1. CUMHURİYET WTP Process Calculations Dr. A. Saatci

2. Cumhuriyet WTP- Coagulation Coagulation 2.4.1Calculation Number of coagulation tanks2 The inlet flow rate in each tank is the sum of the design flow rate, the back wash water (about 2.2 %) and the supernatant from thickeners (6370 m3/d = 0,88 % about of Qinlet). Flow rate for each coagulation tank (design): (720.300 m3/d x 1,03) / (n.2 x 24 h/d) = 15.456 m3/h4,29 m3/s Retention time (design)50 s Water volume = 4,29 m3/s x 50 s214 m3 Water height5 m Dimensions4,6 * 9,2 m Number of propeller mixers in each compartment2 Fixed velocity gradient G450 s-1 Required power: P = m G2 (W/m3)

3. m 20°C = 1,04 x 10-3 P = 1,04 x 10 -3 x 4502210 W/m3 Delivered power: 210 W/ m3 x 214 m3 = 44.940 W45 kW Power of each high speed propeller mixer22,5 kW Installed power of each mixer30 kW

4. Coagulant CoagulantFeCl3 Dosing rate (design)35 mg/l Delivery consistence40% Density1,42 g/cm3 Pumpability down to-20 °C Ferric content13,8 % Solution density FeCl30,57 Kg FeCl3 / l 35 mg FeCl3/l x 720.300 m3/d / 1000 =25.210 Kg/d Flow rate = 25.210 / (0,57 x 1.000)44 m3/d Metering pumps2 + 1 stand-by Design capacity of each pump920 l/h Pump range capacity130 - 1.300 l/h

5. Flocculation 2.5.1Calculation Total number of flocculation tanks8 Pipe diameter connecting coagulation and flocculation1.200 mm Design flow rate for each flocculation tank: (720.300 m3/d x 1,03) / (n.8 x 24 h/d) =3.864 m3/h1,073 m3/s A (pipe area) = 3,14 x D2 /4 = 3,14 x 1,22/41,13 m2 V = 1,073 / 1,130,95 m/s Number of flocculation tanks for each treatment stream4 Number of flocculation stages for each tank2 Units in operation3 Unit in maintenance1 Flow rate for each flocculation tank: ((3.864 m3/h) / (3)) x 4 = 5.152 m3/h85,86 m3/min Retention time (design)22 min Water volume (design)1.890 m3 Length of each tank23 m Width of each tank 12,6 m Water height of each tank6,5 m Water volume of each tank = 23 * 12,6 * 6,5 m1884 m3 Retention time (with 3 units in operation)21,9 min Retention time (with 4 units in operation)29,3min

6. Mixers calculation: First stage Fixed velocity gradient: Minimum60 s-1 Maximum100 s-1 Required power: P = m G2 (W/m3) m 20°C = 1,04 x 10-3 Pmin = 1,04 x 10 -3 x 602 = 3,7 W/m3 Pmax = 1,04 x 10 -3 x 1002 = 10,04 W/m3 Specific energy input: Minimum3,7 W/m3 Maximum10 W/m3 Power input: Minimum = 3,7 W/m3 x 1.884 m3 / 2 = 3.485 W3,48 kW Maximum = 10 W/m3 x 1.884 m3 / 2 = 9.420 W9,42 kW Number of mixers1 Required power: Minimum3,5 kW Maximum9,5 kW Rotation speed: Minimum4 rpm Maximum16 rpm

7. Fixed velocity gradient: Minimum40 s-1 Maximum50 s-1 Required power: P =  G2 (W/m3)  C  1,04 x 10-3 Pmin = 1,04 x 10 -3 x 4021,6 W/m3 Pmax = 1,04 x 10 -3 x 5022,6 W/m3 Specific energy input: Minimum1,6 W/m3 Maximum2,6 W/m3 Power input: Minimum = 1,6 W/m3 x 1.884 m3 / 2 = 1.500 W1,5 kW Maximum = 2,6 W/m3 x 1.884 m3 / 2 = 2.450 W2,45 kW Number of mixers1 Required power: Minimum1,5 kW Maximum2,5 kW Rotation speed: Minimum4 rpm Maximum12 rpm

8. Polyelectrolyte Dosing rate (design)0,2 mg/l (0,2 mg /l x 720.300 m3/d) / 1000144 Kg/d Solution0,2 % Flow rate = 144 / (0,002 x 1.000) = 72 m3/d3.000 l/h Metering pumps8 + 3 Capacity of each pump400 l/h Pump range capacity50 - 500 l/h Number of poly preparation units2 Capacity of each unit3.000 l/h Material of preparation unitAISI 304

