Page 63 Wastewater System Master Plan (WWSMP) – Hot Sp Figure 3.12 – Proposed Davidson Dr. WWTP Simplified Pr
3 of 291 prings, Arkansas | Crist Engineers, Inc. rocess Flow Diagram – Liquid Treatment (Near-Term CIP)
Page 64 Wastewater System Master Plan (WWSMP) – Hot Sp Figure 3.13 – Proposed Davidson Dr. WWTP Simplified Pro
4 of 291 prings, Arkansas | Crist Engineers, Inc. ocess Flow Diagram – Biosolids Treatment (Near-Term CIP)
Page 65 Wastewater System Master Plan (WWSMP) – Hot Sp Figure 3.14 - Proposed Davidson Dr. WWTP
5 of 291 prings, Arkansas | Crist Engineers, Inc. Scenario 1A, 1B, 1C Simulator Configuration
Page 66 of 291 Wastewater System Master Plan (WWSMP) – Hot Springs, Arkansas | Crist Engineers, Inc. Scenario 1A is also represented to include the following operational changes/ modifications to the Davidson Dr. WWTP, represented in the simulation as follows (Influent Flow Rate - Qi = 16 MGD): 1A.1 Total Influent Alkalinity (magnesium hydroxide) a. Alkalinity = 162.5 mg/L as CaCO3 1A.2 Return Activated Sludge (RAS) rate: a. QRAS = 0.38Qi to 0.43Qi b. QRAS Target = 0.40Qi 1A.3 Waste Activated Sludge (WAS) rate: a. QWAS = 0.0119Qi to 0.0132Qi b. QWAS Target = 0.0127Qi 1A.4 Sludge Retention Time (SRT) a. SRT = 10 to 13.5 days b. SRT Target = 12.5 days 1A.5 Food to Mass Ratio (F/M) a. F/M = 0.32 to 0.34 b. F/M Target = 0.33 1A.6 Mixed Liquor Volatile Suspended Solids (MLVSS) a. MLVSS = 2,650 to 2,850 mg/L b. MLVSS Target = 2,750 mg/L 1A.7 Aeration Basin Residual Dissolved Oxygen (DO) a. DO = 1 to 2.5 mg/L b. DO Target = 2.5 mg/L (water temperature <15.1 degrees C) c. DO Target = 1 to 2 mg/L (water temperature >15.1 degrees C) 1A.8 Aeration Basin Airflow Rate a. Airflow = 5,060 to 6,600 SCFM 1A.9 Dewatering Performance a. Total Solids = 16% The general influent parameters of this scenario are AD design flow rate (QAD) = 16 MGD (6.7% excess of the projected 2040 average daily influent flow) with the 2040 AD design influent parameters. An important consideration to note is Scenario 1 (A, B, C) includes 7 day per week (364 days per year) dewatering operation.
Page 67 Wastewater System Master Plan (WWSMP) – Hot Sp Table 3.13 – Davidson Dr. WWTP Pro Parameter 2018 to 2023 MA Permit Limits MA Planning Permit Limits 7-DA Permit Planning Limits 2040 AD 2040 Flow 16 16 16 Water Temperature 6.5 7 10 cBOD 10 10 15 3.23 3.21 3.06 TSS 15 15 22.5 4.48 4.81 4.5 Ammonia (as N) April 3.6 4.1 10.1 - - - May to October 3.6 3.6 5.4 - - - November to March 10 10 15 8.91 8.72 5 Total Phosphorus (as-P) 1 0.7 1.1 0.34 0.34 0.35 Nitrate (as-N) Report Report Report 0 0.01 0.46 Nitrite (as-N) Report Report Report 0.04 0.07 1.651 Nitrate + Nitrite (asN) Report Report Report 0.04 0.08 2.11 pH 6 to 9 6 to 9 6 to 9 6.71 6.71 6.64 1 WET testing may be impacted when concentrations of nitrite exceed 0.5 mg/
7 of 291 prings, Arkansas | Crist Engineers, Inc. ojected Effluent Quality – Scenario 1A Scenario 1A D Design Flow Rate (QAD) = 16 MGD 0 AD Design Influent Parameters Average Parameter Deviation from Limit (%) Minimum Parameter Deviation from Limit (%) 16 16 16 16 16 MGD 13.3 13.8 15.1 20 28 Degrees C 2.91 2.89 2.84 2.68 2.46 mg/L -70.9% -67.7% 4.48 4.48 4.48 4.48 4.48 mg/L -69.8% -67.9% 1.94 1.75 1.44 - - mg/L -58.3% -52.7% - - 1.44 0.75 0.37 mg/L -76.3% -60.0% 1.94 1.75 - - - mg/L -47.4% -10.9% 0.36 0.36 0.37 0.37 0.39 mg/L -48.6% -44.3% 3.36 3.7 3.75 4.22 3.72 mg/L - - 1.041 0.851 0.681 0.28 0.13 mg/L - - 4.4 4.55 4.43 4.5 3.85 mg/L - - 6.58 6.57 6.57 6.56 6.57 - -10.2% -9.3% /L.
Page 68 of 291 Wastewater System Master Plan (WWSMP) – Hot Springs, Arkansas | Crist Engineers, Inc. The results of the modeling Scenario 1A are presented in the above table. These results indicate that at that loading scenario, most effluent parameters are approximately 50% below the permitted monthly average (MA) effluent limitation. At 6.5 degrees C, which is projected to be the minimum November through March design temperature, the ammonia (NH3) concentration does increase to within 10.9% of the permitted MA effluent limitation. However, as indicated previous in the report, it would be unlikely that this influent water temperature would extend over an entire month and would likely be a temporary event of a duration of a week or less. The effluent pH is also approximately within 10% of the permitted MA effluent limitation but generally, with the capability to add supplemental alkalinity, the effluent pH is unlikely to be less than 6.5. Also, the effluent total phosphorus (T-P) concentration is without sodium aluminate or coagulant addition, so additional reduction could be achieved with additional TSS reduction or phosphate absorption.
