Design Calculations 582d42

Design Calculations PE Qdwf (m3/d) p Peak flow coefficient Qpeak (m3/d) BODin (kg/d) Ssin (kg/d) TKN

15,000 3375 15 3.4892 11776 843.75 1012.5 50

(PE X 0.225) PE/1000 4.7 x p^(-0.11) Qdwf x pfc (Qdwf x 1000 x 250 mg/L)/1,000,000 kg (Qdwf x 1000 x 300 mg/L)/1,000,000kg

AERATION TANK PE DWF (m3/d) Pflow (m3/d)

15000 3375 11776

0.039 0.14

6.1 Design Criteria Influent Biochemical Oxygen Demand (BOD5)

250

Suspended Solids (SS)

300

Chemical Oxygen Demand (COD) Total Nitrogen (TN) Ammoniacal Nitrogen (AMN)

500 50 30

Total Phosphorus (TP) Effluent BOD5

10 Absolute

Design 20 50 120 10 20

SS COD AMN TN TP

N/A

Operating Temperature Operating Ph

10 20 60 5 10 N/A 26 7.2

6.2 Process Volume & HRT Minimum Hydraulic Retention Time = 18-24 hours Length Width

28 11

Water Depth No. tank Volume provided, V

4.5 2 2772

HRT

19.712

6.3 MLSS Assume MLSS MLVSS, Xv Solids in aeration tank

Rule of thumb (75%) V x MLSS

6.4 (F/M) ratio F/M

BOD load/solids in aeration tank

6.5 Nitrification/Denitrification Requirement 1) Sludge age Ѳc 2.13*EXP(0.098*(T-15)) Safety factor Sludge Age

3500 2625 9702

0.0869666

6.26 4.05 25.4

2) Mean Hydraulic Retention Time for Oxidation Ѳa ѲcA(So-Se)/Xv(1+bXdQc) 6.6 Anoxic/Aerobic Volume Reactor Size Total Aeration Tank Volume Provided Anoxic Volume Anoxic Volume Required Tank Sizing (Dimension) No. of basin Length Width Water Depth Total Anoxic Volume Provided

2189

225

2 9.5 2.7 4.5 230.9

m3/s m3/s

mg/L mg/L mg/L mg/L mg/L mg/L

mg/L mg/L mg/L mg/L mg/L mg/L Oc

140.625 m3/h

mg/l mg/l

3.5 kg

d d d

m3

m3

(>20, as per MSIG)

Design Calculations PE Qdwf (m3/d) p Peak flow coefficient Qpeak (m3/d) BODin (kg/d) Ssin (kg/d) TKN Nox

10,000 (PE X 0.225) PE/1000 4.7 x p^(-0.11) Qdwf x pfc (Qdwf x 1000 x 250 mg/L)/1,000,000 kg (Qdwf x 1000 x 300 mg/L)/1,000,000kg

2250 (m3/d) 10 3.4892 7851 562.5 675 50 40

80% of TKN

Wastewater characteristics Constituent BOD5 SBOD TSS VSS COD Scod VFA as SCOD TKN TKN with filtrate returned (+15%) NH4-N TP PO4-P SVI Xs X BCOD/BOD ratio Operating Temperature

Concentration (mg/L) 250 80 300 273 500 150 30 50 58 30 10 4

6666 MLSS Concentration i 3500 MLSS Concentration i 1.6 26 C

Required Effluent BOD5 SS COD AMN TN TP O&G Step 1 Develop wastewater characteristics for process design BCOD 1.6(BOD) BPCOD 1.6(BOD-SBOD)

10 20 60 0.5 10 N/A 2

400 mg/L 272 mg/L

PCOD BPCOD/PCOD nbVSS Itss

COD-SCOD (1-(BPCOD/PCOD))*BOD TSS(initial)-VSS(initial)

Step 2 Determine SBR operating cycle Number of tanks Total Cycle Time Tc=Tf+Ta+Ts+Td+Ti Total Fill Tf=Ta+Ts+Td+Ti React/Aerate Ta Settle Ts Decant Td Idle time Ti No. of cycles/tank.d Total no. of cycles x 2 tanks Vf Qdwf/Total no. of cycles

350 0.78 55.71 27 mg/L Assumption 2 tanks 6h 3h 2h 0.5 h 0.5 h 0h 4 8 cycles/d 281.25 m3/fill