9. Clarification 2.6.1Calculation Total number of units8 Number of units for each treatment stream4 Number of units in operation (each stream)3 Flocculator or clarifier in maintenance (each stream)1 Design flow rate for each clarification unit: ((3.864 m3/h) / (3)) x 4 = 5.152 m3/h85,86 m3/min Surface load (design)10 m3/m2.h Surface (design) = 5.152 / 10515 m2 Sedimentation area: Length23 m Width23 m Surface529 m2 Surface load = 5.152 / 5299,74 m3/m2.h Water height5,9 m Water volume = 529 m2 x 5,9 m3.121 m3 Retention time = Volume/Flow rate36,35 min

10. Lamella packing - Module size: Height1,2 m Inclination55° Projected sedimentation area13 m2/ m2 Packing volume = 529 m2 x 1,2 m635 m3 Total projected sedimentation area8.252 m2 Load rate (Hazen) = 5.152 m3/h / 8.252 m20,624 m3/m2.h Normal operation: Number of units in operation8 Flow rate for each clarification unit3.864 m3/h Retention time = Volume/Flow rate = 3.121 / 3.86448,5 min Surface load = 3.864 / 5297,3 m3/m2.h Load rate (Hazen) = 3.864 m3/h / 8.252 m20,47 m3/m2.h Number of collecting troughs of each clarification unit8 Total overflow length of each clarification unit: n.8 x 23 m x n.2368 m

11. Calculation of sludge production The following calculation has been made considering the maximum flow rate and the average SS concentration in the raw water resulting by analysis. Flow rate720.300 m3/d Concentration of SS in raw water110 mg/l Total sludge production P = P1 + P2 where: P1 = daily production of sludge from clarifiers by precipitation of the sedimentary fraction of suspended solids (kg SS/d). P2 = daily production of sludge by precipitation of ferric hydroxide Fe(OH)3 Fixed removal efficiency in clarifiers98 % P1 = (110 x 720.300 x 0,98)77.648 kg SS/d P2 = Pt x C where: C = coefficient assumed equal to 1,1 Pt = theoretical production of Fe(OH)3 Pt = 107 Ct / 162 Ct = theoretical daily consumption of FeCl3 Ct = (35 x 720.300) / 1.000 =25.210 kgFeCl3/d Pt = (107 / 162) x 25.210 = 16.651 kg Fe(OH)3/d P2 = 16.651 kg/d x 1,118.316 kg Fe(OH)3/d Total sludge production P = 77.648 + 18.31695.964 kg SS/d Design sludge production100.000 kg SS/d

12. Sludge pumping station Sludge quantity 100.000 kg SS/d Sludge concentration1,5 % Sludge flow rate6.670 m3/d Number of sludge pumps8+4 stand-by Flow capacity of each pump: 6.670 m3/d / (24 h x n.8) =35 m3/h Typemohno pump

13. Filtration 2.7.1Calculation Total number of filters32 Number of treatment streams2 Number of filters per stream16 Flow rate per stream: (720.300 m3/d / 24 h/d) x 1,022 / 215.336 m3/h Number of filters in operation14 Filters in backwash cycle2 Design flow rate for each filter: 15.336 m3/h / 141.095 m3/h Filtration rate (design)10,9 m/h Area of each filter cell : 1.095 / 10,9100 m2 Dimensions of each filter cell: length:14,6 m width:6,85 m Total filtration area: 14,6 m x 6,85 m x n.323.200 m2

14. Number of filters in operation:16 Flow rate for each filter: 15.336 m3/h / 16958,5 m3/h Filtration rate = 958,5 m3/h / 100 m29,58 m/h Height of filter sand1,4 m Height of filter gravel0,1 m Grain size of filter sand0,6-1,2 mm Grain size of filter gravel6,0-8,0 mm Total volume of sand = 1.600 x 1,42.240 m3 Total volume of gravel = 1.600 x 0,1160 m3

15. Underdrain system Number of nozzles per m250 Total number of nozzles = 3.200 m2 x 50160.000 MaterialPP Back wash water tank Number of back wash water tanks2 Back wash water flow rate: 1 STEP: 20 m3/h x m2 x 100 m22.000 m3/h 2 STEP: 40 m3/h x m2 x 100 m24.000 m3/h Back wash water volume: 1 STEP: (2.000 m3/h x 5 min) / 60 min/h167 m3 2 STEP: (4000 m3/h x 5 min) / 60 min/h333 m3 Water requirement for one back wash cycle: 167 + 333 500 m3 Total required water volume (500 m3 * n.4)2.000 m3 Unitary volume of upwash water tank1.000 m3 Length of tank19 m Width of tank12 m Height of water4,4 m

