design calcu.marsa.doc

SUBJECT BY

DESIGN CALCULATION

: :

DESIGN CALCULATION A. Farouk

PROJECT NAME

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600004 MARSA ALAM SWRO

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M.Kulkarni

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PROCESS DESIGN CALCULATION

FOR MARSA ALAM DESALINATION PLANT (2 X 1000 M3/DAY + 2 X 500 M3/D PLANT) FOR EMAK FOR UTILITIES AND SERVICES S.A.E

A:\242348522.doc

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SUBJECT BY

DESIGN CALCULATION

:

DESIGN CALCULATION A. Farouk

PROJECT NAME

: :

600004 MARSA ALAM SWRO

CHKD.

:

M.Kulkarni

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DESIGN CALCULATION FOR 2 X 1000 M3/DAY PLANT DESIGN BASIC DATA = 1000 m3/day (2 Nos. of RO trains) = 25 – 30°C = 30%

RO train capacity Feed water temperature RO recovery Product

RO Feed =

1000 x 2 = __________ = 6666.6 m3/day Recovery 0.30

___________

Total capacity of RO Plant

= 2000 m3/day

1. Media Filters Quantity

= 5 (4 Duty/1 standby) Product

RO Feed flow rate/train =

___________

1000 =

______

Recovery

= 3333.33 m3/day

(each stream)

0.30 = 138.8 m3/hr

By using 2 filters in duty for each stream 138.8 Service flow rate per filter

=

_______

= 69.4 m3/day

2 From “ Water Treatment Hand Book” Vol. 2 [Degremont] Page 768 Filtration rate: 4-20 m3/m2.hr = 12 m3/m2.hr

Filtration rate 

Filter dia



4 x Flowrate (m 3 / hr )  x Filtration rate



4 x 69.4  2.7m  x 12

Use Filter of 2.8 m Diameter

A:\242348522.doc

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SUBJECT BY

DESIGN CALCULATION

: :

DESIGN CALCULATION A. Farouk

PROJECT NAME

: :

600004 MARSA ALAM SWRO

CHKD.

:

M.Kulkarni

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M 31

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Select Media Filters at 2.8 m dia each. From “ Water Treatment Hand Book” Vol. 2 [Degremont] Page 766 Backwash rate: 25-35 m3/m2.hr Backwash rate Backwash time

= 30 m3/m2.hr = 10 - 15 minutes

Required water for Backwash= (Filter cross-section area) x Backwash rate  = ( _______ ) (2.8)2 x 30 4 = 184.7 m3/hr Max. Daily water required for Backwash =

184.7 x 15 x 3 _______________ = 230.8 = 231 m3 60

The Backwash water to be supplied by filter feed pumps for a period of 16 hours minimum. 231 Additional capacity to be provided by filter feed pumps =

_______

= 7.21 m3/hr, Say 7.2 m3/hr

16 x 2 Additional filter capacity =

Check for filter loading 

7.2 x 2 = 3.6 m3/hr 4

_________

69.4  3.6  11.86  12, which is acceptable   2    2.8  4

2. Backwash Pumps Quantity

= 2 (2 duty)

From above, required water for Backwash = 184.7 m3/hr Selected pumps(2 duty) at 93 m3/hr @ 15 m TDH are adequate 3. Filter Feed Pumps Quantity = 3 (2 duty / 1 standby) 1st Pass RO Feed Water for Backwash Total feed water required

A:\242348522.doc

= 138.8 m3/hr (each stream) = 7.21 m3/hr from each stream = 138.8 + 7.21 = 146 m3/hr

ENGG. - 00

SUBJECT BY

DESIGN CALCULATION

: :

DESIGN CALCULATION A. Farouk

PROJECT NAME

: :

600004 MARSA ALAM SWRO

CHKD.

:

M.Kulkarni

DOC.NO.