Page 69 of 291 Wastewater System Master Plan (WWSMP) – Hot Springs, Arkansas | Crist Engineers, Inc. Scenario 1B is also represented to include the following operational changes/ modifications to the Davidson Dr. WWTP, represented in the simulation as follows (Influent Flow Rate - Qi = 16 MGD): 1B.1 Total Influent Alkalinity (magnesium hydroxide) a. Alkalinity = 203.13 mg/L as CaCO3 1B.2 Return Activated Sludge (RAS) rate: a. QRAS = 0.50Qi to 0.60Qi b. QRAS Target = 0.55Qi 1B.3 Waste Activated Sludge (WAS) rate: a. QWAS = 0.015Qi to 0.0166Qi b. QWAS Target = 0.016Qi 1B.4 Sludge Retention Time (SRT) a. 10 to 13.5 days b. Target = 12.5 days 1B.5 Food to Mass Ratio (F/M) a. 0.3 to 0.35 b. Target = 0.33 1B.6 Mixed Liquor Volatile Suspended Solids (MLVSS) a. MLVSS = 3,290 to 3,510 mg/L b. MLVSS Target = 3,400 mg/L 1B.7 Aeration Basin Residual DO a. 1 to 2.5 mg/L b. Target = 2.5 mg/L (water temperature <15.1 degrees C) c. Target = 1 to 2 mg/L (water temperature >15.1 degrees C) 1B.8 Aeration Basin Airflow Rate a. Airflow = 6,480 to 8,500 SCFM 1B.9 Dewatering Performance a. Total Solids = 16% The general influent parameters of this scenario are AD design flow rate (QAD) = 16 MGD (6.7% excess of the projected 2040 average daily influent flow) with the 2040 7-DA design influent parameters. As discussed, the 2040 7-DA design influent represents a 25% increase in all influent loading parameters.
Page 70 Wastewater System Master Plan (WWSMP) – Hot Sp Table 3.14 – Davidson Dr. WWTP Pro Parameter 2018 to 2023 MA Permit Limits MA Planning Permit Limits 7-DA Permit Planning Limits 2040 AD 2040 Flow 16 16 16 Water Temperature 6.5 7 10 cBOD 10 10 15 3.58 3.69 3.48 TSS 15 15 22.5 5.54 5.92 5.79 Ammonia (as N) April 3.6 4.1 10.1 - - - May to October 3.6 3.6 5.4 - - - November to March 10 10 15 11.05 10.73 5.2 Total P (as-P) 1 0.7 1.1 0.38 0.37 0.38 Nitrate (as-N) Report Report Report 0.01 0.01 0.71 Nitrite (as-N) Report Report Report 0.06 0.12 2.39 Nitrate + Nitrite (asN) Report Report Report 0.07 0.13 3.1 pH 6 to 9 6 to 9 6 to 9 6.79 6.79 6.72 1 WET testing may be impacted when concentrations of nitrite exceed 0.5 mg/
0 of 291 prings, Arkansas | Crist Engineers, Inc. ojected Effluent Quality – Scenario 1B Scenario 1B D Design Flow Rate (QAD) = 16 MGD 0 7-DA Design Influent Parameters Average Parameter Deviation from Limit (%) Minimum Parameter Deviation from Limit (%) 16 16 16 16 16 MGD 13.3 13.8 15.1 20 28 Degrees C 8 3.32 3.22 3.02 2.81 2.61 mg/L -78.6% -75.4% 9 5.82 5.58 5.08 4.92 5.06 mg/L -75.7% -73.7% 1.88 1.69 1.4 - - mg/L -83.6% -81.4% - - 1.4 0.74 0.36 mg/L -84.6% -74.1% 1.88 1.69 - - - mg/L -59.3% -26.3% 8 0.4 0.39 0.38 0.39 0.41 mg/L -64.8% -62.7% 1 4.4 4.75 4.71 5.02 4.39 mg/L - - 91 1.011 0.811 0.651 0.27 0.12 mg/L - - 5.41 5.56 5.36 5.29 4.51 mg/L - - 2 6.66 6.66 6.65 6.65 6.66 - -11.6% -10.8% /L.
Page 71 of 291 Wastewater System Master Plan (WWSMP) – Hot Springs, Arkansas | Crist Engineers, Inc. The results of the modeling Scenario 1B are presented in the above table. These results indicate that at that loading scenario, most effluent parameters are approximately 50% below the permitted 7-DA effluent limitation. Most parameters would also meet the permitted MA effluent limitation at the increased loading except for effluent ammonia during the projected minimum November through March design minimum temperatures. As discussed, it is unlikely that the cold influent water temperature as it was projected that one year (1978) in 102 years of data sets would have achieved temperatures approaching those minimums. To account for the increased influent ammonia loading of this scenario (25% increase), the magnesium hydroxide feed rate was correspondingly increased thus ensuring an effluent pH in excess of 6.5. As with Scenario 1A, the effluent total phosphorus (T-P) concentration is without sodium aluminate or coagulant addition, so additional reduction could be achieved with additional TSS reduction or phosphate absorption.