Step 3 Determine fill fraction per cycle (VF/VT) allowed and compare to selected design value 0.3 Mass balance based on solids in reactor Mass of solids at full volume = Mass of settled solids VtX=VsXs Determine settled fraction X/Xs Vs/Vt 20% x X/Xs

0.525 0.630

Determine fill fraction Vf/Vt

0.370

Vf (Fill fraction) Vf/Vt=1.0-Vs/Vt

Step 4 Determine Overall Hydraulic Retention Time (ţ) Assume Full liquid depth Decant depth Vt Overall (ţ)

0.3xFLD (Vf/tank)/Decant design (No.of tank x Vt x 24 hrs)/Qdwf

Step 5 Determine Sludge Retention Time (SRT) P(SRT) V x Xmlss Develop input data to solve the above relationship for SRT Assume Sο = Sο - S Sο So = BCOD Q Qdwf/no.of tanks NO (nitrogen oxide) 0.80 x TKN

6m 1.8 m 937.5 m3/tank 20 h

3281250 g

400 mg/L 1125 m3/tank.d 40

Referring to Kinetic coefficients Y k at 12C Yn k,dn at 12C fd Long formula (Page 728) *(1) Assume SRT P(SRT) estimate

Step 6 Determine MLVSS Long formula (Pg 728) (Px,VSS) SRT Vt(XmLVSS) XmLVSS

450 18 d 126086

concentration Vt(XmLVSS) (*1 + *2+*3+*4) Vt(XmLVSS)/Vt

Determine fraction of MLVSS/MLSS XMLVSS/XMLSS Step 7 Determine amount of NH4-N oxidized (NOx) Nitrogen balance NOx = TKN0 - Ne- 0.12 Px,bio/Q Px,bio Items A + B + C (See formula in pg 729) NOx

0.4 g VSS/g Bcod 0.151838 g/g.d 0.12 g VSS/g Nox 0.101226 g/g.d 0.15 g/g

NOx = TKN0 - Ne- 0.12 Px,bio/Q

1128214 (m3.g/m3) 1203.429 g/m3

0.343837

99849.01 g/d 99.84901 kg/d 38.84944 g/m3

Step 8 Check degree of nitrification to determine NH4-N will be removed to level of 5 g/m3 in 2 hr aer a) Determine amount of oxidizable N available Vf(NOx) 10926.4 g/fill Vs(Ne) Ne(V-Vf) 328.125 g Total oxidizable N 24328.13 g No Total oxidizable N/Vt 25.95 g/m3 b) Determine reaction time i. Determine nitrifier concentration Xn See formula pg 730 µm, 12C Kn, 12C

35.68236 g/m3 0.436507 g/g.d 0.489559

ii. Determine time for reaction t See formula pg 730

c) Determine aeration time Total aeration time

0.263715 days 6.329153 hour

2 hours of aeration and 3 hours

9. Determine decant pumping rate Pumping rate Vf/Decant time

9.375 m3/min

10. Process Oxygen Demand a) Aeration Equipment Selection Ro(oxygen required/tank)

(See formula pg 731)

497459.7 g/d 497.4597 kg/d

Total aeration time

t * number of cycles/day

25.31661 h/day

Avg oxygen transfer rate Oxygen supply per day/total aeration time 19.64954 kg/h To convert Oxygen transfer capacity at standard condition to operating condition N Actual oxygen transferred 1620 kgO2/day No Oxygen transfer at std condition β 0.9 Cs C1 α N S.O.R

Oxygen saturation concentration at ToC of 27 DO level maintained in tank Ratio oxygen transfer to clear water N/C158

b) Aeration Requirement Efficiency diffs O2 in air No. of basin Standard air flowrate required

23% 0.277 kgO2/m3 1 S.O.R/(O2 in air * Efficieny*No.of basin)

According to Air Blower selection, max capacity No.of blowers required

11) Selection of diffs

8 2 g/m3 0.7 0.450465 No 3596.284 kgO2/day 149.8452 kgO2/hour

2351.988 m3/hr 39.1998 m3/min

24.9 m3/min Std air flowrate/Max capacity

1.574289 nos 2 nos

@ meters submergence Air flowrate per diff Max flowrate per diff Percentage of selected design flow over max flow Area of diff