:

M 31

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MH

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DATE:

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Head loss through media filters (max)= Head loss through cartridge filters = Head loss through piping and fitting = High pressure pump NPS HR =

0.7 Bar= 7.0 m 0.7 Bar= 7.0 m 5m 22 m

 Min. required pump delivery head

= 7.0 + 7.0 + 5 + 22 = 43 M

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 Selected Filter Feed Pumps at 146 m3/hr @ 43 m TDH is more than adequate. 4. Prechlorination Dosing Set (2 duty/2 standby) flow proportional pump Chemical reaction = Ca (OCI)2 + 2 H2O Ca(OH)2 + 2 HOCl 1 ppm NaOCl  0.7 ppm HOCl Feed flow rate Chlorine dosage

= 146 m3/hr (each stream) = 2 ppm (from Engineering practice)

Available Chemical concentration= 65% Ca(OCl2) Solution Density = 1.10 kg/l of 10% Ca(OCI)2 Dosage (mg/l) x Flow rate (m3/hr) Daily chemical consumption

=

_________________________________________

Concentration x 1000 2 x 146 x 24 =

___________________

= 10.8 kg/d

of 65% Ca(OCl2)

0.65 x 1000 10.8 Daily Dosage

=

_______________

= 98.2 LPD = 4.1 LPH

1.10 x 0.1 Selected pump capacity Selected Tank capacity Retention time

= 6.94 LPH (2 duty / 2 standby) = 200 Liters = 1 day (2 pumps running)

In addition, we shall use one common preparation tank for both plants the 2 x 500 m3/d and the 2 x 1000 m3/d size shall be 200 liters where is the mixer will be installed.

A:\242348522.doc

ENGG. - 00

SUBJECT BY

DESIGN CALCULATION

: :

DESIGN CALCULATION A. Farouk

PROJECT NAME

: :

600004 MARSA ALAM SWRO

CHKD.

:

M.Kulkarni

DOC.NO.

:

M 31

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5. Coagulant Dosing Set (2 duty/ 2 standby) flow proportional pump Note Dosage = 0.5 - 1 ppm [From Engineering practice] Chemical concentration = 10% solution Density = 1.0 kg/l 1 x 146 x 24 Daily consumption

=

___________________

= 3.5 kg/day

of 100% P.E.

1000 3.5 Daily Dosage

=

_______________

= 35 LPD = 1.4 LPH

0.1 Selected pump capacity Selected Tank capacity Retention time

= 3.75 LPH (2 duty / 2 standby) = 200 Liters = 2.8 day (2 pumps running)

In addition, we shall use one common preparation tank for both plants the 2 x 500 m3/d and the 2 x 1000 m3/d size shall be 200 liters where is the mixer will be installed. 6. Dechlorination Dosing Set (2 duty/ 2 standby) flow proportional pump Chemical reaction = NaHSO3 + HOCl  NaCl + H2SO4 From equation = 1 ppm of HOCl needs 1.98 of Sodium Bi-sulphite Dosage (Max.) Solution concentration Solution Density

= 4-6 ppm = 15% Available chemical concentrations 95% NaHSO3 solution = 1.10 kg/l

Daily consumption

=

6 x 138.8 x 24 _______________________

= 21.04 kg/day

of 95% SBS

1000 x 0.95 21 Daily Dosage

=

_______________________

= 127.5 LPD = 5.31 LPH

1.10 x 0.15 Selected pump capacity Selected Tank capacity Retention time

= 9.5 LPH (1 duty/1standby) = 300 Liters = 1.0 day

In addition, we shall use one common preparation tank for both plants the 2 x 500 m3/d and the 2 x 1000 m3/d size shall be 300 liters where is the mixer will be installed. A:\242348522.doc

ENGG. - 00

SUBJECT BY

DESIGN CALCULATION

: :

DESIGN CALCULATION A. Farouk

PROJECT NAME

: :

600004 MARSA ALAM SWRO

CHKD.

:

M.Kulkarni

DOC.NO.

:

M 31

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MH

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7. Antiscalent (M-50A)Dosing Set (2 duty/ 2 standby) flow proportional pump Dosage Chemical concentration Density Solution concentration

= = = =

2-3 ppm (From Engineering practice) 100% solution = 1000 gm/l 1.0 kg/l 20% 3 x 138.8 x 24

Daily consumption

___________________

=

= 10 kg/day

of 100% chemical

1000 10 Daily Dosage

=

____________________

= 50 LPD = 2.08 LPH

1.0 x 0.2 Selected pump capacity Selected Tank capacity Retention time

= 3.75 LPH = 200 Liters = 2 days

8. Acid Dosing Set (2 duty/ 2 standby) pH proportional pump Dosage Chemical density

= 35 ppm (From RO Projection) = 1840 kg/m3 (98% concentration H2SO4) = 1.84 kg/l 35 x 138.8 x 24