Page 72 of 291 Wastewater System Master Plan (WWSMP) – Hot Springs, Arkansas | Crist Engineers, Inc. Scenario 1C is also represented to include the following operational changes/ modifications to the Davidson Dr. WWTP, represented in the simulation as follows (Influent Flow Rate - Qi = 20 MGD): 1C.1 Total Influent Alkalinity (magnesium hydroxide) a. Alkalinity = 162.5 mg/L as CaCO3 1C.2 Return Activated Sludge (RAS) rate: a. QRAS = 0.38Qi to 0.43Qi b. QRAS Target = 0.40Qi 1C.3 Waste Activated Sludge (WAS) rate: a. QWAS = 0.0119Qi to 0.0132Qi b. QWAS Target = 0.0127Qi 1C.4 Sludge Retention Time (SRT) a. SRT = 10 to 12 days b. SRT Target = 11 days 1C.5 Food to Mass Ratio (F/M) a. F/M = 0.39 to 0.42 b. F/M Target = 0.40 1C.6 Mixed Liquor Volatile Suspended Solids (MLVSS) a. MLVSS = 2,730 to 2,890 mg/L b. MLVSS Target = 2,810 mg/L 1C.7 Aeration Basin Residual Dissolved Oxygen (DO) a. DO = 1 to 2.5 mg/L b. DO Target = 2.5 mg/L (water temperature <15.1 degrees C) c. DO Target = 1 to 2 mg/L (water temperature >15.1 degrees C) 1C.8 Aeration Basin Airflow Rate a. Airflow = 5,990 to 7,510 SCFM 1C.9 Dewatering Performance a. Total Solids = 16% The general influent parameters of this scenario are 7-DA design flow rate (QAD) = 20 MGD with the 2040 DA design influent parameters. As discussed, the 2040 7-DA design flow rate represents a 25% increase in the 2040 design flow rate.
Page 73 Wastewater System Master Plan (WWSMP) – Hot Sp Table 3.15 – Davidson Dr. WWTP Pro Parameter 2018 to 2023 MA Permit Limits MA Planning Permit Limits 7-DA Permit Planning Limits 2040 7-DA 204 Flow 20 20 20 Water Temperature 6.5 7 10 cBOD 10 10 15 4.76 4.65 4.48 TSS 15 15 22.5 7.46 7.28 7.37 Ammonia (as N) April 3.6 4.1 10.1 - - - May to October 3.6 3.6 5.4 - - - November to March 10 10 15 8.96 8.93 8.23 Total P (as-P) 1 0.7 1.1 0.4 0.4 0.4 Nitrate (as-N) Report Report Report 0 0 0.01 Nitrite (as-N) Report Report Report 0.01 0.01 0.11 Nitrate + Nitrite (asN) Report Report Report 0.01 0.01 0.12 pH 6 to 9 6 to 9 6 to 9 6.71 6.71 6.7 1 WET testing may be impacted when concentrations of nitrite exceed 0.5 m
3 of 291 prings, Arkansas | Crist Engineers, Inc. ojected Effluent Quality – Scenario 1C Scenario 1C A Design Flow Rate (Q7-DA) = 20 MGD 40 AD Design Influent Parameters Average Parameter Deviation from Limit (%) Minimum Parameter Deviation from Limit (%) 20 20 20 20 20 MGD 13.3 13.8 15.1 20 28 Degrees C 4.28 4.19 4.17 3.87 3.51 mg/L -71.7% -68.3% 7.43 7.25 7.36 7.23 7.16 mg/L -67.5% -66.8% 4.02 3.45 2.6 - - mg/L -66.8% -60.2% - - 2.6 1.05 0.45 mg/L -74.4% -51.9% 4.02 3.45 - - - mg/L -55.2% -40.3% 0.42 0.41 0.42 0.43 0.44 mg/L -62.3% -60.0% 0.55 0.8 1.02 3.39 3.28 mg/L - - 2.031 2.21 2.241 0.551 0.18 mg/L - - 2.58 3 3.26 3.94 3.46 mg/L - - 6.63 6.62 6.6 6.57 6.58 - -10.7% -9.5% mg/L.
Page 74 of 291 Wastewater System Master Plan (WWSMP) – Hot Springs, Arkansas | Crist Engineers, Inc. The results of the modeling Scenario 1C are presented in the above table. These results indicate that at that loading scenario, most effluent parameters are approximately 60% below the permitted 7-DA effluent limitation. The effluent parameters would also meet the permitted MA effluent limitation under this scenario. To account for the increased influent ammonia loading mass of this scenario (25% increase), the magnesium hydroxide feed mass was correspondingly increased thus ensuring an effluent pH more than 6.5. As with Scenario 1A and 1B, the effluent total phosphorus (T-P) concentration is without sodium aluminate or coagulant addition, so additional reduction could be achieved with additional TSS reduction or phosphate absorption.
Page 75 of 291 Wastewater System Master Plan (WWSMP) – Hot Springs, Arkansas | Crist Engineers, Inc. 3.2.4.1.2 SCENARIO 2 Scenario 2 builds on Scenario 1 through the addition of biosolids handling process. Presented below is the near-term improvements CIP summary: Scenario 1 (Near-Term Improvements CIP) 1.1 Process elimination of: a. lime feed for supplementary alkalinity; b. primary clarification and production of primary sludge; c. anaerobic digestion 1.2 Addition of magnesium hydroxide for supplemental alkalinity 1.3 Upgrade/ increase airflow rates to aeration basin 1.4 Additional 100 ft secondary clarifier a. Increase total surface 7,854 ft2 (total = 36,970 ft2) 1.5 New tertiary filtration 1.6 WAS directly to existing dewatering (BFP) (strike through indicates modifications from previous scenarios) a. New WAS Pumping 1.7 New dewatered biosolids hauling trailer (x2)/ heavy haul tractor (x1) The proposed biosolids handling process (identified as Scenario 2) is a mid-term projected project and is represented to include the following proposed structural changes/ modifications to the Davidson Dr. WWTP, including those proposed in Scenario 1, represented in the simulation, as follow: Scenario 2 (Mid-Term CIP) 2.1 Addition of sodium aluminate to sequester of orthophosphate 2.2 Addition of aluminum chlorohydrate (ACH) to aid in coagulant/ sequester orthophosphate 2.3 New RAS Pumps 2.4 Modify piping to WAS directly to continuous thickening (centrifugal) a. Dewatering unit sized for ~250 GPM 2.5 Thickened WAS conveyed to aerated sludge storage no. 1 2.6 Aerated sludge storage no. 1 a. Conversion of one (1) primary clarifier basin to aerated sludge storage 2.7 Convey from aerated sludge storage no. 1 to aerated sludge storage 2 2.8 Aerated sludge storage no. 2 a. Conversion of gravity thickeners (x2) to aerated sludge storage 2.9 Convey from aerated sludge storage no. 2 to new dewatering(centrifugal) a. Dewatering unit sized for ~150 GPM at 2500 dry-lbs./hr. 2.10 New sidestream treatment system (suspended air flotation) a. Addition of sodium aluminate to sequester orthophosphate The proposed Scenario 2 modifications are planned to be completed as a mid-term CIP project.
