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= Análisis de aguas superficiales con alto contenido de fosfatos para el diseño de una planta de tratamiento de agua potable

 <= /p>

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Analysis of surf= ace waters with high phosphate content for the design of a drinking water treat= ment plant 

 

Ana Gabriela Flores Huilcapi. [1], Luis Santiago Carrera Almendáriz. [2] & Carlos Alcíbar Medina Serrano. [3]=

 

 

Recibido: 11-04-2020 / Revisado: 16-05-2020 /Aceptado: 08-06-2020 / Publicado: 03-07-= 2020

 

 

Resumen.                         DOI: https://doi.org/10.33262/concienciad= igital.v3i3.1264

El objetiv= o de esta investigación es el diseño de una planta de tratamiento de agua potabl= e a partir de aguas superficiales. El muestreo del agua cruda de la captación se realiza sistemáticamente durante cuatro semanas consecutivas; las muestras tomadas fueron caracterizadas   en un laboratorio de control de calidad mediante pruebas físico-químicas y microbiológica según la Norma Técnica IN= EN 1108:2014 referida a Requisitos de Agua Potable. Se identifica que las mues= tras de agua contienen concentraciones de fosfatos y turbidez fuera de los límites permisibles según normativa vigente, para turbiedad 5 NTU y para fosfatos 0,1 mg/L. Para disminuir la concentración de fosfatos de desarrollan pruebas de tratabilidad a nivel de laboratorio, realizando dosificaciones de sulfato de cobre en solución por cada litro de agua cruda. La adición de 5 mg/L de sulfato de c= obre disminuye la concentración de fosfatos en 82, 5 %, parámetro que está dentr= o de la norma establecida. A partir de un caudal máximo de tratamiento de 24L/s de captación de agua superficial se realizan cál= culos de ingeniería y diseño para la planta de tratamiento de agua potable que contiene un medidor de caudales, dos sedimentadores, dos filtros ascendentes gruesos y tres filtros lentos con arena fina. El medidor de caudales es tipo parshall con un an= cho de garganta de W =3D 0,229; el sedimentador clásico co= n una veloc= idad de sedimentación crítica V= sc =3D 0,26 = mm/s; el filtro ascendente grueso con una velocidad de filtración de <= span class=3DSpellE>Vf =3D 0,6 m/h <= /span>y el filtro le= nto con una velocidad de filtración de Vf =3D 0,3 m= /h.

 

Palabras clave: <= span lang=3DES-EC style=3D'mso-ansi-language:ES-EC'>Agua potable, Fosfatos, Sedimentador, Filtro, Drinking water, Phosphates, Settler= , Filter

 =

Abstract.                   

The objective of= this research is the design of a drinking water treatment plant from surface wat= ers. The sampling of the raw water from the catchment is carried out systematica= lly for four consecutive weeks; The samples taken were characterized in a quali= ty control laboratory through physical-chemical and microbiological tests according to Technical Standard INEN 1108: 2014 referring to Drinking Water Requirements. It is identified that the water samples contain phosphate concentrations and turbidity outside the permissible limits according to current regulations, for turbidity 5 NTU and for phosphates 0,1 mg/L. In or= der to reduce the phosphate concentration, laboratory-level treatability tests = are carried out, carrying out dosages of copper sulfate in solution for each li= ter of raw water. The addition of 5 mg/L of copper sulfate decreases the phosph= ate concentration by 82.5%, a parameter that is within the established norm. The addition of 5 mg / L of copper sulfate decreases the phosphate concentratio= n by 82,5%, a parameter that is within the established norm. Based on a maximum treatment flow rate of 24L/s of surface water collection, engineering and design calculations are carried out for the drinking water treatment plant = that contains a flow meter, two settlers, two thick rising filters and three slow filters. with fine sand. The flow meter is a parshall<= /span> type with a throat width of W =3D 0,229; the classic settler with a critical settling speed Vsc =3D 0,26 mm/s; the thick ris= ing filter with a filtration speed of

Vf =3D 0,6 m / h and the slow = filter with a filtration speed of Vf =3D 0,3 m/h.

=  

Keywords: Drinking w= ater, Phosphates, Sedimentator, Filter, Drinking water, Phosphates, Settler, Filter

 

Introducción.