Daily consumption =

_______________________

= 119 kg/d of 98% H2SO4

1000 x 0.98 119 Daily Dosage

=

_______________

= 64.8 LPD = 2.7 LPH

1.84 Selected pump capacity Selected Tank capacity Retention time

A:\242348522.doc

= 6.94 LPH (2 duty/ 2 standby) = 200 Liters = 1.5 days

ENGG. - 00

SUBJECT BY

DESIGN CALCULATION

: :

DESIGN CALCULATION A. Farouk

PROJECT NAME

: :

600004 MARSA ALAM SWRO

CHKD.

:

M.Kulkarni

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:

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9. Post Chlorination (2 Duty/2 Standby) Dosing Pumps Dosage Chemical concentration Solution concentration Product flow Density

= = = = =

1.0-1.5 ppm 65% Ca (OCL)2 10% 2000 m3/day 1.1 kg/l

Daily consumption

=

______________

Daily Dosage

=

_______________

1.5 x 2000 = 2.31 kg/d of 65% solution Ca (OCL)2 0.65 x 1000 2.31 = 21 LPD = 0.875 LPH

1.1 x 0.1 Selected pump capacity = 1.89 LPH (2 duty/2 standby) Selected Tank capacity = 200 liters Tank capacity = 4.5 days In addition, we shall use one common preparation tank for both plants the 2 x 500 m3/d and the 2 x 1000 m3/d size shall be 200 liters where is the mixer will be installed 10. Lime Dosing The RO feed pH is reduced to a value around 6.9 to get 25 mg/l free CO2. Value of pH will be confirmed when actual water analysis is obtained. Chemical reaction = Ca(OH)2 + 2CO2 2HCO3 + Ca++ To neutralize CO2 in permeate water and raise pH between 7.0-7.2 ,about 20ppm of lime is to be added . 3000 x 20 Daily consumption

 65 kg/d of 93% Ca(OH)2 1000 x 0.93

=

______________

=

_______________________

65 Daily Dosage Pump capacity Selected Tank capacity Lime Preparation System

= 1230 LPD = 54 LPH 0.05 x 1.06 = 100 LPH (1 duty/1 standby) = 200 liters = 100 kg/d

Note: Above chemicals quantities are based on the theoretical basis, however, actual chemical consumption will be decided during actual commissioning trials.

A:\242348522.doc

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SUBJECT BY

DESIGN CALCULATION

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DESIGN CALCULATION A. Farouk

PROJECT NAME

: :

600004 MARSA ALAM SWRO

CHKD.

:

M.Kulkarni

DOC.NO.

:

M 31

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:

MH

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11. Common Air Scouring Blower Quantity = 2 (1 duty / 1 standby) From “ Water Treatment Hand Book” Vol. 2 [Degremont] Page 768 Air for Filter = up to 55 m3/m2.hr Air required = 40 x Media Filter cross section area  = ( _______ ) (2.8)2 x 40 4 = 246 m3/hr Selected Air Blowers @ 246 m3/hr @ 0.55 Bar 12. RO Cartridge Filter 2 duty filter per RO stream (1000 m3/d) and one spare, total of 5 pcs. Quantity = 2 (duty) Service flow rate = 140 m3/hr each stream= 70 m3/hr per cartridge fitler 18.35 x Feed Flow Rate (M3/day) Nc = No. of Cartridges =

_________________________________________

qC (GPM) x 100 From “Vessel Filtri per Fluidi” Manual, “ Enclosures”: qC (Flow per cartridge) = 5 GPM for 10” long cartridge 18.35 x 70 x 24 Nc =

______________________

= 61.2

5 x 100 Selected cartridge filter with 66 cartridge 10 inches long each is adequate. 13. H.P. Pumps Quantity = 2 (duty) Service flow rate = 140 m3/hr From RO Projection at 25°C Brine pressure = 68 Bar Total differential pressure = 2 Bar Feed pressure = 2 + 68 = 70 Bar By using Pelton Wheel and from manufacturer’s data: Selected HPP @ 140 m3/hr @ 70 bar

A:\242348522.doc

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SUBJECT BY

DESIGN CALCULATION

:

DESIGN CALCULATION A. Farouk

PROJECT NAME

: :

600004 MARSA ALAM SWRO

CHKD.