Page 76 Wastewater System Master Plan (WWSMP) – Hot Sp Figure 3.15 - Proposed Davidson Dr. WWTP Simplified Pro
6 of 291 prings, Arkansas | Crist Engineers, Inc. ocess Flow Diagram – Biosolids Treatment (Mid-Term CIP)
Page 77 Wastewater System Master Plan (WWSMP) – Hot Sp Figure 3.16 – Proposed Davidson Dr. WWTP
7 of 291 prings, Arkansas | Crist Engineers, Inc. Scenario 2A, 2B, 2C Simulator Configuration
Page 78 Wastewater System Master Plan (WWSMP) – Hot Sp Figure 3.17 - Proposed Davidson Dr. WWTP Sc
8 of 291 prings, Arkansas | Crist Engineers, Inc. cenario 2A1, 2B1, 2C1 Simulator Configuration
Page 79 of 291 Wastewater System Master Plan (WWSMP) – Hot Springs, Arkansas | Crist Engineers, Inc. Scenarios 2A and 2A1 are also represented to include the following operational changes/ modifications to the Davidson Dr. WWTP, represented in the simulation as follows (Influent Flow Rate - Qi = 16 MGD): 2A.1 Total Influent Alkalinity (magnesium hydroxide) a. Alkalinity = 162.5 mg/L as CaCO3 2A.2 Orthophosphate Sequester (sodium aluminate; influent/ aeration basin) a. Sodium aluminate (aluminum) = 0 lbs./ day (as Al+3) 2A.3 Coagulant (ACH; secondary clarifier/ tertiary filter) a. ACH (aluminum) = 0 lbs./ day (as Al+3) 2A.4 Return Activated Sludge (RAS) rate: a. QRAS = 0.38Qi to 0.43Qi b. QRAS Target = 0.40Qi 2A.5 Waste Activated Sludge (WAS) rate: a. QWAS = 0.0100Qi to 0.015Qi b. QWAS Target = 0.0110Qi 2A.6 Sludge Retention Time (SRT) a. SRT = 10 to 13.5 days b. SRT Target = 11.5 days 2A.7 Food to Mass Ratio (F/M) a. F/M = 0.32 to 0.34 b. F/M Target = 0.33 2A.8 Mixed Liquor Volatile Suspended Solids (MLVSS) a. MLVSS = 2,650 to 2,750 mg/L b. MLVSS Target = 2,700 mg/L 2A.9 Aeration Basin Residual Dissolved Oxygen (DO) a. DO = 1 to 2.5 mg/L b. DO Target = 2.5 mg/L (water temperature <15.1 degrees C) c. DO Target = 1 to 2 mg/L (water temperature >15.1 degrees C) 2A.10 Aeration Basin Airflow Rate a. Airflow = 5,500 to 6,000 SCFM 2A.11 Thickener Target Performance a. Total Solids = 3 to 3.5% b. Solids Capture = 95% 2A.12 Aerated Sludge Storage No. 1 Residual DO a. DO Target = 2.0 mg/L b. Supplemental Alkalinity = 1271 lbs./ day as CaCO3 2A.13 Aerated Sludge Storage No. 2 Residual DO a. DO Target = 2.0 mg/L 2A.14 Dewatering Performance a. Total Solids = 21 to 22% b. Solids Capture = 95% 2A.15 Sidestream Treatment Performance a. Total Solids = 2.5%
Page 80 of 291 Wastewater System Master Plan (WWSMP) – Hot Springs, Arkansas | Crist Engineers, Inc. b. Sodium Aluminate (aluminum) = 63 lbs./ day (as Al+3) c. Solids Capture = 96% An important consideration is that Scenario 2A1 modeling scenario/ operation includes dewatering operation. As currently proposed, dewatering operation is planned for 3 days per week with an operating duration of ~7 hours per day (total of 21 hours per week). The total hours per week is 168, therefore the non-dewatering operation per week is 147 hours. Table 3.16 – Davidson Dr. WWTP Projected Dewatering and Non-Dewatering Operation Per Week – Scenario 2A/ Scenario 2A1 Parameter Value Unit Monthly Proportionate Scenario Operational NonDewatering1 636 Hrs./ Month 0.87 2A Operational Dewatering 91 Hrs./ Month 0.13 2A1 Total Operational 727 Hrs./ Month 1 Using a centrifugal at ~150 GPM at 2500 dry-lbs./ hr. dewatering processing. It should be noted that the thickening operation is continuously operated throughout the operational and non-operational dewatering periods. Scenario 2A represents a non-operational dewatering simulation (i.e., dewatering not being performed) whereas Scenario 2A1 is an operational dewatering simulation.