El agua, es el recurso más abundante en el planeta y = la base de la vida.  En nuestro planeta el agua ocupa una alta proporción en relación con la zona continental alrededor de un 71%. (Guerrero, = 1976). El agua superficial está formada de escurrimientos directos y del flujo “básico”, es decir, aquella porción de la descarga de una corri= ente obtenida de la aportación de aguas del subsuelo o de otras fuentes independientes. Sin embargo, resulta preocupante la contaminación de las ag= uas superficiales, ya que además de fenómenos natur= ales a las que están expuestas por ser superficiales, existe, la contaminación de manera directa causada por el hombre. El suministro de agua depende de los recursos de agua; el agua utilizada se devuelve al ciclo medioambiente-agua= de un modo esperanzador después del tratamiento aprop= iado. De tal forma que el suministro de agua tiene que ser entendido como una par= te del ciclo de agua y tiene que ser tratado dentro de la estructura de una gestión integral de recursos de agua. (Merkel, 2003)

Las principales fuentes de agua superficial que pueden explotarse incluyen, embalses o lagos, corrientes superficiales y canales p= ara irrigación. Excepto en el caso de agua para irrigación cuyas descargas depe= nden de las actividades de riego, las fuentes mencio= nadas obtienen de precipitaciones directas sobre la zona de escurrimiento. La contaminación física y bacteriológica de las aguas superficiales, con la excepción de zonas de poca densidad de población, obliga a considerar tales fuentes de abastecimiento como inseguras para u= sos domésticos a menos que se proporcione procesos = de potabilización confiables que incluyan filtración y desinfección en= caso necesario. (Torres, P Cruz, 2009). Los defectos de las aguas superficiales son más aparentes que en las= aguas subterráneas, de modo que se debe tratar de manera diferente cada una, de acuerdo con las características y propiedades de estas. Es importante saber= la composición de cada una de las aguas para así determinar un tratamiento ópt= imo. (Guerrero, 1976). La selección y utilización de fuentes de agua superficial para sistemas particulares de abastecimiento de agua requieren que se tomen en consideración otros factores que no están, p= or lo general, asociados con las fuentes de agua del subsuelo. Como regla general las aguas superficiales deben utilizarse solamente en los casos en que no se disponga de fuentes de agua de subsuelo o que esta sea de cali= dad inadecuada. (Bogardi, 2003) El agua potable destinada al consumo humano d= ebe cumplir ante todo con una calidad sanitaria apt= a, tanto inmediatamente después de su proceso de tratamiento, como presentar u= na estabilidad biológica en la red de distribución. (Romero, 2008)

El diseño de una planta de tratamiento requiere de cá= lculos de ingeniería con base en la caracterización físico-química del agua de la fuente y de la acertada selección de las operaciones de potabilización del agua, de tal manera que es necesa= rio realizar los estudios de tratabilidad para determinar el tipo de planta requerida. (Lee & Kim, 2007). El tratamient= o de agua tiene por finalidad producir los cambios necesarios para acondicionarl= a a los patrones de calidad recomendados para el consumo humano y esto se logra= a través de la instalación de plantas de tratamiento de aguas para entregar a= gua cuyas características físicas, químicas y microbiológicas estén enmarcadas dentro de las normas vigentes y además, entregarla en cantidad suficiente, con la continuidad requerida, para satisfacer las necesidades de la población.(Vidal, Martínez, & Ayza= , 1994)

Los desarenadores forman parte de una planta de potabilización de agua y son unidades que tienen por objeto extraer del agua cruda, la gravilla, arena y partículas minerales que tienen un tamaño super= ior a 200 micras, de tal manera que se evite la pro= ducción de sedimentos en los canales y conducciones. El diseño del desarenador se realiza en base al análisis de los fenómenos de sedimentación de partículas granuladas no floculantes las cuales sedimentan independientemente unas de otras, no existiendo interacción significativa = entre las más próximas. El estudio de las velocidades de sedimentación se puede realizar utilizando las fórmulas de Stokes (régimen laminar), de Newton (régimen turbulento) de Allen (régimen transitorio). (Camacho, 2011)

Los medidores de caudales permiten conocer con precisión el caudal ingresado a la planta, los sistemas que podemos utilizar son varios, sin embargo, los usuales son sistemas basa= dos en canales abiertos. Cuando la capacidad nominal de la medición de caudales= en plantas sea menos a 1,0 m3/s se podrán <= /span>utilizar medidores tipo parshall, vertederos calibrados y otros dispositivos tales co= mo los venturi. La estructura hidráulica de un canal parshall permite medir la cantidad de agua que pasa por una s= ección del canal. (Monroy, 2010)<= span lang=3DES-EC style=3D'font-size:12.0pt;line-height:115%;font-family:"Times = New Roman",serif; mso-fareast-font-family:"Times New Roman";border:none;mso-ansi-language:ES-= EC'>