16. Back wash air blowers Back wash air flow rate: 60 m3/h x m2 x 100 m26.000 m3/h Number of air blowers (each treatment stream)2 + 1 stand by Capacity of each blower3.000 Nm3/h Head5 m Inlet pipe diameter350 mm A (pipe area) = 3,14 x D2 /4 = 3,14 x 0,352/40,096 m2 Flow velocity : Q/A = (6.000 m3/h) / 0,096 m2 x 3600 s17,4 m/s Back wash water pumps Number of back wash water pumps (each stream)2 + 1 stand by Typedouble suction dry pit pump Capacity of each back wash water pump2.000 m3/h Head10 m Back wash water pipe diameter700 mm A (pipe area) = 3,14 x D2 /4 = 3,14 x 0,72/40,385 m2 1 STEP Flow velocity : Q/A = (2.000 m3/h) / 0,385 m2 x 3600 s1,44 m/s 2 STEP Flow velocity : Q/A = (4.000 m3/h) / 0,385 m2 x 3600 s2,88 m/s

17. Wash water recovery tank Number of wash water recovery tanks2 Total water volume required: 500 m3 x n.4 back washing2.000 m3 Unitary volume1.000 m3 Length of each tank37 m Width of each tank10 m Height of water2,8 m Daily volume of wash water to return to flash mixing tanks: 500 m3 x n.32 filters 16.000 m3/d % of water to return to flash mixing tanks: 16.000 m3/d / 720.000 m3/d2,2 % Wash water recovery pumps Number of wash water recovery pumps2 + 2 stand by Capacity of each water recovery pump558 m3/h Head15 m Type:submersible pump

18. Filter gallery drainage pumps The drainage pit of the filter gallery will collect the water from the bottom drainage of the filters when the operators needs to put one of them in maintenance. The flow is conveyed into the wash water recovery tank. If a spillage will occur, this will be collected by 2 open channels along the filter walls and connected to the main drainage system. Each line will be equipped with: Maximum outlet flow from the filter bottom drainage130 m3/h (it decreases 2,5 m3/h each 0,1m) Number of drainage pumps1 + 1 stand by and duty assistance Capacity of each water recovery pump72 m3/h Head10 m Type:submersible pump Pit volume38 m3(1) 2

19. Post-chlorination Pipe diameter for each treatment line1800 mm Flow rate for each pipe: (720.000 m3/d / 2 / 84600)4,17 m3/s A (pipe area) = 3,14 x D2 /4 = 3,14 x 1,82/42,54 m2 V =4,17 / 2,541,64 m/s Maximum dosing rate (design)5 mg/l (5 mg Cl2/l x 720.000 m3/d) / 1.000 = 3600 kg Cl2/d150 kg Cl2/h Number of lines:2 Number of vacuum chlorinators4+1 stand by Vacuum chlorinators capacity40 Kg/h (The chlorinators are sized according to Addendum No.2, Clause 11 and verified and accepted by E.M.I.T.) (1)

20. Ph adjustment Pipe diameter for each treatment line1.800 mm AgentCa(OH)2 Delivery strength75 % Dosing rate (design)15 mg/l Solution (lime milk preparation)10 % w/v In line dilutionwith water Solution (dosing)5 % w/v Consumption: (15 mg Ca(OH)2/l x 720.000 m3/d)/1.000 = 10.800 kg Ca(OH)2/d 10.800 / 0,75 = 14.400 kg Ca(OH)2/d 600 kg Ca(OH)2/h 600 kg Ca(OH)2/h x 10 % w/v6.000 l/h Number of slurry preparation tanks2 Materialconcrete Unitary volume25 m3 Dimensions3 * 3 * 3 (h) m Useful height2,8 m Autonomy8 h

21. Chlorination contact tank 2.9.1Calculation Number of contact tanks2 Unitary volume (design)5.500 m3 Length 49,9 m (1) Width22 m Water height5,25 m Unitary water volume5.763 m3 (1) Flow rate: (720.000 m3/d / 24 h) = 30.000 m3/h500 m3/min Volume to be deducted (walls, columns, weirs)319 m3 Net volume 5.763 m3-319 m35.444 m3 Contact time: 5.444 * 2 m3/500 m3/min 21,7 min (1)