Page 81 Wastewater System Master Plan (WWSMP) – Hot Sp Table 3.17 – Davidson Dr. WWTP Projected Effluent Q Parameter 2018 to 2023 MA Permit Limits MA Planning Permit Limits 7-DA Permit Planning Limits Flow 1 Water Temperature 1 cBOD 10 10 15 3 TSS 15 15 22.5 4 Ammonia (as N) April 3.6 4.1 10.1 - May to October 3.6 3.6 5.4 - November to March 10 10 15 5 Total P (as-P) 1 0.7 1.1 0 Nitrate (as-N) Report Report Report 0 Nitrite (as-N) Report Report Report 1 Nitrate + Nitrite (asN) Report Report Report 1 pH 6 to 9 6 to 9 6 to 9 6 1 WET testing may be impacted when concentrations of nitr
1 of 291 prings, Arkansas | Crist Engineers, Inc. Quality – Scenario 2A – Operational Non-Dewatering Scenario 2A 2040 AD Design Flow Rate (QAD) = 16 MGD 2040 AD Design Influent Parameters Average Parameter Deviation from Limit (%) Minimum Parameter Deviation from Limit (%) 6 16 16 MGD 0 15.1 20 Degrees C .07 2.86 2.69 mg/L -71.3% -69.3% .44 4.42 4.44 mg/L -70.4% -70.4% 1.52 - mg/L -62.9% -62.9% 1.52 0.77 mg/L -68.2% -57.8% .25 - - mg/L -47.5% -47.5% .35 0.36 0.37 mg/L -48.6% -47.1% .38 3.57 4.19 mg/L - - .541 0.781 0.29 mg/L - - .92 4.35 4.48 mg/L - - .65 6.57 6.56 - -9.9% -9.3% rite exceed 0.5 mg/L.
Page 82 Wastewater System Master Plan (WWSMP) – Hot Sp Table 3.18 – Davidson Dr. WWTP Projected Effluen Parameter 2018 to 2023 MA Permit Limits MA Planning Permit Limits 7-DA Permit Planning Limits Flow Water Temperature cBOD 10 10 15 TSS 15 15 22.5 Ammonia (as N) April 3.6 4.1 10.1 May to October 3.6 3.6 5.4 November to March 10 10 15 Total P (as-P) 1 0.7 1.1 Nitrate (as-N) Report Report Report Nitrite (as-N) Report Report Report Nitrate + Nitrite (as-N) Report Report Report pH 6 to 9 6 to 9 6 to 9 1 WET testing may be impacted when concentrations of nitrite e account for dewatering days. Based on mass balance, it is susp approximately 35%. Therefore, multiply effluent T-P value by 1 operational dewatering.
2 of 291 prings, Arkansas | Crist Engineers, Inc. t Quality – Scenario 2A1 – Operational Dewatering Scenario 2A1 2040 AD Design Flow Rate (QAD) = 16 MGD 2040 AD Design Influent Parameters Average Parameter Deviation from Limit (%) Minimum Parameter Deviation from Limit (%) 16 16 16 MGD 10 15.1 20 Degrees C 3.03 2.83 2.65 mg/L -71.6% -69.7% 4.47 4.45 4.46 mg/L -70.3% -70.2% - 1.54 - mg/L -62.4% -62.4% - 1.54 0.78 mg/L -67.8% -57.2% 5.38 - - mg/L -46.2% -46.2% 0.392 0.462 0.52 mg/L -35.7% -28.6% 0.4 3.62 4.27 mg/L - - 1.531 0.811 0.29 mg/L - - 1.93 4.43 4.56 mg/L - - 6.63 6.54 6.53 - -9.4% -8.8% exceed 0.5 mg/L. 2 Modeling does not and cannot completely pected that T-P values could be under reported by 1.35 to obtain a closer estimation of effluent T-P values during
Page 83 Wastewater System Master Plan (WWSMP) – Hot Sp Table 3.19 – Davidson Dr. WWTP Projected Effluent Quality – Dewat Parameter 2018 to 2023 MA Permit Limits MA Planning Permit Limits 7-DA Permit Planning Limits S 20 (Q 20 Pa Flow 16 Water Temperature 10 cBOD 10 10 15 3. TSS 15 15 22.5 4. Ammonia (as N) April 3.6 4.1 10.1 - May to October 3.6 3.6 5.4 - November to March 10 10 15 5. Total P (as-P) 1 0.7 1.1 0. Nitrate (as-N) Report Report Report 0. Nitrite (as-N) Report Report Report 1. Nitrate + Nitrite (asN) Report Report Report 1. pH 6 to 9 6 to 9 6 to 9 6. 1 WET testing may be impacted when concentrations of nitr completely account for dewatering days. Based on mass ba reported by approximately 35% for operational dewatering concentration value by 1.05 to obtain a closer estimation o
3 of 291 prings, Arkansas | Crist Engineers, Inc. – Scenario 2A Aggregate – Operational and Non-Operational tering Scenario 2A Aggregate 040 AD Design Flow Rate QAD) = 16 MGD 040 AD Design Influent arameters Average Parameter Deviation from Limit (%) Minimum Parameter Deviation from Limit (%) 6 16 16 MGD 0 15.1 20 Degrees C .06 2.86 2.68 mg/L -71.3% -69.4% .44 4.42 4.44 mg/L -70.4% -70.4% 1.52 - mg/L -62.9% -62.9% 1.52 0.77 mg/L -68.1% -57.7% .27 - - mg/L -47.3% -47.3% .362 0.372 0.392 mg/L -47.0% -44.8% .38 3.58 4.2 mg/L - - .541 0.781 0.29 mg/L - - .92 4.36 4.49 mg/L - - .65 6.57 6.56 - -9.8% -9.3% rite exceed 0.5 mg/L. 2 Modeling does not and cannot alance, it is suspected that T-P values could be under g days. Therefore, multiply effluent T-P aggregated f effluent T-P values during operational dewatering.
