APPENDIX A. DESIGN TABLES [REVOKED]

Transcription

1 APPENDIX A. DESIGN TABLES [REVOKED] Rule 252: (d)(3), Activated Sludge Aeration Basins: AERATION TANK CAPACITIES & PERMISSIBLE LOADINGS FOR ACTIVATED SLUDGE PROCESSES Type of Process Aeration Retention time a Aeration Basin Loading b F/M Ratio (Hours) (lb BOD 5 per 1,000 ft 3 /d) (lb BOD 5 /lb MLSS) Conventional Step Aeration Extended Aeration/Oxidation Ditch a Larger values for smaller plants, up to 5,000 P.E. design capacity b Larger values for larger plants, over 5,000 P.E. design capacity Rule 252: (b), Trickling Filter Design: DESIGN PARAMETERS FOR TRICKLING FILTERS gal/ft 2 /day Hydraulic Loading Million gallons/acre/day lbs BOD 5/1,000ft 3 of media/day Organic Loading lbs BOD 5/acre-ft of media/day Standard Rate High Rate Rule 252: , Loading Rates for Attached-Growth Processes: TYPICAL LOADING RATES TO ACHIEVE NITRIFICATION Process Loading Rate a Trickling Filter 10-6 Trickling Filter - Rock Media 6-3 Bio-Tower Filter Bio-Tower Filter Plastic Media 12-6 RBC b a Loading rate : lbs BOD 5 /1,000 ft 3 /day b Depends on influent NH 4 -N. The above values are for an NH 4 -N concentration of 25 mg/l. Loading rate: gallons/ft 2 /day 55

2 APPENDIX A. DESIGN TABLES [NEW] OAC 252: (c) Aerated Grit Chambers: Grit Chamber Measurement Units a Item Unit Range Detention time at peak flowrate Minutes 2-5 Dimension Depth Feet 7-16 Dimension Length Feet Dimension Width Feet 8-23 Width to Depth Ratio Ratio From 1:1 to 5:1 Length to Width Ratio Ratio From 3:1 to 5:1 Air Supply per unit of Length Feet 3 per minute per foot 3 8 a Chart from Wastewater Engineering: Treatment, Disposal & Reuse, Metcalf & Eddy, Inc., 4 th Edition, (2003) OAC 252: (d)(3), Activated Sludge Aeration Basins: AERATION TANK CAPACITIES & PERMISSIBLE LOADINGS FOR ACTIVATED SLUDGE PROCESSES Type of Process Aeration Retention time b Aeration Basin Loading c F/M Ratio (Hours) (lb BOD 5 per 1,000 ft 3 /d) (lb BOD 5 /lb MLSS) Conventional Step Aeration Extended Aeration/Oxidation Ditch b Larger values for smaller plants, up to 5,000 PE design capacity c Larger values for larger plants, over 5,000 PE design capacity OAC 252: (b), Trickling Filter Design: DESIGN PARAMETERS FOR TRICKLING FILTERS gal/ft 2 /day Hydraulic Loading Million gallons/acre/day lbs BOD 5/1,000 ft 3 of media/day Organic Loading lbs BOD 5/acre-ft of media/day Standard Rate High Rate

3 APPENDIX B. FINAL CLARIFIER MINIMUM DESIGN CRITERIA [REVOKED] Treatment Process ***** Conventional, trickling filter, step aeration, complete mix, and carbonaceous state of separate nitrification Extended aeration and Single stage nitrification As used in Rule 252: Surface Overflow Rate (gal/ft 2 /day) Average Design Flow * Peak Hourly Flow Peak Solids Loading Rate*** (lb/day/ft 2 ) 600 1,200 ** , Two-stage nitrification Activated sludge with chemical addition to mixed liquor to remove Phosphorus to less than 1.0 mg/l * based on influent design flow only **** 35 ** plants needing to meet 20 mg/l suspended solids should reduce surface overflow rate to 1,000 gpd/ft 2 *** Base the clarifier peak solids loading rate on the design maximum day flow rate plus the design maximum return sludge rate requirement and the design MLSS under aeration. **** When phosphorus removal to a concentration of less than 1.0 mg/l is required ***** All clarifiers must have a minimum side water depth of 12 feet 57