:

M.Kulkarni

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:

M 31

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MH

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14. Flushing Pumps Quantity From Manufacturer’s Data:Water required for flushing Required Head No. of vessel Water required for flushing

= 2 (1 duty / 1 standby) = = = =

8 m3/hr for each vessel as per Membrane Manufacturer 40 m 13 + 2 spare 15 = 120 m3/hr

Selected flushing pumps @ 120 m3/hr @ 40 m TDH is adequate 15. Cleaning Pump Quantity = 1 (1 duty) From Manufacturer’s Data Water required for cleaning = 5.5 m3/hr for each vessel Cleaning for 15 vessel together Water required for cleaning = 15 x 5.5 = 82.8 m3/hr Selected cleaning pump @ 82.5 m3/hr @ 40 m TDH is adequate. 16. Cleaning System Cartridge Filter Water flow rate qC

= 82.5 m3/hr = 5 GPM for 10 inches long cartridges

No. of cartridge

18.35 x 82.5 x 24 = __________________ = 72.6 5 x 100

Selected 2 Nos. of cartridge filters each with 40 cartridge 10 inches long each or equivalent is adequate.

A:\242348522.doc

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SUBJECT BY

DESIGN CALCULATION

: :

DESIGN CALCULATION A. Farouk

PROJECT NAME

: :

600004 MARSA ALAM SWRO

CHKD.

:

M.Kulkarni

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17. Cleaning Tank size Required No. of vessels to be cleaned = 15 Vessel Volume of each vessel = 200 liters empty Min. required tank volume = 200 x 15 = 3500 liters The first 20% of water to be drained. 3500  Tank capacity =

______

= 4375 liters = 4.375 m3

0.8 Select cleaning tank volume = 5 m3 5 Check for tank retention with respect to pump

=

___

x 60 = 3.64 minutes 82.5

Therefore, tank capacity is adequate.

A:\242348522.doc

ENGG. - 00

:

SUBJECT BY

DESIGN CALCULATION

:

DESIGN CALCULATION A. Farouk

PROJECT NAME

: :

600004 MARSA ALAM SWRO

CHKD.

:

M.Kulkarni

DOC.NO.

:

M 31

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MH

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DESIGN CALCULATION FOR 2 X 500 M3/DAY PLANT DESIGN BASIC DATA = 500 m3/day = 25 – 30°C = 30-35%

RO train capacity Feed water temperature RO recovery Product RO Feed =

___________

(2 Nos. of RO trains)

500 x 2 =

__________

Recovery

= 3333.3 m3/day

0.30

Total capacity of RO Plant

= 1000 m3/day

1. Media Filters Quantity

= 3 (2 Duty/1 Standby) Product

1st Pass RO Feed flow rate

=

___________

500 =

Recovery

______

= 1666.66 m3/day

(each stream)

0.30 = 69.44 m3/hr

By using 1 filter in duty for each stream Service flow rate per filter

= 69.44 m3/day

From “ Water Treatment Hand Book” Vol. 2 [Degremont] Page 768 Filtration rate: 4-20 m3/m2.hr = 12 m3/m2.hr

Filtration rate 

Filter dia



4 x Flowrate (m 3 / hr )  x Filtration rate



4 x 69.4  2.7m  x 12

Use Filter of 2.8 m Diameter

A:\242348522.doc

ENGG. - 00

SUBJECT BY

DESIGN CALCULATION

: :

DESIGN CALCULATION A. Farouk

PROJECT NAME

: :

600004 MARSA ALAM SWRO

CHKD.

:

M.Kulkarni

DOC.NO.

:

M 31

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MH

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DATE:

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OF

19

REV

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Select Media Filters at 2.8 m dia each. From “ Water Treatment Hand Book” Vol. 2 [Degremont] Page 766 Backwash rate: 25-35 m3/m2.hr = 30 m3/m2.hr = 10 - 15 minutes

Backwash rate Backwash time

Required water for Backwash= (Filter cross-section area) x Backwash rate  = ( ______ ) (2.8)2 x 30 4 = 184.7 m3/hr Max. Daily water required for Backwash =

184.7 x 15 x 3 _______________ = 138.5 m3 60

The Backwash water to be supplied by filter feed pumps for a period of 16 hours minimum. 138.5 Additional capacity to be provided by filter feed pumps =