22. Treated water tank 2.10.1 Calculation Number of treated water tanks2 Flow rate (720.000 m3/d / 24 h)30.000 m3/h Total water volume required33.000 m3 Unitary volume required16.500 m3 Dimensions of each tank: Length 68,9 m Width 49,9 m (1) Water height5 m Water volume of each tank 17.190 m3 Volume to be deducted (walls, columns, weirs)651 m3 Net volume 17.190 m3-651 m316.539 m3 (1)

24. A) Chlorine No. of vacuum chlorinators:6+2 stand by Vacuum chlorinators total capacity:240 Kg/h Evaporator maximum capacity:200 Kg/h No. of evaporators:2+1 stand by (1) Total number of chlorine drums46 Capacity of each drum1.000 Kg Chlorine drums in operation23 Chlorine drums stand-by23 B) Ferric chloride Dosing rate (as 100 % FeCl3)35 mg/l STAGE I: Daily consumption: (720.000 m3/d x 35 mg/l) / 1.00025.200 kg/d 25.200 kg/d / 0,57 kgFeCl3/l44.200 l/d Stocking capacity: (44.200 l/d x 15 d) / 1.000663 m3 Number of ferric chloride tanks4 Unitary volume166 m3 Length of each tank14 m Width of each tank3 m Useful height4 m STAGE I and II: Stocking capacity: (1.520.000 x 35 x 15) / (1.000 x 0,57 x 1.000)1.4 00m3 Number of ferric chloride tanks: 1.400 m3 / 166 m38 Provided: Number of ferric chloride tanks8 Dimensions of each ferric chloride tank14 * 3 m Useful height of each ferric chloride tank4 m Tanks materialcorrosion protected reinforced concrete

25. ) Polyelectrolyte Storage conditiondry For flocculation Dosing rate0,2 mg/l STAGE I: Daily consumption: (720.000 m3/d x 0,2 mg/l) / 1.000144 kg/d Stocking capacity: 144 kg/d x 180 d = 25.920 kg25,9 t Specific gravity weight 0,6 kg/dm3600 kg/m3 Volume 25.920 kg / 600 kg/m343,2 m3 Space: 43,2 m3 / 2 m21,6 m2 Fixed storage area44 m2 STAGE I and II: Daily consumption: (1.520.000 m3/d x 0,2 mg/l) / 1.000304 kg/d Stocking capacity: 304 kg/d x 180 d = 54.720 kg54,7 t Specific gravity weight 0,6 kg/dm3600 kg/m3 Volume 54.720 kg / 600 kg/m391,2 m3 Space:91,2 m3 / 2 m45,6 m2 Fixed storage area88 m2

26. D) Lime - 75% Ca(OH)2 Storage conditiondry For pH adjustment Dosing rate15 mg/l STAGE I: Daily consumption: (720.000 m3/d x 15 mg/l) / 1.00010.800 kg/d Stocking capacity: 10.800 kg/d x 30 d = 324.000 kg324 t Specific gravity weight 0,5 kg/dm3500 kg/m3 Volume 324.000 kg / 500 kg/m3648 m3 Space: 648 m3/ 2 m324 m2 STAGE I and II: Daily capacity: (1.520.000 m3/d x 15 mg/l) / 1.00022.800 kg/d Stocking capacity: 22.800 kg/d x 30 d =684.000 kg684 t Volume: 684.000 kg / 500 kg/ m31.368 m3 Space: 1.368 m3 / 2 m684 m2

27. ) Potassium permanganate (Provisional for future use) Storage conditiondry Dosing rate2 mg/l STAGE I: Daily consumption: (720.000 m3/d x 2 mg/l) / 1.0001.440 kg/d Stocking capacity: 1.440 kg/d x 60 d = 86.400 kg86,4 t Specific gravity weight 0,6 kg/dm3600 kg/m3 Volume 86.400 kg / 600 kg/m3144 m3 Space: 144 m3/ 2 m72 m2 Fixed storage area86 m2 STAGE I and II: Daily consumption: (1.520.000 m3/d x 2 mg/l) / 1.0003.040 kg/d Stocking capacity: 3.040 kg/d x 60 d =182.400 kg182,4 t Volume: 182.400 kg / 600 kg/ m3304 m3 Space: 304 m3 / 2 m152 m2 Solution preparation tanks (Stage I): Daily consumption1.440 kg/d Solution concentration4 % Solution consumption36.000 l/d Number of tanks2 Unitary volume12 m3 Dimensions2 * 2 * 3,5 (h) m Materialconcrete epoxy lined Autonomy8 h Dosing pumps: Number of pumps2 + 1 stand-by Flow rate750 l/h Typediaphragm F