4 APPENDIX B. SECONDARY AND/OR FINAL CLARIFIER MINIMUM DESIGN CRITERIA [NEW] Treatment Process ***** Conventional, trickling filter, step aeration, complete mix, and carbonaceous state of separate nitrification Extended aeration and Single stage nitrification As used in Rule 252: Surface Overflow Rate (gal/day/ft 2 ) Average Design Flow * Peak Hourly Flow Peak Solids Loading Rate*** (lb/day/ft 2 ) 600 1,200 ** , Two-stage nitrification Activated sludge with chemical addition to mixed liquor to remove Phosphorus to less than 1.0 mg/l * Based on influent design flow only **** 35 ** Plants needing to meet 20 mg/l suspended solids should reduce surface overflow rate to gal/day/ft2 *** Base the clarifier peak solids loading rate on the design maximum day flow rate plus the design maximum return sludge rate requirement and the design MLSS under aeration **** When phosphorus removal to a concentration of less than 1.0 mg/l is required ***** All clarifiers must have a minimum side water depth of 12 feet 58

5 APPENDIX C. CASCADE AERATION [REVOKED] Formulas that may be used to determine the required cascade height (see rule 252: ): (23-1) r = ( C s C 0 ) ( C s C ) (23-2) h = ( r 1 ) [ 0.11 ab ( T ) ] where: r = The deficit ratio C s = DO saturation concentration of the wastewater at temperature T, mg/l C o = DO concentration of water before aeration, mg/l C = Required DO concentration after aeration, mg/l a = Water quality parameter equal to 0.8 for a wastewater treatment plant effluent b = Weir geometry parameter equal to unity for a free weir, 1.1 for steps, and 1.3 for the step weirs T = Water temperature in degrees o C h = Total height in feet through which water falls. (2) Mechanical Aeration. See guidance. (3) Diffused-Air Aeration. See guidance. 59

6 APPENDIX C. CASCADE AERATION [NEW] Formulas that may be used to determine the required cascade height (see rule 252: ): (23-1) r = ( C s C 0 ) ( C s C ) (23-2) h = ( r 1 ) [ 0.11 ab ( T ) ] where: r = The deficit ratio C s = DO saturation concentration of the wastewater at temperature T, mg/l C o = DO concentration of water before aeration, mg/l C = Required DO concentration after aeration, mg/l a = Water quality parameter equal to 0.8 for a wastewater treatment plant effluent b = Weir geometry parameter equal to unity for a free weir, 1.1 for steps, and 1.3 for the step weirs T = Water temperature in degrees o C h = Total height in feet through which water falls. 60

7 APPENDIX E. TABLE OF RAINFALL AND EVAPORATION DATA BY COUNTY [NEW] County Rainfall * Average Pan Evaporaton Average Lake Evaporation County Rainfall * Average Pan Evaporaton Average Lake Evaporation Adair LeFlore Alfalfa Lincoln Atoka Logan Beaver Love Beckham McClain Blaine McCurtain Bryan McIntosh Caddo Major Canadian Marshall Carter Mayes Cherokee Murray Choctaw Muskogee Cimarron Noble Cleveland Nowata Coal Okfuskee Comanche Oklahoma Cotton Okmulgee Craig Osage Creek Ottawa Custer Pawnee Delaware Payne Dewey Pittsburg Ellis Pontotoc Garfield Pottawatomie Garvin Pushmataha Grady Roger Mills Grant Rogers Greer Seminole Harmon Sequoyah Harper Stephens Haskell Texas Hughes Tillman Jackson Tulsa Jefferson Wagoner Johnston Washington Kay Washita Kingfisher Woods Kiowa Woodward Latimer * Rainfall data is the 90 th percentile Source of data: OGS average rainfall data for ; evaporation data from 1976 OSDH Design Guidelines 61