Activated Sludge Design Startup Operation Monitoring

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Activated Sludge Design, Startup, Operation, Monitoringand Troubleshooting

Ohio Water Environment Association Plant Operations Workshop Columbus, Ohio

September 1, 2010

Phil Anderson Operations Specialist


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Design - Activated Sludge Design Team Treatment Goals Activated Sludge Processes Engineering Standards

Preliminary Treatment Tertiary Treatment


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Treatment Goals BOD Removal

Dissolved wastes are consumed as food by theactivated sludge microbes and converted to biomass,water, carbon dioxide, and other gases

Nitrification The process through which ammonia is oxidized tonitrite and nitrate

Denitrification

A process by which nitrates and nitrites are convertedto gaseous end products, primarily nitrogen gas.


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Activated Sludge Processes

Conventional CBOD Removal Plug or Step Feed

Single-Stage NitrificationOxidation Ditch - Vertical LoopReactor Extended AerationMBR

BNR


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Additional Processes Preliminary Treatment

Screening

Grit Removal Tertiary Treatment

Filters Solids Handling Recycle Flows


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Design EngineeringStandards

Design of Municipal WastewaterTreatment Plants WEF Manual of

Practice No. 8

Wastewater Engineering, Treatment ,Disposal, ReuseMetcalf & Eddy


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Design Engineering Standards

Recommended Standards for Wastewater Facilities

Policies for the Design, Review, and Approval of Plans andSpecifications for Wastewater Collection and Treatment

Facilities

MEMBER STATES AND PROVINCEIllinois Indiana Iowa Michigan Minnesota Missouri

New York Ohio Ontario Pennsylvania Wisconsin

Ten States Standards


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Process Design

Physical Aeration Tank Capacity - lbs.

CBOD/1000 CF of Aeration Temperature Summer/Winter Final Settling Circular Center Feed or

Peripheral Feed


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Process Design

Chemical

Ammonia Loading - Nitrification Phosphorous Loading & Removal pH & Alkalinity


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Process Design

Biological CBOD Loading 15lbs 40 lbs D.O. in Aeration - 1.1 CBOD 4.6 NH3 MLSS, MLVSS, RAS

F/M Ratio - 0.5 1.0 2.0 MCRT Days


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NitrificationNH3 NO2- NO3-

Nitrosomonas, Nitrobacter Aerobic process (in the presence of DO) 4.6 lbs O 2 required per lb ammonia-

nitrogen

7.14 lb alkalinity is consumed per poundof ammonia nitrogen

pH sensitive with optimal range between7.5 and 8.6


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DenitrificationNO3- NO2- NO N2O N2

Anoxic process (not in the presence of DO) Nitrification can decrease pH Denitrification recovers 3.57 lb alkalinity per lb of

nitrogen removed

DO is consumed by nitrification anddenitrification recovers 2.9 lb per lb of nitrogenremoved


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Plant Startup Contractor Wants to push to startup What are Ohio EPA expectations? Manufacturer Checkout Operator Training Are You Ready What additional processes are available

Do you and your Engineer have a ProcessControl Plan

Are you seeding the aeration tanks?


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Plant Operation Summer/Winter Dry Weather/Wet Weather

DO Control RAS Rate - % 0f Influent Flow Chemical Feed Wasting Sludge Biological & Chemical


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Summer Verses WinterSummerMCRT - 22.17 days

F/M Ratio - 0.13BOD Loading Rate - 16.5lbs./1,000 cf

Required MCRT No.2 - 7.6 days

DT for BOD Oxidation - 13.20hoursDT for NH3 Oxidation - 2.64hours

Aeration Tanks Required - 4.0

MLSS - 3,000 mg/lMLVSS - 2,100 mg/l

WinterMCRT - 35.47 days

F/M Ratio - 0.08BOD Loading Rate - 16.5lbs./1,000 c.f.