3.8 m 6 m3/h/diff 0.1 m3/min/diff 0.43 m3/min/diff 23.26% 37.4 m2

11. Determine sludge production Px,tss V*MLSS/SRT BCOD removed qdwf*BCOD BOD removed TSS/BOD Px,tss/BOD removed VSS/BOD TSS/BOD * VSS/TSS TSS/BCOD

364.5833 kg/d 900 kg/d 562.5 kg/d 0.648148 g TSS/g BOD 0.589815 g VSS/g BOD 0.405093 g TSS/g BCOD

12. Determine F/M * BOD volumetric loading F/M BOD*Q/Xmlvss*Vt BOD loading(Lorg) qdwf*BOD/no.tanks*Vt*1000

0.249288 g/g.d 0.3 kg/m3.d

13. Design Summary Design Parameters Average flow Average BOD load Average TKN load No. of tanks Fill time React time Total aeration time Settle time Decant time Cycle time Total SRT Tank volume Fill volume/cycle

Unit m3/d kg/d kg/d Number hr hr hr hr hr hr d m3 m3

Fill volume/tank volume Ratio Decant depth m Tank depth m

Value 2250 562.5 2 3 2 6.329153 0.5 0.5 6 18 937.5 281.25 0.370 1.8 6

MLSS MLVSS F/M Volumetric BOD load Decant pumping rate Sludge production Observed yield

g/m3 g/m3 g/g.d kg/m3.d m3/min kg/d kg VSS/kg BOD kg TSS/kg BCOD

3500 1203.429 0.249288 0.3 9.375 364.5833 0.589815 0.405093

Average oxygen required/tank

kg/d

497.4597

Total aeration time/dtank

hr

25.31661

Average O2 transfer rate kg/hr No. of blowers Nos

19.64954 2

0.027 m3/s

93.75 m3/h

0.093 m3/s

0.91 VSS/TSS

MLSS Concentration in settled volume MLSS Concentration in full volume (g/m3)

esign value 0.3

30 min

VSS/g Bcod VSS/g Nox

m3.g/m3)

A B C D E

1021075 1128214 40521.1 418603.4 546750

*1 *2 *3 *4

1025316 1128214 39836.07 15934.43

A B C

48217.44 2213.115 49418.46

f 5 g/m3 in 2 hr aeration period Oxidizable

24000

A B C

1.933423 25.45 103.8373

A B C

450000 141785.6 189245.3

eration and 3 hours of fill time

m3/h/diff m3/min/diff m3/min/diff

TSS/g BOD VSS/g BOD TSS/g BCOD

Parameter Biochemical Oxygen Demand (BOD5) Suspended Solids (SS) Chemical Oxygen Demand (COD) Total Nitrogen (TN) Ammoniacal Nitrogen (NH4-N) Total Phosphorus (TP) Oil & Grease (O&G)

Activated-sludge Kinetic Coefficients for heterotrophic bacteria at 20C Coefficient µm K Y k f Activated sludge Nitrification Kinetic Coefficients at 20C Coefficient µm Kn Yn k,dn K0

g

g/d g/d g/d

Value (g/capita.day)

Value(mg/l) 56

250

68 113 11 7 2 11

300 500 50 30 10 50

c Coefficients for heterotrophic bacteria at 20C Unit Range g VSS/g VSS.d 3.0 - 13.2 g bcod/m3 5.0-40.0 g VSS/g BCOD 0.30-0.50 g VSS/g VSS.d 0.06 - 0.20 Unitless 0.08-0.20

e Nitrification Kinetic Coefficients at 20C Unit Range g VSS/g VSS.d 0.2-0.9 g NH4-N/m3 0.5-1.0 g VSS/g NH4-N 0.10-0.15 g VSS/g VSS.d 0.05-0.15 Unitless 0.4-0.6

Typical value 6 20 0.4 0.12 0.15

Typical value 0.75 0.74 0.12 0.08 0.5

Unit price Items Equipment, Mechanical & Electrical works Civil & structural works Total

215 SBR

EA 2,530,000.00

RM1,920,000.00 RM4,450,000.00

2,610,000.00 RM2,520,000.00 RM5,130,000.00

For SBR Equipments

Unit price (RM)

Nos.

Cost

Decanter Type : Surface Skimming Motor : 2.2 KW

2,000

2

4000

RAS/WAS Sludge Pump Type : Submersible Pump Motor : 7.5 Kw

40,000

16

640000

Air Blower Type : Rotary Air Blower Motor : 132 KW

70,000

3

210000

1,000

296

296000 1150000

Air Diff Type : Fine air bubble tube diffs Submergence : 5m Efficiency : 24% Total estimated cost For EA Equipments MLSS Pump Type : Submersible Pump Motor : 3.7 Kw

Unit price

Nos.