En la operación de sedimentación mediante la fuerza de gravedad se remueven los sólidos en suspensión. En los sedimentadores clásicos estos sólidos en suspensión no d= eben ser de origen coloidal. Los diámetros están comprendidos entre 0,01 mm y 0,= 20 mm.<= span lang=3DES-EC style=3D'font-size:12.0pt;line-height:115%;font-family:"Times = New Roman",serif; mso-fareast-font-family:"Times New Roman";border:none;mso-ansi-language:ES-= EC'> Los sedimentadores son de sección rectangular compuestos por las siguientes zonas: entrada, sedimentación, lodos y salida. (Quiñones, Bustos, Vives, Miranda, & Villarreal, 2014)

La filtración se considera como el paso de un fluido a través de un medio poroso que retiene los sólidos que se encuentra en suspensión. Se emplea para obtener una mayor clarificación, generalmente se aplica después de la sedimentación para elim= inar las sustancias que no salieron del agua durante su decantación. En las principales instalaciones de filtración, los filtros sueles ser abiertos, mientras los filtros cerrados suelen utilizarse para instalaciones pequeñas (menor de 40m3/h). (Boccelli, Small, & Diwekar, 2004) En las instalaciones de filtración de las estaciones de tratamiento de agua, el medio poroso suele ser generalmente arena, arena más antracita o bien carbón activo en g= rano, y la materia en suspensión está constituida por flóculos o micr= oflóculos procedentes de la etapa anterior de decantación o bi= en formados expresamen= te cuando se sigue = el proceso conocido como micro floculación sobre f= iltro o filtración directa. (Vandijk, J. C.; Oomen, 1978)

El proceso de desinfección es considerado de mayor importancia en la potabilización del agua. La desinfección es necesaria par= a la destrucción de todas las bacterias patógenas o = de otros organismos dañinos que se encuentren en el agua para beber. Después d= e la desinfecci= ón para evitar qu= e el agua se vuelva a contaminar, es necesario almacenarla en tanques adecuados = o en instalaciones que reúnen buenas condiciones de almacenamiento. La cloración= es el procedimiento de desinfección de aguas mediante el empleo de cloro o compuestos clorados. Se emplea gas cloro, pero normalmente se emplea hipoclorito de sodio por su mayor facilidad de almacenamiento y dosificación. (Bersillon, 1999). Sin embargo, el proceso tiene sus limitacion= es, giardia lam= blia y c= ryptosporidium son usualmente resistent= es al cloro, a menos que este se use en dosis más elevadas que aquellas preferidas usualmente para el tratamiento. La presencia de estos parásitos puede reque= rir el tratamiento previo del agua fuente. (Rodríguez, Rodríguez, Serodes, & Sadiq, 2007).

Metodología= .

El método de investigación que se utiliza es de tipo comparativo que relacionado con los datos recogidos durante la investigación nos permitirán diseñar el sistema de tratamiento de agua potable. Para la caracterización del agua cruda se realiza un mu= estreo sistemático simple en la captación durante 3 días a la semana por 4 semanas consecutivas. Las condiciones meteorológicas en la primera semana presentan lluvias constantes, y las 3 semanas siguientes tuvieron un clima moderado s= in lluvias. Se realiza análisis físico - químicos del agua muestreada en el Laboratorio de Control de Cali= dad de Agua.

El análisis de los valores de caracterización obtenid= o del agua se realiza con base en la Norma Técnica INEN 1108:2014 referida a Requisitos de Agua Potable y las determinaciones física y químicas se realizan según los siguientes métodos, Tabla 1.=

Tabla 1. Descripción de métodos de análisis

Determinaciones

Parámetro

Unidad de medida

Métodos

Físicas

pH

Temperatur= a

Turbiedad<= o:p>

Conductivi= dad

Sólidos To= tales Disueltos

 = ;

 

 = ;

°C

NTU

mg/L<= /o:p>

 = ;

 = ;

Pt-Co=

m3/s

s

Potenciométrico

Termómetro

Turbidímetro

Conductímetro

Conductímetro

 

 

Fotómetro Hach

Volumétrico

Cronómetro

Químicas

Hierro

 = ;

Manganeso<= o:p>

 = ;

Amonio

 = ;

Nitratos

 = ;

Nitritos

 = ;

Fosfatos

 = ;

 = ;

Calcio

 

 

 

Alcalinidad Total=

 

 

 

Dureza Total

 

 = ;

mg/L

 

mg/L

 

mg/L

 

mg/L

 

mg/L

 

mg/L

 

 

mg/L

 

 

mg/L

 

 

mg/L

 

Espectrof= otómetro Hach DR/2010

Espectrof= otómetro Hach DR/2010

&nbs= p;