Page 84 of 291 Wastewater System Master Plan (WWSMP) – Hot Springs, Arkansas | Crist Engineers, Inc. The results of the modeling Scenarios 2A, 2A1 and 2A Aggregate are presented in the above tables. These results indicate that at that loading scenario, most effluent parameters are approximately 50% below the permitted monthly average (MA) effluent limitation. The effluent pH is also approximately within 10% of the permitted MA effluent limitation but generally, with the capability to add supplemental alkalinity, the effluent pH is unlikely to be less than 6.5. The effluent T-P concentration increases by approximately 11 to 35 % during dewatering even with sidestream treatment. The modeled effluent total phosphorus (T-P) concentration increases by 70% without sidestream treatment when the dewatering process is operational. Without sidestream treatment and during dewatering operations the effluent T-P would be slightly within the current MA permit limit of 1.0 mg/L but not within the future planning MA permit limit of 0.7 mg/L, as presented in the following table. Table 3.20 – Davidson Dr. WWTP Projected Effluent Quality and T-P Removal Example Analysis Parameter Operational Dewatering In (lbs.) Out (lbs.) Removal % Sidestream Treatment 172.67 68.33 60.43% No Sidestream Treatment 201.15 201.15 0.00% Value Unit Davidson Dr. WWTP Effluent T-P1 Non-Operational Dewatering 0.37 mg/L Operational Dewatering w/ Sidestream Treatment 0.502 mg/L Non-Operational Dewatering w/ No Sidestream Treatment 0.852 mg/L Weighted MA Aggregate w/ Sidestream Treatment 0.39 mg/L Weighted MA Aggregate w/ No Sidestream Treatment 0.433 mg/L 1 Effluent T-P concentration simulations performed at 20oC. 2 Modeling does not and cannot completely account for dewatering days. Based on mass balance, it is suspected that T-P values could be under reported by approximately 35% for operational dewatering days, multiply by 1.35. 3 Multiply effluent T-P aggregated concentration value by 1.05 to obtain a closer estimation of effluent T-P values during operational dewatering. However, it is important to note that the weighted T-P aggregate concentration is within the allowable limits with and without sidestream treatment. Although the sidestream treatment system is associated with the biosolids treatment portion of the treatment process, it has a direct impact on the effluent quality of the Davidson Dr. WWTP.
Page 85 of 291 Wastewater System Master Plan (WWSMP) – Hot Springs, Arkansas | Crist Engineers, Inc. Scenario 2B is also represented to include the following operational changes/ modifications to the Davidson Dr. WWTP, represented in the simulation as follows (Influent Flow Rate - Qi = 16 MGD): 2B.1 Total Influent Alkalinity (magnesium hydroxide) a. Alkalinity = 162.5 mg/L as CaCO3 2B.2 Orthophosphate Sequester (sodium aluminate; influent/ aeration basin) a. Sodium aluminate (aluminum) = 0 lbs./ day (as Al+3) 2B.3 Coagulant (ACH; secondary clarifier/ tertiary filter) a. ACH (aluminum) = 0 lbs./ day (as Al+3) 2B.4 Return Activated Sludge (RAS) rate: a. QRAS = 0.53Qi to 0.58Qi b. QRAS Target = 0.55Qi 2B.5 Waste Activated Sludge (WAS) rate: a. QWAS = 0.0130Qi to 0.0145Qi b. QWAS Target = 0.0135Qi 2B.6 Sludge Retention Time (SRT) a. SRT = 10 to 13.5 days b. SRT Target = 11.5 days 2B.7 Food to Mass Ratio (F/M) a. F/M = 0.32 to 0.36 b. F/M Target = 0.34 2B.8 Mixed Liquor Volatile Suspended Solids (MLVSS) a. MLVSS = 3,200 to 3,450 mg/L b. MLVSS Target = 3,350 mg/L 2B.9 Aeration Basin Residual Dissolved Oxygen (DO) a. DO = 1 to 2.5 mg/L b. DO Target = 2.5 mg/L (water temperature <15.1 degrees C) c. DO Target = 1 to 2 mg/L (water temperature >15.1 degrees C) 2B.10 Aeration Basin Airflow Rate a. Airflow = 6,100 to 7,200 SCFM 2B.11 Thickener Target Performance a. Total Solids = 3 to 3.5% b. Solids Capture = 95% 2B.12 Aerated Sludge Storage No. 1 Residual DO a. DO Target = 2.0 mg/L b. Supplemental Alkalinity = 1271 lbs./ day as CaCO3 2B.13 Aerated Sludge Storage No. 2 Residual DO a. DO Target = 2.0 mg/L 2B.14 Dewatering Performance a. Total Solids = 21 to 22% b. Solids Capture = 95% 2B.15 Sidestream Treatment Performance a. Total Solids = 2.5%
Page 86 of 291 Wastewater System Master Plan (WWSMP) – Hot Springs, Arkansas | Crist Engineers, Inc. b. Sodium Aluminate (aluminum) = 63 lbs./ day (as Al+3) c. Solids Capture = 96% The general influent parameters of this scenario are AD design flow rate (QAD) = 16 MGD (6.7% excess of the projected 2040 average daily influent flow) with the 2040 7-DA design influent parameters. Scenario 2B1 modeling scenario/ operation includes dewatering operation. As currently proposed, dewatering operation is planned for 4 days per week with an operating duration of ~7 hours per day (total of 28 hours per week). The total hours per week is 168, therefore the non-dewatering operation per week is 140 hours. Table 3.21 – Davidson Dr. WWTP Projected Dewatering and Non-Dewatering Operation Per Week – Scenario 2B/ Scenario 2B1 Parameter Value Unit Monthly Proportionate Scenario Operational NonDewatering1 605 Hrs./ Month 0.83 2B Operational Dewatering 122 Hrs./ Month 0.17 2B1 Total Operational 727 Hrs./ Month 1 Using a centrifugal at ~150 GPM at 2500 dry-lbs./ hr. dewatering processing. It should be noted that the thickening operation is continuously operated throughout the operational and non-operational dewatering periods. Scenario 2B represents a non-operational dewatering simulation (i.e., dewatering not being performed) whereas Scenario 2B1 is an operational dewatering simulation.