Cost

200,000

2

400000

70,000

3

210000

1,000

125

125000

Clarifier Scraper Type : Half-Bridge Periphereal Drive Scraper Motor : 0.2 Kw

90,000

2

180000

RAS Pump Type : Submersible pump Motor : 5.5 KW

40,000

2

80000

Air Blower Type : Rotary Air Blower Motor : 15 KW Air Diff Type : Fine air diffs Submergence : 5m Efficiency : 24%

WAS Pump Type : Submersible pump Motor : 0.4 KW Total estimated Cost

40,000

2

Concrete Data from Supplier Grade

Price Normal

C10 C15 C20 C25 C30 C35 C40 C45 SBR Structure Base slab Wall 1 & Wall 2 Wall 3 Wall 4 & Wall 5 Wall 6 Wall 7 Top slab 1 Top slab 2 Top slab 3 Top slab 4

80000 1075000

Pump 195 200 205 214 224 235 248 263

Length(m)

Tremie 1

211 220 230 241 254 269

Width(m) 22.7 22.7 18.3 8 12.3 20.9 22.1 16.9 8 20.9

217 226 236 247 260 275

Thickness 18.9 0.3 5.3 0.3 5.3 0.3 5.3 0.3 5.3 0.3 5.3 0.3 1 0.3 1 0.3 1 0.3 1 0.3 Amount of

Steel Price (RM 1970/tonne) Total EA Structure Base slab Wall 1 & Wall 2 Wall 3 & Wall 4 Wall 4 Wall 5 & Wall 6 Top slab 1 Top slab 2

30.22

Length(m)

Width(m) 24.2 24.2 18.3 23.6 6 24.2 24.2

18.9 5.3 5.3 5.3 5.3 1 2.9

Thickness 0.3 0.3 0.3 0.3 0.3 0.3 0.3

Top slab 3 Clarifier tank

7

1

0.3

Mass of ste Steel Price (RM 1970/tonne) Total Total Cost Incurred Structure SBR EA

32.88766

Mechanical Civil & Structural Total 1,115,000 140,065 1,255,065 1,075,000 222,930 1,297,930

-1535000 70kg steel = 1 cubic metre

Tremie 2

223 232 242 253 266 261

Unit

Volume(m3Concrete price (RM) 1 128.71 30246.62 2 72.19 16963.71 1 29.10 6837.80 2 25.44 5978.40 1 19.56 4595.90 1 33.23 7809.29 2 13.26 3116.10 2 10.14 2382.90 2 4.80 1128.00 1 6.27 1473.45 342.69 80532.15 Unit price/tonSteel price 1970 59533.22

Unit 1 2 2 1 2 2 1

59533.22 140065.37

Volume(m3Concrete price (RM) 137.21 32245.29 76.96 18084.66 58.19 13675.59 37.52 8818.14 19.08 4483.80 14.52 3412.20 21.05 4947.69

4 2

8.40 1974.00 300.00 70500.00 372.94 158141.37 Unit price/tonSteel price(RM) 1970

64788.7

64788.70 222930.07

System

Efficiency of system Smaller Total Surface Area covered

Lower mass of sludge produced per day

Lower required capacity for pumps

Sequencing Batch Reactor (SBR)

1

1

1

Extended Aeration (EA)

0

0

0

tem

Cost effectiveness

Higher removal Lower required % of capacity for blowers wastewater parameters

Lower Lower Lower Mechanical Constructio Overall Equipment n costs costs costs

Total points

1

0

0

1

1

0

0

1

0

0

6 1

Type of Premises/Establishment Unit RecommendeActual unit Actual PE Residential per hou 5 1350 6750 Commercial areas (Office, Shopping compleper 100 3 22500 675 Day schools per stu 0.2 1000 200 Fully residential educational institution per res 1 1500 1500 Hospital per bed 4 100 400 Petrol kiosk per toil 15 2 30 Bus terminal per bus 4 15 60 Mosque per per 0.2 300 60 Golf course per hol 20 9 180 Laundry per ma 10 10 100 Total PE 9955

Structure Selector Tank SBR Tank Total Surface Area

Nos.

Structure Anoxic Tank Aeration Tank Clarifier Tank Total Surface Area

Nos.