Espectrofotómetro Hach DR/2010

Espectrofotómetro Hach DR/2010

Espectrofotómetro Hach DR/2010

 

Espectrofotómetro Hach DR/2010

 

Volumétricos y/o Espectrofotómetro Hach DR/2010

 

Volumétricos y/o Espectrofotómetro Hach DR/2010

Volumétricos y/o Espectrofotómetro Hach DR/2010

Microbiológicas

Coliformes Totales

Coliformes Fecales

UFC/100 ml

 

UFC/100 ml

Método por Filtro de Membrana

Método por Filtro de Membrana

 

Fuente: Laboratorio Control de Calidad de Agua<= span lang=3DES-EC style=3D'font-size:12.0pt;line-height:115%;font-family:"Times = New Roman",serif; mso-fareast-font-family:"Times New Roman";border:none;mso-ansi-language:ES-= EC'>

Con base en las caracterizaciones físicas - químicas y microbiológicas del agua se determina el tipo de tratamiento necesario de t= al manera que subsanen los parámetros que no cumplan con= la Norma Técnica INEN 1108:2014.

Los equipos que pertenecen a las etapas de potabiliza= ción de agua para su construcción requieren de cálculos de ingeniería según la información obtenida en la caracterización de a= gua cruda, para el dimensionamiento se utilizan las siguientes ecuaciones:

Tabla 2. Ecuaciones diseño de medidor parshall

Cálculo

Símbolo

Ecuación<= /p>

 

Sumergencia máxima

S

   

Ec.= 1

Altura de la cresta

Ha

<= ![if !msEquation]> 

Ec.= 2

Altura de agua sobre la garganta

Hb

 

Ec.= 3

Pérdida de carga

P

Ec.= 4

Fuente: (Arboleda, 2000)

Tabla 3. Ecuaciones de diseño de sedimentador<= span lang=3DES-EC style=3D'font-size:12.0pt;line-height:115%;font-family:"Times = New Roman",serif; mso-fareast-font-family:"Times New Roman";border:none;mso-ansi-language:ES-= EC'>

Cálculo

Símbolo

Ecuación

 

Veloc= idad de la sedimentación

Ec.= 5

Velocidad de Sedimentación crítica

Ec.= 6

Altur= a del sedimentador

H

 

Ec.= 7

Longi= tud del sedimentador

L

L =3D 4 * B

Ec.= 8

Ancho= del sedimentador

B

Ec.= 9

Veloc= idad de escurrimiento

Ec.= 10

Veloc= idad de arrastre de las partículas

Va=3D    <= /span>

Ec.= 11

Volum= en diario de lodos

E * C *Q 

Ec.= 12

Velocidad de paso de agua por deflector

Ec.= 13

Número de orificios para deflector

 

<= ![if !msEquation]>

Ec.= 14

Diáme= tro de cada orificio de deflector

Φ

=

Ec.= 15

Cauda= l de cada vertedero

Qw=

Ec.= 16

Fuente: (Basile, 2018)

Tabla 4. Ecuaciones de diseño de filtros

Cálculo

Símbolo

Ecuación<= /p>

 

Número de filtros totales

N

Ec.= 17

Longitud

L

Ec.= 18

Ancho=

B

 

Ec.= 19

Fuente: (Barraque, 1979)

Resultados.

Los resultados del análisis físico del agua según Tab= la 5 manifiestan que durante la primera semana el parámetro de turbie= dad no se encuentra dentro de los límites permisible bajo la Norma Técnica INEN 1108:2014, durante la recolección de estas muestras se evidenció arrastre de material fino por las tuberías de captación debido a = la presencia de lluvias moderadas. Los resultados de los análisis de agua tratada en las siguientes semanas se encuentran dentro de los límites permisibles. =

Tabla 5. Caracterización física del agua cruda<= span lang=3DES-EC style=3D'font-size:12.0pt;line-height:115%;font-family:"Times = New Roman",serif; mso-fareast-font-family:"Times New Roman";border:none;mso-ansi-language:ES-= EC'>

