1. Designed Wastewater Flow Rate :
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1 1. Designed Wastewater Flow Rate : Wastewater flow rate (average) =708 persons 0.15 m 3 /day= m 3 /day Wastewater flow rate (Maximum)=106.2 m 3 /day 1.2 = m 3 /day Wastewater treatment plant designed flow rate : 150 m 3 /day 2. WWTP Wastewater Characteristics: A. Influent wastewater characteristics BOD: 200 mg/l COD: 400 mg/l SS : 200 mg/l Coliform : CFU/100ml B. Target effluent characteristics BOD< 30 mg/l COD< 100 mg/l SS < 30 mg/l Coliform < CFU/100ml 3. Functional Calculation in each Process Treatments 1. Collecting /pumping tank Flow rate : Q=150 CMD HRT time=3.0hr,the total volume needed: V=150 m 3 /day 3 24=18.75 m 3 B. plant calculation: a. tank dimensions: (1) L200 W520 H350/ D200 cm effective tank vloume:20.8 m 3 >18.75 m OK! HRT timing: =3.3(hr) b. sewage pump QTY=2.0 units Design with 0.45m 3 /min 8mH 2HP 2units(alternating operation)
2 2. Equalization tank Flow rate Q=150 m 3 /d V (Q/T)-(K Q/24) T design with k=1.0, T=12 Hrs. V (Q/T)-(K Q/24) T V (150/12)-( /24) 12 V 75 m B. plant calculation: 3 a. tank dimensions:: (1) L500 W520 H350/ D320 cm Effective tank voluem:83.2m3>75 m3----ok! c. actual Detention Time DT= =13.3(hr) d. Equalization tank pump calculation water pump flow rate required=150m 3 /d 1440min/d=0.10 m 3 /min designed with 0.15m 3 /min 6.0mH 0.5Hp 2 units(alternating operation) e. mixing facility calculation designed with mixing flow =0.02m 3 /m 3 /min(according to government building design code) air flow required for mixing =0.02m 3 /m 3 /min 83.2 m 3 =1.67m 3 /min design with air blower flow rate :2.2Nm 3 /min(p=4000mmaq,re-circulated and cooling vertical type roots blower,50mm,3hp) > 1.67 m 3 /min...ok! There will be 16 units of 8 cm coarse bubble diffuser(6 units install in sludge storage tank, 2 units in sludge return tank), which gives air flow rate per diffuser around 0.09m 3 /min. 3. Aerobic Tank ( Submerged attached Growth Process) filled with Matala contact media:(estimate BOD removal efficiency : 85%) Flow rate=150m 3 /d BOD load=150 (200-30) =23.0 kg/d 1
3 Designed BOD volumetric loading rate=0.3 kgbod/ m 3. d (serina s note : designer use fare conservative data, as from our research data, we do suggest 0.5 kgbod/ m 3. d at V media /V tank ratio=47%, and 1.0 kgbod/ m 3. d at V media /V tank ratio=60%,) Tank volume required:23.0 /0.3 =76.7 m 3 B. Plant calculation: a. tanks dimensions: (1)L250 W520 H350/ D315 cm 3 (2)L250 W520 H350/ D315 cm 3 Matala (SM150) Contact media total surface calculation: Matala total surface are: 150m 2 /m 3 x 30 m 3 = 4500 m 2 Matala surface loading rate : 23.0 kgbod/day 4500m =5.1g BOD/m 2 -d (OK) b. Actual Volume: Tank effective volume:81.9 m 3 > 76.7 m 3 OK Design with Matala contact media filling rate:v media /V tank =55% Matala contact media total volume =(L150 W520 H350) =30 m 3 Total volume of Matala contact Media:30 m 3 c. Actual Detention Time DT= =13.1(hr) d. Actual BOD load L= =0.28 kg/ m 3. d e. Air flow calculation aeration air flow:1.5 m 3 AIR/ m 3 -V-HR(according regulation) total air flow required: / 60 =2.05 m 3 /min f. Air Blower flow rate calculation: design with 2.2Nm 3 /min(p=4000mmaq,re-circulated and cooling vertical type roots blower, 50MM,3HP)>2.05 m 3 /min..ok! 26 units of fine bubble disc diffusers, air flow rate per diffuser is around 0.08m 3 /min. g. Back Wash : Air back wash. 26 coarse bubble disc diffuser with 3HP Re-circulated and cooling vertical type roots blower. (air flow rate per diffuser is around 0.08 m 3 /min. 2
4 4. Final sedimentation tank A. Design Parameter: Flow rate:150m 3 /d Detention time: >3.0 hrs Surface loading rates:<25m 3 /m 2.d Weir Loading Rates: <50 m 3 /m/d B. Plant calculation: a. tank dimensions: (1)L300 W300 H350/ D310 b. Actual volume V= =22.3m 3 c. Actual Detention time DT= =3.5(hr) > 3hrs OK! d. Actual surface loading rate designed surface area=9.0 m 2 actual surface load rate = =16.7m 3 / m 2. d< 25 m 3 / m 2. d e. Actual Weir Loading Rate: Designed Weir Length=4.0 m Actual Weir Loading Rate= =37.5 m 3 / m.d< 50 m 3 / m. d f. pump in final sedimentation tank QTY=2.0 units(time pre-set operation) Sludge estimate quantity =1.5m 3 /day Sludge discharge time =30 mins Sludge pump capacity calculation=1.5m 3 /d 30 min =0.05m 3 /min Pump head required =6.0m (calculated head loose : 20% from the tank depth which caused by horizontal, elbow, check valves, piping etc.. Designed with water pump of 0.15 m 3 /min 6.0mH 0.5 Hp 2 units(interchange operation by pre-set timing) 5. Disinfection Effluent tank A. Design Parameter: Flow rate=150m 3 /d HRT= 2.0 hrs 3
5 Tank Volume required =150m 3 /d =12.5m 3 B. Plant Calculation: a. Tank Dimensions: (1)L200 W300 H350/ D250 b. Effective Volume V=15 m 3 >12.5 m 3 c. Actual Detention Time DT= =2.4(hr) > 2.0 hr OK! d. Effluent tank water pump calculation(designed with 8hrs operation) Water pump flow rate required=150m 3 /d 480min/d=0.31 m 3 /min Head required=8m(maximum height from bottom of the tank to the effluent oulet) Designed with 0.4m 3 /min 14mH 3Hp 2 units(inter exchange operation) 6. Sludge Storage Tank: A. Design parameter: Designed with sludge quantity=1.5m 3 /d Estimate sludge quantity reduce to 1/2 after storage and thickening,sludge storage and digest reduce the sludge quantity to 50% Storage duration > 60 days Volume required=1.5 1/ =22.5 m 3 B. Plant design: a. Tank dimensions: (1)L520 W200 H350/ D325 b. Actual volume V=33.8 m 3 c. Actual Detention time DT= =90 day 4
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