loc"lado
H ! =

(

(

Q 1.83

0.0425 m 3

∗ L! /s

∗0.4 m

1.83

)

2 3

)= 2 3

0.15 m

You're Reading a Preview En donde: &9: anc.o de la aanta del 9etedeo Unlock full access with a free trial. 9: alt"a del 9etedeo Download Free

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Diseño de un floculador alabama

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