Muestra

pH

Color
NTU

Turbiedad
NTU

Conductividad uS/cm

STD
mg/L

Temperatura
C

Límites permisi= bles

6,5-8,5

15

5

1000=

1

7,49=

5

5,6<= /span>

728<= /span>

355<= /span>

20,1=

2

7,81=

5

6,4<= /span>

803<= /span>

406<= /span>

17

3

7,62=

5

5,2<= /span>

679<= /span>

350<= /span>

17,4=

4

7,78=

5

1,8<= /span>

113,7

54

16,2=

5

7,83=

5

1,5<= /span>

110,6

52,6=

17,5=

6

7,8<= /span>

5

1,6<= /span>

111,4

53,2=

17,1=

7

7,62=

5

2

124,4

59,2=

18,7=

8

7,82=

5

1,6<= /span>

123,8

58,9=

16,9=

9

7,63=

5

1,5<= /span>

124,2

59

18

10

6,64=

5

1,6<= /span>

128,8

61,3=

18,6=

11

7,64

5

1,7

129,4

61,6

17,5

12

7,47

5

1,6

127,5

60,7

18,3

Fuente: Elaboración propia, (INEN, 2014)

Los resultados de los análisis químicos de fosfatos s= egún Tabla 6 no se encuentran dentro del límite permisible según la = Norma Técnica INEN 1108. El incremento de la concentración de fosfatos causa la eutrofización del agua pues la presencia de fós= foro genera el crecimiento de algas. (Correl, 1998)

Tabla 6. Caracterización química del agua cruda

Muestra

Fosfatos

Hierro

Manganeso

Nitritos

Nitratos

N- Amoniacal

Sulfatos

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

Límites permisibles

0,1

0,3

0,1

0

10

1

200

1

0,13

0,2

0,001

0,003

0

0,004

8

2

0,1

0,01

0,001

0,001

0

0,004

8

3

0,12

0,01

0,001

0

0

0,03

8

4

0,34

0,08

0,001

0

0

0,04

8

5

0,27

0,04

0,003

0

0

0,02

8

6

0,31

0,05

0,001

0

0,001

0,02

8

7

0,6

0,02

0,05

0,04

0

0,03

8

8

0,03

0,02

0

0,003

0

0,05

7

9

0,38

0,01

0,001

0

0,1

0,05

8

10

0,81

0

0

0

0,3

0,05

7

11

0,64

0

0,001

0

0,3

0

8

12

0,43

0,04

0,001

0

0

0

8

Fuente: Elaboración propia, (INEN, 2014)

Los análisis microbiológicos del agua cruda según Tabla 7 están fuera de los límites permisibles bajo la Norma Técnica INEN 1108.

 

 

Tabla 7. Caracterización microbiológica del agua cruda=

Muestras

CT
UFC/100ml

CF
UFC/100ml

Límite Permisib= le

< 1

< 1

1

222

98

2

298

96

3

196

71

4

 132

 28

5

249 

 125

6

116 

 12

7

275

28

8

70

2

9

365

6

10

454

58

11

365

9

12

248

204

Fuente: Elaboración propia, (INEN, 2014)

Fig= ura. 1 Parámetros fuera de Norma INEN 1108:2014

Fuente: Elaboración propia

Se realizan pruebas para determinar el pH, conductivi= dad y alcalinidad de grava y arena fina según Tabla 8 y 9, materiales que serán aplicados en los filtros de la planta de tratamiento.

 

Tabla 8. Determinación de parámetros de la grava seca de fil= tro grueso ascendente

Muestras

pH=

Conductividad

Alcalinidad

1

6,8

56,3

28

2

7,75

25,4

23

3

7,9

32,6

21

Fuente: Elaboración propia

Tabla 9. Determinación de parámetros de la arena seca del fi= ltro lento

Muestras

pH=

Conductividad

Alcalinidad

1

6,4

59,7

28

2

6,7

22,6

19

3

6,8

19,3

17

Fuente: Elaboración propia

Se realizan pruebas de sedimentación y filtración en = el laboratorio, utilizando grava y arena fina lavadas, secadas y tamizadas. En estas pruebas el parámetro que se mide es la turbiedad (NTU) debido a que los datos recolectados se encuentran fuera de los límites permisibles bajo la Norma Técnica INEN 110:2014 y que ocasionarían dificult= ades en el tratamiento del agua, según se aprecia en Tabla 10.

Tabla 10. Pruebas de Tratabilidad prueba turbiedad

Prueb= a

Muest= ra

(Agua Cruda)

Volum= en

L

Turbi= edad

(Agua= Cruda)

NTU

Turbi= edad

 (Agua Tratada)

NTU

1

1

8

5,6

0,41

2

1

8

6.8

0,5

3

1

8

4,3

0,31

4

1

8

5,2

0,38

5

1

8

6,1

0,45

Fuente: Elaboración propia

En el laboratorio se desarrolla pruebas de tratabilid= ad para reducir la concentración de fosfatos en el agua cruda que según los resultados de la caracterización química se encuentran fuera del límite permisible según normativa vigente. Para estas pruebas se añade dosificaciones de solución de sulfato de cobre de 3, 4 y 5 <= span class=3DSpellE>mL en un litro de agua cruda.