_______

= 4.32 m3/hr, Say 4.3 m3/hr

16 x 2 4.3x 2 Additional filter capacity =

_________

= 4.3 m3/hr (to be checked)

2 Check for filter loading 

69.4  4.3  11.9  12, which is acceptable   2    2.8  4

2. Backwash Pumps Quantity

= 2 (2 duty)

From above, required water for Backwash = 184.7 m3/hr Selected pumps (2 duty) at 93 m3/hr @ 15 m TDH are adequate 3. Filter Feed Pumps Quantity = 3 (2 duty / 1 standby) 1st Pass RO Feed Water for Backwash Total feed water required

A:\242348522.doc

= 69.44 m3/hr (each stream) = 4.3 m3/hr from each stream = 69.44+ 4.3 = 73.74 m3/hr = 74 m3/hr

ENGG. - 00

SUBJECT BY

DESIGN CALCULATION

: :

DESIGN CALCULATION A. Farouk

PROJECT NAME

: :

600004 MARSA ALAM SWRO

CHKD.

:

M.Kulkarni

DOC.NO.

:

M 31

APPD.

:

MH

SHEET

:

13

DATE:

14-02-01

Head loss through media filters (max)= Head loss through cartridge filters = Head loss through piping and fitting = High pressure pump suction head =

0.7 Bar= 7.0 m 0.7 Bar= 7.0 m 5m 22 m

 Min. required pump delivery head

= 7.0 + 7.0 + 5 + 22 = 43 M

OF

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 Selected Filter Feed Pumps at 74 m3/hr @ 43 m TDH is more than adequate. 4. Prechlorination Dosing Set (2 duty/ 2 standby) Chemical reaction = Ca(Ocl)2 + H2O  Ca(OH)2 + 2 HOCl 1 ppm NaOCL  0.7 ppm HOCl Feed flow rate = 74 m3/hr (each stream) Chlorine dosage = 2 ppm (from Engineering practice) Available Chemical concentration= 65% Ca(OCl)2 Solution concentration = 10% Density = 1.1 kg/l Dosage (mg/l) x Flow rate (m3/hr) Daily chemical consumption

=

_________________________________________

Concentration x 1000 2 x 74 x 24 =

___________________

= 5.46 kg/d

of 65% Ca(OCl)2

0.65 x 1000 5.46 Daily Dosage

=

_______________

= 49.6 LPD = 2.0 LPH

1.1 x 0.10 Selected pump capacity Selected Tank capacity Retention time

A:\242348522.doc

= 3.78 LPH (2 duty / 2 standby) = 200 Liters = 2.0 days

ENGG. - 00

SUBJECT BY

DESIGN CALCULATION

: :

DESIGN CALCULATION A. Farouk

PROJECT NAME

: :

600004 MARSA ALAM SWRO

CHKD.

:

M.Kulkarni

DOC.NO.

:

M 31

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MH

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5. Coagulant Dosing Set (2 duty/ 2 standby) Dosage Chemical concentration Density

= 0.5 - 1 ppm [From Engineering practice] = 10% solution = 1.0 kg/l

Daily consumption

=

1 x 74 x 24 ___________________

= 1.766 kg/day

of 100% P.E.

1000 1.766 Daily Dosage

=

_______________

= 17.76 LPD = 0.74 LPH

0.1 Selected pump capacity Selected Tank capacity Retention time

= 3.78 LPH (2 duty / 2 standby) = 100 Liters = 2.5 day

6. Dechlorination Dosing Set (2 duty/ 2 standby) Chemical reaction = NaHSO3 + HOCl  NaCl + H2SO4 From equation = 1 ppm of HOCl needs 1.98 of Sodium Bi-sulphite Dosage (Max.) = Chemical concentration = Available chemical concentration Density =

4-6 ppm 15% solution = 95% 1.10 kg/l 6 x 69.44 x 24

Daily consumption

=

_______________________

= 10.52 kg/day of 95%SBS

1000 x 0.95 10.52 Daily Dosage

=

_______________________

= 63.75 LPD = 2.65 LPH

1.10 x 0.15 Selected pump capacity Selected Tank capacity Retention time

A:\242348522.doc

= 6.9 LPH (2 duty/2 standby) = 200 Liters = 1.5 days

ENGG. - 00

SUBJECT BY

DESIGN CALCULATION

: :

DESIGN CALCULATION A. Farouk

PROJECT NAME

: :

600004 MARSA ALAM SWRO

CHKD.