Required MCRT No.2 - 13.7

daysDT for BOD Oxidation - 13.15hoursDT for NH3 Oxidation = 2.71hours

Aeration Tanks Required - 4.0

MLSS - 4,800 mg/lMLVSS - 3,360 mg/l


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Plant Operation Summer/Winter Dry Weather/Wet Weather

DO Control RAS Rate - % 0f Influent Flow Chemical Feed Wasting Sludge Biological & Chemical


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Plant Monitoring Regular Rounds Visual Aeration Tanks & FST

Blowers/Aerators RAS Pumps

Clarity of the Effluent


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Plant Monitoring SCADA Trending Flow, DO, ORP, pH Regular Rounds Visual

Trending Instruments - Flow, DO,ORP, pH

Lab Data MLSS, RAS, Settling Microbiology


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Troubleshooting Foaming Bulking

Solids Loss Turbid Effluent Odor No CBOD or Ammonia Removal


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Holy Crap!!


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Observation of Settlometer Test


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Characteristic Sludge Settling

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0 30 60 90 120 150 180

Time (minutes)

S S V FastNormal

Slow


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Length of Settleometer Test

Normal - 30 minutes to 2hours - until completecompaction

Extended - until thesludge begins to rise


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Look Under the Microscope
http://www.usabluebook.com/showproduct.aspx?productid=277108


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The Bugs - Good/Bad/Ugly


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Nocardia


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Microthrix parvicella


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Filaments 1851 and 0041


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Filament Type 0092


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Filament type 0092


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WWTP: WWTP By:

Phil Anderson [email protected] Summer Summary

Operation: Activated Sludge Date: Summer 2009 3,000 MLSS, mg/l MCRT 7.30 days

20.0 Degrees C F/M Ratio 0.24

MEAN CELL RESIDENCE TIME (MCRT) 7.1 pH BOD Loading Rate 33.54lbs./1,000 c.f.

5.0 D.O. Aeration Required MCRT No.1 3.61 days

20.0 Influent Ammonia 1.7 Effluent Ammonia Required MCRT No.2 3.93 days

INPUT DATA: 6 Aeration Tanks On Line DT for BOD Oxidation 6.02hours

a 2.827 (MG) - Aeration tank volume (total) 0.471 Aeration Tank MG Each DT for NH3 Oxidation 1.49hours

b 2,250 (mg/l) - Mixed liquor VOLATILE suspended solids (MLVSS) Aeratio n Tank Vol Req uired 2.38MG

c 0.033 (MGD) - Daily flowrate of waste activated sludge (WAS) [See below] Aeratio n Tank s Requir ed 5.05

d 10,000 (mg/l) - WAS suspended solids Aeratio n Tank s On Line 6.00

e 7.600 (MGD) - Plant flow MLSS 3,000mg/l

f 10 (mg/l) - Effluent suspended solids MLVSS 2,250 mg/l

Nitrifiers (8% of MLVSS) 180 mg/l

SUPPLEMENTAL CALCULATIONS (MLVSS):

a 3,000 (mg/l) Assumed mixed liquor suspended solids (MLSS) EFF LIMIT

b 75.0 (%) - Assumed percent volatile CBOD Weekly 15 mg/l

2,250 (mg/l) - MLVSS TSS Weekly 18 mg/l

WASTE SLUDGE VOLUME: Fecal Weekly 2,000 (S Only)

a 0.70 Assumed sludge yield (lb. SS generated/lb. BOD removed) Ammonia WK 1.7 mg/l (S Only)

b 7.600 (MGD) - Plant flow Ammonia Winter WK NA

c 200 (mg/l) - BOD concentration entering aeration tanks P Weekly 1.5 mg/l

d 10 (mg/l) - BOD concentration following settling

e 8,430 lbs. biological sludge/day

f 10.0 (mg/l) -chemical sludges produced

h 634 lbs. chemical (Fe/AL) sludge generated/day

i 9,064 Total lbs. WAS/day

j 10,000 (mg/l) - Assumed WAS concentration (Note: 10,000 mg/l = 1.0%)

k 0.109 (MGD) -W aste activated sludge quantity

MCRT 7.30 days F/M Ratio = 0.24

BOD Loading Rate = 33.5 lbs./1,000 c.f.