Tabla 11.<= /span> Pruebas de tratabilidad parámetro fosfatos para 1 L = de agua cruda

Prueb= a

Fosfa= tos

(Agua Cruda)

mg/L<= o:p>

Soluc= ión de Sulfato de Cobre (3mL/s)

Fosfa= tos

(Agua Tratada)

mg/L<= o:p>

1

0,18

3

0,12

2

0,23

3

0,14

3

0,12

3

0,11

4

0,14

3

0,11

5

0,25

3

0,15

Fuente: Elaboración propia

Tabla 12.  Pruebas de tratabilidad parámetro fosfa= tos 1 L de agua cruda

Prueb= a

Fosfa= tos

(Agua Cruda)

mg/L<= o:p>

Soluc= ión de Sulfato de Cobre (4 mL/s)

Fosfa= tos

(Agua Tratada)

mg/L<= o:p>

1

0,18

4

0,08

2

0,23

4

0,09

3

0,12

4

0,08

4

0,14

4

0,07

5

0,25

4

0,09

Fuente: Elaboración propia

Tabla 13.<= /span> Pruebas de tratabilidad parámetro fosfatos 1 L de ag= ua cruda

Prueb= a

Fosfa= tos

(Agua Cruda)

mg/L<= o:p>

Soluc= ión de Sulfato de Cobre (5 mL/s)

Fosfa= tos

(Agua Tratada)

mg/L<= o:p>

1

0,18

5

0,032

2

0,23

5

0,037

3

0,12

5

0,024

4

0,14

5

0,027

5

0,25

5

0,026

Fuente: Elaboración propia

El porcentaje de remoción de fosfatos con las dosis d= e 3 y 4 mL<= /span> según las tablas 11 y 12 resultan en valores fuera d= e los límites permisibles para fosfatos bajo la Norma Técnica INEN 1108:2014. Sin embargo, la dosificación de 5 mL de sulfato de cobre logra la disminución de 82,5 % promedio de la concentración de fosfatos en las muestras probadas según Fig. 2, permitiendo cumplir con el parámetro establecido según normativa.<= span lang=3DES-EC style=3D'font-size:12.0pt;line-height:115%;font-family:"Times = New Roman",serif; mso-fareast-font-family:"Times New Roman";border:none;mso-ansi-language:ES-= EC'>

Tabla 14. Resultado= s de los porcentajes de remoción en los fosfatos con 5 mL de solución de sulfato de cobre

 

Muestra

Límite Permisible (mg/L)

Fosfatos Agua Cruda<= /span>

(mg/L)

Fosfatos Agua Tratada (mg/L)

Remoción lograda

%

1

0,1

0,18

0,032

82,22

2

0,1

0,23

0,037

83,91

3

0,1

0,12

0,024

80,00

4

0,1

0,14

0,027

80,71

5

0,1

0,25

0,036

85,60

Fuente: Elaboración Propia

 

Figura 2. Porcentaje de remoción de fosfatos en un litro de agua cruda con 5 mL de sulfato de cobre

Fuente: Elaboración propia

Con un caudal promedio de 24 L/s de captación de agua= se realiza el diseño de la planta de tratamiento de agua con base en los resultados obtenidos en la caracterización y las ecuaciones planteadas para= un medidor de caudal parshall= , sedimentadores, filtros= gruesos ascendentes y filtros lentos según las Tablas de diseño presentadas a continuación.

Tabla 15. Diseño del Medidor Parshall

Cálculos

Símbolo

Valor

Unidades<= /p>

Sumergencia máxima=

S

0,6

m/m

Ancho de la garganta

W

0,229

m

Altura de la cresta

Ha

0,132

m

Altura de agua sobre la garganta

Hb

0,079

m

Pérdida de carga

P

0,22

m

Dimensiones estandarizadas de seccio= nes de canal de acuerdo con Anexo H

 

Para W =3D 0,229

 

Fuente: Elaboración propia

Tabla 16. Diseño de sedimentadores clásicos

Cálculos<= /p>

Símbolo

Valor

Unidades<= /p>

Númer= o de sedimentadores

N

2

 

Volum= en del sedimentador

V

216

m3

Tiemp= o de sedimentación

T

2,5

H

Veloc= idad de sedimentación

0,34

mm/s

Velocidad de Sedimentación Crítica

0,26

mm/s

Altur= a del sedimentador

H

2,34

m

Longi= tud del sedimentador

L

13,6

m

Ancho= del sedimentador

B

3.4

m

Veloc= idad de escurrimiento

3,017*10-3

m/s

Veloc= idad de arrastre de las partículas

1,58

m/s

Volum= en diario de lodos

32.83

m3/s

Altur= a de pantalla deflectora

2,11

m

Velocidad de paso de agua  por  deflector=

5,69*10-3

m/s

Número de orificios para deflector

 