Page 87 Wastewater System Master Plan (WWSMP) – Hot Sp Table 3.22 – Davidson Dr. WWTP Projected Effluent Q Parameter 2018 to 2023 MA Permit Limits MA Planning Permit Limits 7-DA Permit Planning Limits Flow 1 Water Temperature 6 cBOD 10 10 15 3 TSS 15 15 22.5 4 Ammonia (as N) 2 April 3.6 4.1 10.1 - May to October 3.6 3.6 5.4 - November to March 10 10 15 1 Total P (as-P) 1 0.7 1.1 0 Nitrate (as-N) Report Report Report 0 Nitrite (as-N) Report Report Report 0 Nitrate + Nitrite (asN) Report Report Report 0 pH 6 to 9 6 to 9 6 to 9 6 1 WET testing may be impacted when concentrations of nit 162.5 mg/L in lieu of 203.13 mg/L (as CaCO3) for Scenario 2
7 of 291 prings, Arkansas | Crist Engineers, Inc. Quality – Scenario 2B – Operational Non-Dewatering Scenario 2B 2040 AD Design Flow Rate (QAD) = 16 MGD 2040 7-DA Design Influent Parameters Average Parameter Deviation from Limit (%) Minimum Parameter Deviation from Limit (%) 16 16 16 MGD 6.5 13.3 28 Degrees C 3.38 3.04 2.58 mg/L -80.0% -77.5% 4.9 4.89 4.87 mg/L -78.3% -78.2% 2.2 - mg/L -78.2% -78.2% - 0.38 mg/L -93.0% -93.0% 11.2 2.2 - mg/L -55.3% -25.3% 0.35 0.37 0.4 mg/L -66.1% -63.6% 0 3.74 4.32 mg/L - - 0.04 1.441 0.14 mg/L - - 0.04 5.18 4.46 mg/L - - 6.7 6.52 6.51 - -9.6% -8.5% trite exceed 0.5 mg/L. 2 Influent alkalinity increased to 2B simulation (stress testing).
Page 88 Wastewater System Master Plan (WWSMP) – Hot Sp Table 3.23 – Davidson Dr. WWTP Projected Effluen Parameter 2018 to 2023 MA Permit Limits MA Planning Permit Limits 7-DA Permit Planning Limits Flow 16 Water Temperature 6. cBOD 10 10 15 3. TSS 15 15 22.5 4. Ammonia (as N) 2 April 3.6 4.1 10.1 - May to October 3.6 3.6 5.4 - November to March 10 10 15 11 Total P (as-P) 1 0.7 1.1 0. Nitrate (as-N) Report Report Report 0. Nitrite (as-N) Report Report Report 0. Nitrate + Nitrite (asN) Report Report Report 0. pH 6 to 9 6 to 9 6 to 9 6. 1 WET testing may be impacted when concentrations of nitr mg/L in lieu of 203.13 mg/L (as CaCO3) for Scenario 2B1 sim completely account for dewatering days. Based on mass ba reported by approximately 35%. Therefore, multiply efflue effluent T-P values during operational dewatering.
8 of 291 prings, Arkansas | Crist Engineers, Inc. t Quality – Scenario 2B1 – Operational Dewatering Scenario 2B1 2040 AD Design Flow Rate (QAD) = 16 MGD 2040 7-DA Design Influent Parameters Average Parameter Deviation from Limit (%) Minimum Parameter Deviation from Limit (%) 6 16 16 MGD .5 13.3 28 Degrees C .34 3 2.54 mg/L -80.3% -77.7% .93 4.93 4.91 mg/L -78.1% -78.1% 2.27 - mg/L -77.5% -77.5% - 0.39 mg/L -92.8% -92.8% 1.3 2.27 - mg/L -54.9% -24.9% .392 0.522 0.612 mg/L -53.9% -44.5% .01 3.69 4.41 mg/L - - .05 1.541 0.14 mg/L - - .06 5.23 4.55 mg/L - - .68 6.49 6.47 - -9.1% -7.8% rite exceed 0.5 mg/L. 2 Influent alkalinity increased to 162.5 mulation (stress testing). 2 Modeling does not and cannot alance, it is suspected that T-P values could be under ent T-P value by 1.35 to obtain a closer estimation of
Page 89 Wastewater System Master Plan (WWSMP) – Hot Sp Table 3.24 – Davidson Dr. WWTP Projected Effluent Quality – Dewat Parameter 2018 to 2023 MA Permit Limits MA Planning Permit Limits 7-DA Permit Planning Limits Flow 16 Water Temperature 6. cBOD 10 10 15 3. TSS 15 15 22.5 4. Ammonia (as N) 2 April 3.6 4.1 10.1 - May to October 3.6 3.6 5.4 - November to March 10 10 15 11 Total P (as-P) 1 0.7 1.1 0. Nitrate (as-N) Report Report Report 0 Nitrite (as-N) Report Report Report 0. Nitrate + Nitrite (asN) Report Report Report 0. pH 6 to 9 6 to 9 6 to 9 6. 1 WET testing may be impacted when concentrations of nitr mg/L in lieu of 203.13 mg/L (as CaCO3) for Scenario 2B1 sim completely account for dewatering days. Based on mass ba reported by approximately 35% for operational dewatering concentration value by 1.05 to obtain a closer estimation of
9 of 291 prings, Arkansas | Crist Engineers, Inc. – Scenario 2B Aggregate – Operational and Non-Operational tering Scenario 2B Aggregate 2040 AD Design Flow Rate (QAD) = 16 MGD 2040 7-DA Design Influent Parameters Average Parameter Deviation from Limit (%) Minimum Parameter Deviation from Limit (%) 6 16 16 MGD 5 13.3 28 Degrees C 37 3.03 2.57 mg/L -80.0% -77.5% 91 4.9 4.88 mg/L -78.3% -78.2% 2.21 - mg/L -78.1% -78.1% - 0.38 mg/L -92.9% -92.9% 1.21 2.21 - mg/L -55.3% -25.3% 362 0.42 0.442 mg/L -64.0% -60.4% 3.73 4.34 mg/L - - 04 1.461 0.14 mg/L - - 04 5.19 4.48 mg/L - - 7 6.51 6.5 - -9.5% -8.4% ite exceed 0.5 mg/L. 2 Influent alkalinity increased to 162.5 mulation (stress testing). 2 Modeling does not and cannot alance, it is suspected that T-P values could be under days. Therefore, multiply effluent T-P aggregated f effluent T-P values during operational dewatering.