28. ) Powdered activated carbon (Provisional for future use) Storage conditiondry Dosing rate20 mg/l STAGE I: Daily consumption: (720.000 m3/d x 20 mg/l) / 1.00014.400 kg/d Stocking capacity: 14.400 kg/d x 30 d = 432.000 kg432 t Specific gravity weight 0,6 kg/dm3600 kg/m3 Volume: 432.000 kg / 600 kg/m3720 m3 Space: 720 m3/ 2 m360 m2 Fixed storage area650 m2 STAGE I and II: Daily consumption: (1.520.000 m3/d x 20 mg/l) / 1.00030.400 kg/d Stocking capacity: 30.400 kg/d x 30 d =912.000 kg912 t Volume: 912.000 kg / 600 kg/ m31.520 m3 Space: 1.520 m3 / 2 m760 m2 Solution preparation tanks (Stage I): Daily consumption14.400 kg/d Solution concentration10 % w/v Solution consumption144.000 l/d Number of tanks3 Unitary volume16 m3 Dimensions2,5 * 2,5 * 3 (h) m Materialconcrete Autonomy8 h Dosing pumps: Number of pumps2 + 1 stand-by Flow rate3.000 l/h Typediaphragm

29. 3SLUDGE TREATMENT LINE 3.1Thickening 3.1.1Calculation Inlet parameters: Sludge production100.000 kg SS/d Dry solid content1,5 % Specific gravity weight1.000 kg/m3 Sludge flow rate: (100.000 kg SS/d) / (0,015 x 1.000)6.670 m3/d Number of thickeners2 Solid load (design)125 kg SS/m2.d Total surface800 m2 Unitary surface400 m2 Water height4 m Diameter22,5 m Unitary volume: 400 m2 x 4 m1.600 m3 Total volume:3.200 m3 Outlet parameters: Dry solid content3,5 % Specific gravity weight1.010 kg/m3 Sludge flow rate: (100.000 kg SS/d) / (0,035 x 1.010)2.830 m3/d Supernatant flow rate: 6.670 m3/d - 2.830 m3/d3.840 m3/d Supernatant flow rate (filter press)2.530 m3/d Retention time: 3.200 m3/(6.670 m3/d + 2.530 m3/d) = 0,35 d8,3 h

30. Supernatant transfer pumps, thickened sludge pumps and supernatant recycle pumps 3.2.1Calculation Supernatant transfer pumps Total supernatant flow rate: 3.840 m3/d + 2.530 m3/d6.370 m3/d Number of pumps2 + 1 stand-by Flow: 6.370 m3/d / 24 h265 m3/h Capacity of each pump:135 m3/h Head15 m Typesubmersible pump Thickened sludge pump Sludge flow rate2.830 m3/d Total flow118 m3/h Flow per pump60 m3/h Number of pump2 + 1 stand-by Typemohno pump Filtrates recycle pumps Filtrates flow rate: (2.530 m3/d) / (24 h)105 m3/h Capacity of each pump:130 m3/h (1) Head10 m Number of pumps1 + 1 stand-by Typesubmersible pump

31. Conditioning tank 3.3.1Calculation Sludge flow rate: 2.830 m3/d / 60 min x 24 h1,96 m3/min Contact time15 min Volume required30 m3 Number of conditioning tanks1 Total volume50 m3 Height3,5 m Dimensions3,8 * 3,8 m Materialconcrete Number of mixers1 + 1 stand-by (not installed) Installed power7,5 kW

32. 3.4Filter presses 3.4.1Calculation Outlet parameters: SS quantity 100.000 kg SS/d SS production due to lime addition24.000 kg SS/d Sludge production 124.000 kg SS/d Design dry solid content35 % Specific gravity weight1.200 Kg/m3 Sludge flow rate: (124.000 kg SS/d) / (0,35 x 1.200)300 m3/d Number of filter presses3 Size1,5 x 2,0 m Number of cycles per unit8 Duration of each cycle3 h Number of running hour: 8 cycles x 3h24 h Sludge flow rate for each cycle: 300 m3/d / 8 cycles/ 3 units12.500 Cake thickness35 mm Chamber volume78,85 Number of plates158 Supernatant flow rate: 2.830 m3/d - 300 m3/d2.530 m3/d