77

 

Diáme= tro de cada orificio de deflector

Φ

0,05

m

Númer= o de Canaletas de salida

 

2

=  

Longi= tud de canaleta

 

2

m

Númer= o de vertederos por canaleta

Nw=

14

 

Cauda= l de cada vertedero

Qw=

4,28*10-4

m3/s

Fuente: Elaboración propia

Tabla 17. Diseño de filtros gruesos ascendentes=

Cálculos<= /p>

Símbolo

Valor

Unidades<= /p>

Númer= o de filtros totales

N

2

 

Veloc= idad de filtración

Vf=

0,6

m/h

Longi= tud y Base

L, b

8,49

m

Altur= a

H

1,2

m

Fuente: Elaboración propia

Tabla 18. Lecho para filtros gruesos ascendente=

Grava (mm)

Altura (m)

19-25

0,2

13-19

0,2

6-13

0,2

3-6

0,2

Soporte

0,1

Fuente: (Galvis G, Latorre J, 199= 8)

Tabla 19. Diseño de filtros lentos

Cálcu= los

Símbo= lo

Valor=

Unida= des

Número de filtros totales

N

3

 

Velocidad de filtración

Vf

0,3

m/h

Longitud

L

16,9

m

Ancho

B

6,92

m

Altura total

H

1,90

m

Fuente: Elaboración propia

Tabla 20.<= /span>  Lecho para = filtros lentos de arena

Lecho=

Diáme= tro

(mm)<= o:p>

Altur= a

 (m)

Grava Gruesa

1,2

0,3

Arena de filtro

0,22

0,9

Fuente: (Galvis G, Latorre J, 1998)

Conclusiones:

·         Los análisis físico-químicos del agua captada presentan especificacio= nes fuera de los límites permisibles bajo la Norma Técnica INEN 1108:2014 refer= idos a Requisitos de Agua Potable, para los parámetros de turbiedad de 5 NTU y p= ara fosfatos 0,1 mg/L, valores que fluctúan de acue= rdo a las condiciones meteorológicas especialmente en invierno ocasionando obstrucción de filtros, de manera que se requiere de la etapa de sedimentac= ión como tratamiento previo. La presencia de concentraciones altas de fosfatos = en el agua captada genera el crecimiento de flora dependi= entes del fósforo como las algas, y la disminución de la calidad de agua para el consumo humano. La adición= de 5 ML de sulfato de cobre por cada litro de agua cruda disminuye en un 82,5 % la concentración de fosf= atos denotándola como apta para el consumo humano.

·         La grava y la arena fina utilizados presentan índices de alcalinidad elevados que no destruyen completamen= te la población de coliformes te= rmoresistentes, sin embargo, este escenario mejora generalmente con la adición de hipoclorito de sodio en la úl= tima etapa de tratamiento y según Norma Técnica INEN 1108:2014 deberá presentar un índice de clo= ro residual entre 0,3 y 1,5.

·         A partir de un caudal máximo de tratamiento de 24L/s de captación de = agua superficial se realizan cálculos de ingeniería y diseño para la planta de tratamiento de agua potable que contiene un medidor de caudales, dos sedimentadores, dos filtros ascendentes gruesos= y tres filtros lentos con arena fina. El medidor de caudales es tipo parshall con un ancho de garganta de W =3D 0,229; el sediment= ador clásico con una velocidad de sedimentación crítica Vsc =3D 0,26 mm/s; el filtro ascendente grueso con una v= elocidad de filtración de Vf<= /span> =3D 0,6 m/h y el filtro le= nto con una velocidad de filtración de Vf =3D 0,3 m/h.

Referencias bibliográficas:

Arboleda, J. (2000). Teoría y Práctica de Purificación del Agua (3ra ed). Bogotá.

Barraque, C. (1979). Manual técnico del agua.

Basile, P. A. (2018). Transporte de sedimentos y morfodinamica= de rios aluviales. In Biomass Chem Eng.

Bersillon, J.-L. (1999). Water Purification and Disinfection Processes. Acta Hydrochimica et Hydrobiologica, 27(2), 98–100.

Boccelli, D. L., Small, M. J., & Diwekar, U. M. (2004). Treatment plant design for particulate removal: Effects of flow rate and particle characteristics. Journal= / American Water Works Association, 96(11), 77–90.