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WWTP: WWTP By:Phil Anderson [email protected] Winter Summary

Operation: Activated Sludge Date: Winter 4,500 MLSS, mg/l MCRT 10.95 days

11.0 Degrees C F/M Ratio 0.16

MEAN CELL RESIDENCE TIME (MCRT) 7.0 pH BOD Loading Rate 33.54lbs./1,000 c.f.

4.0 D.O. Aeration Required MCRT No.1 12.00 days

20.0 Influent Ammonia 4.0 Effluent Ammonia Required MCRT No.2 8.66 days

INPUT DATA: 6 Aeration Tanks On Line DT for BOD Oxidation 10.96hours

a 2.827 (MG) - Aeration tank volume (total) 0.471 Aeration Tank MG Each DT for NH3 Oxidation 2.13hours

b 3,375 (mg/l) - Mixed liquor VOLATILE suspended solids (MLVSS) Aeratio n Tank Vol Req uired 3.47MG

c 0.109 (MGD) - Daily flowrate of waste activated sludge (WAS) [See below] Aeratio n Tank s Requir ed 7.36

d 10,000 (mg/l) - WAS suspended solids Aeratio n Tank s On Line 6.00

e 7.600 (MGD) - Plant flow MLSS 4,500mg/l

f 10 (mg/l) - Effluent suspended solids MLVSS 3,375 mg/l

Nitrifiers (8% of MLVSS) 270 mg/l

SUPPLEMENTAL CALCULATIONS (MLVSS):

a 4,500 (mg/l) Assumed mixed liquor suspended solids (MLSS) EFFLUENT LIMITS

b 75.0 (%) -Assumed percent volatile CBOD Weekly 15 mg/l

3,375 (mg/l) - MLVSS TSS Weekly 18 mg/l

Fecal Weekly 2,000 (S Only)

WASTE SLUDGE VOLUME: Ammonia WK 1.7 mg/l (S Only)

a 0.70 Assumed sludge yield (lb. SS generated/lb. BOD removed) Ammonia Winter WK NA

b 7.600 (MGD) - Plant flow P Weekly 1.5 mg/l

c 200 (mg/l) - BOD concentration entering aeration tanks

d 10 (mg/l) - BOD concentration following settling

e 8,430 lbs. biological sludge/day

f 10.0 (mg/l) -chemical sludges produced

h 634 lbs. chemical (Fe/AL) sludge generated/day

i 9,064 Total lbs. WAS/day

j 10,000 (mg/l) - Assumed WAS concentration (Note: 10,000 mg/l = 1.0%)

k 0.109 (MGD) -W aste activated sludge quantity

MCRT 10.95 days F/M Ratio = 0.16

BOD Loading Rate = 33.5 lbs./1,000 c.f.


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0

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P e r c e n t

( % )

MCRT (Days)

Figure 1 Effect of MCRT On Nitrification

Nitrification Efficiency %


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0.00

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1 2 3 4 5 6 7 8 9 10

F / M

R a t i o

MCRT, Days

Figure 2 Relationship Between MCRT and F/M Ratio

Ratio


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0

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A m m o n n i a , m g /

l

Time (in 1/4 Hours)

Figure 3 Ammonia Removal vs Time

Ammonia


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P e r c e n t

( % )

Temperature (C)

Figure 4 Effect of Temperature On Nitrification

Removal Rate %


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0.00

0.02

0.04

0.06

0.08

0.10

0.12

1 2 3 4 5 6

L b . N

H / L b . M L S S / D a y

Dissolved Oxygen

Figure 5 Effect of D.O. on Nitrification

NH3 Oxidation Rate


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0

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1 2 3 4 5 6 7 8 9 10

P r e c e n t

( % )

pH

Figure 6 Effect of pH on Nitrification

Maximum Nitrification Rate (%)


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0

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A l k a l i n i t y

m g /

l

Influent Ammonia (mg/l x 10)

Figure 7 Alkalinity Used in Nitrification

Alkalinity Required mg/l


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Maumee River WWTP


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DO Probe


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Single Stage Blower


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Center Feed FST


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Center Feed FST


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Peripheral Feed FST


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Peripheral Feed FST


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Center Feed FST


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[email protected]

QUESTIONS???


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Activated Sludge Design Startup Operation Monitoring

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