:

M.Kulkarni

DOC.NO.

:

M 31

APPD.

:

MH

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:

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7. Antiscalent M-50A-Dosing Set (2 duty/ 2 standby) Dosage Chemical concentration Density

= 2-3 ppm (From Engineering practice) = 100% solution = 1000 gm/l = 100 kg/l

Daily consumption

=

2 x 69.44 x 24 ___________________

= 4.99 kg/day

of 100% chemical

1000 x 6.67 4.99 Daily Dosage

____________________

=

= 24.95 LPD = 1.04 LPH per stream

1.0 x 0.2 Selected pump capacity Selected Tank capacity Retention time

= 1.89 LPH (2 duty/2 standby) = 100 Liters = 2 days

8. Acid Dosing Set (2 duty/ 2 standby) pH proportional pump Dosage Chemical density

= 35 ppm = 1840 kg/m3 = 1.84 kg/l

(98% concentration)

35 x 69.44 x 24 Daily consumption =

_______________________

= 60 kg/d for both stream of 98% H2SO4

1000 x 0.98 60 Daily Dosage

=

_______________

= 33 LPD = 1.36 LPH

1.84 Selected pump capacity Selected Tank capacity Retention time

A:\242348522.doc

= 3.785 LPH (2 duty/ 2 standby) = 100 Liters (one per stream) = 1.5 days

ENGG. - 00

:

SUBJECT BY

DESIGN CALCULATION

:

DESIGN CALCULATION A. Farouk

PROJECT NAME

: :

600004 MARSA ALAM SWRO

CHKD.

:

M.Kulkarni

DOC.NO.

:

M 31

APPD.

:

MH

SHEET

:

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19

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9. Post Chlorination (1 duty/1 standby) Dosage Chemical concentration Solution concentration Product flow Density

= = = = =

1.0-1.5 ppm 65% Ca (OCl)2 10% 1000 m3/day 1.1 kg/hr

Daily consumption

=

______________

Daily Dosage

=

_______________

1.0 x 500 = 1.15 kg/d 0.65 x 1000

of 65% Ca (OCl)2

1.15 = 10.48 LPD = 0.43 LPH

1.1 x 0.1 Selected pump capacity Selected Tank capacity Tank capacity

= 1.87 LPH (2 duty/2 standby) = 100 Litters = 4.5 days

10. RO Cartridge Filter 2 duty filter for RO stream (500 m3/d) and one spare, total of 3 pcs. Quantity = 1 (duty/per stream) Service flow rate = 70 m3/hr each stream = 70 m3/hr per each filter 18.35 x Feed Flow Rate (M3/day) Nc = No. of Cartridges =

_________________________________________

qC (GPM) x 100 From “Vessel Filtri per Fluidi” Manual, “ Enclosures”: qC (Flow per cartridge) = 5 GPM for 10” long cartridge 18.35 x 70 x 24 Nc =

______________________

= 61

50 x 100 Selected cartridge filter with 66 cartridge 10 inches long each is adequate.

A:\242348522.doc

ENGG. - 00

:

SUBJECT BY

DESIGN CALCULATION

:

DESIGN CALCULATION A. Farouk

PROJECT NAME

: :

600004 MARSA ALAM SWRO

CHKD.

:

M.Kulkarni

DOC.NO.

:

M 31

APPD.

:

MH

SHEET

:

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DATE:

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11. H.P.Pumps Quantity = 2 (duty) Service flow rate = 70 m3/hr From RO Projection at 25°C Brine pressure = 68 Bar Total differential pressure = 2 Bar Feed pressure = 68 + 2 = 70 Bar By using Pelton Wheel and from manufacturer’s data: Selected HPP @ 70 m3/hr @ 70 bar 12. Flushing Pumps Quantity From Manufacturer’s Data:Water required for flushing Required Head No. of vessel Water required for flushing

= 2 (1 duty / 1 standby) = = = =

8 m3/hr for each vessel as per Membrane Manufacturer 40 m 7 + 1 spare 8 x 8 = 64 m3/hr