Bogardi, J. J. (2003). Las políticas del agua en= el siglo XXI. Science, 259–279.<= /p>

Camacho, N. C. C. (2011). Tratamiento de agua para consumo humano. Ingenie= ría Industrial, 29, 153–224.

Correl, D. (1998). The Role of Phosphorus in the Eutrophication of Receiving Waters: A Review. <= span lang=3DES-EC style=3D'mso-ansi-language:ES-EC'>Journal Enviro= nmental Quality.

Galvis G, Latorre J, T. J. (1998). Filtración en múltiples etapas: tecnología innovativa para el tratamiento de agua.

Guerrero, R. (1976). Manual de Tratamiento de Aguas. México: Limusa.

INEN. Norma Técnica Ecuatoriana. Agua Potable. Requisitos. , (2014).

Lee, & = Kim. (2007). Water-Treatment - Sy= stem design for turbidity removal. Environmental Engineering,= 67(6), 14–21.

Merkel, W. (2003). El futuro de la industria de agua en el mundo. Ingeniería Del Ag= ua, 10(3), 337.

Monroy, M. (2010). Medidores De Flujo En Canales Abiertos. Bib= lioteca.Usac.Edu.Gt, 1–119.

Quiñones, E., Bustos, C., Vives, L., Miranda, V., & Villarreal, A. (2014). Diseño= de un sedimentador mediante la dinámica de fluidos computacional y su construc= ción a escala de laboratorio. (4), 161–167.

Rodríguez, M. J., Rodríguez, G., Serodes, J., & Sadiq, R. (2007). Subproductos de la desinfección del= agua potable: Formación, aspectos sanitarios y reglamentación. Interciencia, 32(11), 749–756.

Romero, M. (2008). Tratamientos utilizados en La potabilización de agua. Boletin Electronico Facul= tad de Ingeniería - Universidad Rafael Landívar, (08), 1–12.

Torres, P Cruz, C. (2009). Índices De Calidad De Agua En Fuentes Superficiales Utilizadas En La Producción De Agua Para Water = Quality Index in Surface = Sources Used in Water Production for Human Consumption . a Critical = Review. 8(15), 79–94.

Vandijk, J. C.; Oomen, J. H. (1978). Filtración lenta en arena para abastecimiento público de agua en pa= íses en desarrollo: manual de diseño y construcción. La Haya. CIR-OMS.

Vidal, R., Martínez, F., & Ayza, M. (1994). Aplica= ciones de los modelos de calidad en la simulación de las redes de distribución de = agua potable. Ingeniería Del Agua, 1(3), 55–68.

 

 

 

 

3Dedito=

 

 

 

 

 

 

 

PARA CITAR EL ARTÍCULO INDEXADO.

 

 

 

Flores Huilcapi, A. G., Carrera Almendá= riz, L. S., & Medina Serrano , C. A. (2020). Análisis de aguas superficiales= con alto contenido de fosfatos para el diseño de una planta de tratamiento de a= gua potable. ConcienciaDigital3(3), 27-43. https://doi.o= rg/10.33262/concienciadigital.v3i3.1264

 

 

3Dedito=

 

 

 

 

El artículo que se publica es de exclusiva responsabilidad de los autor= es y no necesariamente reflejan el pensamiento de la Revista Conciencia Digital.

 

 

El artículo queda en propiedad de= la revista y, por tanto, su publicación parcial y/o total en otro medio tiene = que ser autorizado por el director de la Revista Conciencia Digital.

 

3D"logo_catalogo3b.jpg"
&= nbsp;


 

 

 =



= [1] Escuela Superior Politécnica de Chimborazo, Facul= tad de Mecánica, Riobamba, Ecuador, ana.flores@espoch.edu.ec, ORCID: 0000-0001-8748-7859

= [2]= Escuela Su= perior Politécnica de Chimborazo, Facultad de Ciencias, Riobamba, Ecuador, luissantiago.carrera@espoch.edu.ec, ORCID: 0000= -0002-3262-5895

[3] Escuela Superior Politécnica de Chimborazo, Facultad de Ciencias, Riobamba, Ecuador, carlos.medinas@espoch.edu.ec, ORCID: 0000-0003-4916-7242= 1

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                                                                        =                                          ISSN: 2600-585= 9

=                         Vol. 3, N°3, p. 27-43, julio-septiembre, 2020

Educación <= span lang=3DES-EC style=3D'font-family:"Times New Roman",serif;mso-bidi-theme-fo= nt:minor-bidi; color:windowtext;mso-ansi-language:ES-EC;text-decoration:none;text-underlin= e: none'>del Futuro                                                                               =                                               Página 35

 

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