Length(m) Width(m) Surface Area(m2) 2 1.2 9 21.6 2 20.9 9 376.2 397.8

2 2 2

Length(m) Width(m) Surface Area(m2) 2.4 9 43.2 20.9 9 376.2 0 419.4

Structure Nos. Anoxic Tan Aeration Ta Clarifier Ta Total Surface Area

Length(m) Width(m) Diameter (m) Surface Area(m2) 2 2.4 9 43.2 2 20.9 9 376.2 213.3 277.89 697.29

SBR Obtained vunit Total Surface Area 397.8 m2 No. of cycle per day 6 No. hrs per cycle 4 Mass of sludge produced per day 360.61 Total Capacity of pumps of duty to 0.94 m3/min Actual Oxygen Required 680.3 kgO2/day kg O2/kg BOD5load 2.53 kgo2/day Total air required 21.58 m3/min Total Blower Capacity required 27.49 m3/min

Parameter Aeration Clarifier Obtained vunit No. of cycle per day 66 No. hrs per cycle 44 Mass of sludge produced per day 296.97 188.6 485.57 Total Capacity of pumps of duty to 0.94 1.96 2.9 m3/min Actual Oxygen Required 680.3 680.3 kgO2/day kg O2/kg BOD5load 4.37 4.37 kgo2/day Total air required 23.64 23.64 m3/min Total Blower Capacity required 30.12 30.12 m3/min Clarifier Sludge produced RAS pump capacity WAS pump capacity

188.6 kg/d 1.94 m3/min 0.02 m3/min

Trial

Peak flow Width (Qdwf)

No.of tank 1 2 3 4 5 6 7 8

Trial

2 2 2 2 2 2 2 2

Trial

2 2 2 2

Trial

2 2 2 2

2250 2250 2250 2250

2 2 2 2 2 2 2 2

2250 2250 2250 2250 2250 2250 2250 2250

4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

9 9 9 9

4.5 4.5 4.5 4.5

9 9 9 9

20.6 20.7 20.8 20.9

4.5 4.5 4.5 4.5

17.80 17.88 17.97 18.06

Meets HRT requirement? 0.6 0.8 1 1.2

0.5184 0.6912 0.864 1.0368 Meets HRT requirement?

Length (m) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

17.28 17.54 17.63 17.71 17.80 17.88 17.97 18.06

Meets HRT requirement?

Length (m)

Depth 9 9 9 9 9 9 9 9

20 20.3 20.4 20.5 20.6 20.7 20.8 20.9

Length (m)

Depth

Peak flow Width (Qdwf)

No.of tank 1 2 3 4 5 6 7 8

2250 2250 2250 2250

Meets HRT requirement?

Length (m)

Depth

Peak flow Width (Qdwf)

No.of tank 1 2 3 4

9 9 9 9 9 9 9 9

Peak flow Width (Qdwf)

No.of tank 1 2 3 4

2250 2250 2250 2250 2250 2250 2250 2250

Depth

1.4 1.6 1.8 2 2.2 2.4 2.6 2.8

0.60 0.69 0.78 0.86 0.95 1.04 1.12 1.21

Trial

1 2 3 4 5 6 7 8

Trial

2 2 2 2 2 2 2 2

8208.8 8208.8 8208.8 8208.8 8208.8 8208.8 8208.8 8208.8

30 30 30 30 30 30 30 30

Peak flow Diameter (Qpeak)

No.of tank 1 2 3 4

Required Diameter of Surface Area Meet Surface Area settling of settling tank requirement? tank (m) (m)

Solids Peak flow Loading (Qpeak) Rate

No. of tanks

2 2 2 2

8208.8 8208.8 8208.8 8208.8

13.3 13.3 13.3 13.3

8 9 10 11 12 13 13.3 14

Depth

273.6 273.6 273.6 273.6 273.6 273.6 273.6 273.6

Meets HRT requirement?

Volume 3 4 5 6

100.54 127.25 157.10 190.09 226.22 265.50 277.89 307.92

416.8 555.8 694.7 833.7

2.44 3.25 4.06 4.87

Grade C10 C15 C20 C25 C30 C35 C40 C45

Concrete Data from Supplier Price (RM) Normal Pump Tremie 1 Tremie 2 195 200 205 211 217 223 214 220 226 232 224 230 236 242 235 241 247 253 248 254 260 266 263 269 275 261