Selected flushing pumps @ 64 m3/hr @ 40 m TDH is adequate 13. Cleaning Pump Quantity = 1 (1 duty) From Manufacturer’s Data Water required for cleaning = 5.5 m3/hr for each vessel Cleaning for 8 vessel together Water required for cleaning = 8 x 5.5 = 44 m3/hr Selected cleaning pump @ 44 m3/hr @ 40 m TDH is adequate. 14. Cleaning System Cartridge Filter Water flow rate qC

= 44 m3/hr = 16 - 25 GPM for 40 inches long cartridges

No. of cartridge

18.35 x 44 x 24 = __________________ = 38 100 x 5

Selected cartridge filter with 40 cartridge 10 inches long each or equivalent is adequate.

A:\242348522.doc

ENGG. - 00

:

SUBJECT BY

DESIGN CALCULATION

:

DESIGN CALCULATION A. Farouk

PROJECT NAME

: :

600004 MARSA ALAM SWRO

CHKD.

:

M.Kulkarni

DOC.NO.

:

M 31

APPD.

:

MH

SHEET

:

18

DATE:

14-02-01

OF

19

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A

15. Cleaning Tank size Required No. of vessels to be cleaned = 8 Vessel Volume of each vessel = 200 liters empty Min. required tank volume = 200 x 8 = 1600 liters The first 20% of water to be drained. 1600  Tank capacity =

______

= 2000 liters = 2000 m3

0.8 Select cleaning tank volume 2 m3 5 Check for tank retention with respect to pump

=

___

x 60 = 6.82 minutes

44 Therefore, tank capacity is adequate of one common tank for both plants of 5 m3 per day. 16. Water Tanks Capacities 16. A) Raw Water Tank Daily flow rate

= = Retention time = Tank capacities required = Tank capacity =

10560 m3 440 m3/hr 1.5 hours 440 x 1.5 = 660 m3 740 m3

16. B) Backwash Tank Maximum Daily water required for Backwash

= (231 (SHT3) + 138.5(SHT12) = 369.5m3

Minimum Daily water required for Backwash

=

10 x 230 x 9 _______________ = 345 m3 60

Tank capacity = 400 m3 16. C) Brine water Tank Reject water = 294 m3/hr Backwash water = 185 m3/hr Tank capacity = 150 m3, as per project specification ** Retention time ~ 18 minutes

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SUBJECT BY

DESIGN CALCULATION

: :

DESIGN CALCULATION A. Farouk

PROJECT NAME

: :

600004 MARSA ALAM SWRO

CHKD.

:

M.Kulkarni

DOC.NO.

:

M 31

APPD.

:

MH

SHEET

:

19

DATE:

14-02-01

OF

19

REV

A

16. D) Product Water Tank Daily Product water Tank capacity

= 3000 m3/hr

= 6000 m3 as per project specifications

16. E) Flushing Tank a. Flushing water volume for 500 m3/day RO train considering 5 minutes operation time, and pump capacity of 64 m3/hr = 64 x 5 = 5.33 m3 60 b. Flushing water volume for 1000 m3/day RO train considering 5 minutes operation time, and pump capacity of 128 m3/hr = 128 x 5 = 10.66 m3 60 c. Water required for product pumps operation with 30 minutes surge volume = 60 m3 d. Total required effective volume (5.33 x 2) + (10.66 x 2) + 60 = 91.98 m3 Therefore tank capacity of 150 m3 is adequate. 16. F) Acid Storage Tank Capacity = 1 month Daily acid consumption

= for 2 x 500 m3/d = 238 kg/day For 2 x 1000 m3/d= 119.04 kg/day Daily total acid consumption = 357 kg/day Daily total acid consumption = 194 liter/day Required capacity =194 x 30=5280 Liters=5.82 m3 Required Acid Tank capacity = 6 m3 Day tank capacity for the 2 x 1000 m3/d is 200 liters and the2 x 500 m3/d is 100 liters Total capacity is 300 liters Assume 15 minutes filling time Acid Transfer pump capacity =300 /0.25=1.2m3/hr Acid Transfer pump capacity is 1.2m3/hr @ 5 meter head (1 duty/1 standby) Assume 30 minutes filling time for the main Acid bulk tank 6000 liters Acid Filling pump capacity = 6000/0.50=12 m3/hr Acid Filling pump capacity is 12m3/hr @ 15 meter head (1 duty/1 standby)

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