Page 90 of 291 Wastewater System Master Plan (WWSMP) – Hot Springs, Arkansas | Crist Engineers, Inc. The results of the modeling Scenario 2B are presented in the above table. These results indicate that at that loading scenario, most effluent parameters are approximately 50% below the permitted 7-DA effluent limitation. At 6.5 degrees C, which is projected to be the minimum November through March design temperature, the ammonia (NH3) concentration does increase to within ~25% of the permitted 7-DA effluent limitation. It is unlikely that the cold influent water temperature as it was projected that one year (1978) in 102 years of data sets would have achieved temperatures approaching those minimums. To further stress the proposed system, the magnesium hydroxide feed rate was maintained (i.e., not increased) but the influent ammonia concentration increased by ~25%. As shown in the above table, all effluent pH values achieved ~6.5. Scenario 2C is also represented to include the following operational changes/ modifications to the Davidson Dr. WWTP, represented in the simulation as follows (Influent Flow Rate - Qi = 20 MGD): 2C.1 Total Influent Alkalinity (magnesium hydroxide) a. Alkalinity = 162.5 mg/L as CaCO3 2C.2 Orthophosphate Sequester (sodium aluminate; influent/ aeration basin) a. Sodium aluminate (aluminum) = 0 lbs./ day (as Al+3) 2C.3 Coagulant (ACH; secondary clarifier/ tertiary filter) a. ACH (aluminum) = 0 lbs./ day (as Al+3) 2C.4 Return Activated Sludge (RAS) rate: a. QRAS = 0.38Qi to 0.43Qi b. QRAS Target = 0.40Qi 2C.5 Waste Activated Sludge (WAS) rate: a. QWAS = 0.0100Qi to 0.015Qi b. QWAS Target = 0.0110Qi 2C.6 Sludge Retention Time (SRT) a. SRT = 10 to 13.5 days b. SRT Target = 11.5 days 2C.7 Food to Mass Ratio (F/M) a. F/M = 0.32 to 0.34 b. F/M Target = 0.33 2C.8 Mixed Liquor Volatile Suspended Solids (MLVSS) a. MLVSS = 2,650 to 2,900 mg/L b. MLVSS Target = 2,850 mg/L 2C.9 Aeration Basin Residual Dissolved Oxygen (DO) a. DO = 1 to 2.5 mg/L b. DO Target = 2.5 mg/L (water temperature <15.1 degrees C) c. DO Target = 1 to 2 mg/L (water temperature >15.1 degrees C) 2C.10 Aeration Basin Airflow Rate a. Airflow = 4,650 to 5,250 SCFM 2C.11 Thickener Target Performance a. Total Solids = 3 to 3.5%
Page 91 of 291 Wastewater System Master Plan (WWSMP) – Hot Springs, Arkansas | Crist Engineers, Inc. b. Solids Capture = 95% 2C.12 Aerated Sludge Storage No. 1 Residual DO a. DO Target = 2.0 mg/L b. Supplemental Alkalinity = 1271 lbs./ day as CaCO3 2C.13 Aerated Sludge Storage No. 2 Residual DO a. DO Target = 2.0 mg/L 2C.14 Dewatering Performance a. Total Solids = 21 to 22% b. Solids Capture = 95% 2C.15 Sidestream Treatment Performance a. Total Solids = 2.5% b. Sodium Aluminate (aluminum) = 63 lbs./ day (as Al+3) c. Solids Capture = 96% The general influent parameters of this scenario are 7-DA design flow rate (QAD) = 20 MGD with the 2040 DA design influent parameters. Scenario 2C1 modeling scenario/ operation includes dewatering operation. As currently proposed, dewatering operation is planned for 4 days per week with an operating duration of ~7 hours per day (total of 28 hours per week). The total hours per week is 168, therefore the non-dewatering operation per week is 140 hours. Table 3.25 – Davidson Dr. WWTP Projected Dewatering and Non-Dewatering Operation Per Week – Scenario 2C/ Scenario 2C1 Parameter Value Unit Monthly Proportionate Scenario Operational NonDewatering1 605 Hrs./ Month 0.83 2C Operational Dewatering 122 Hrs./ Month 0.17 2C1 Total Operational 727 Hrs./ Month 1 Using a centrifugal at ~150 GPM at 2500 dry-lbs./ hr. dewatering processing. It should be noted that the thickening operation is continuously operated throughout the operational and non-operational dewatering periods. Scenario 2C represents a non-operational dewatering simulation (i.e., dewatering not being performed) whereas Scenario 2C1 is an operational dewatering simulation.
Page 92 Wastewater System Master Plan (WWSMP) – Hot Sp Table 3.26 – Davidson Dr. WWTP Projected Effluent Q Parameter 2018 to 2023 MA Permit Limits MA Planning Permit Limits 7-DA Permit Planning Limits Flow 2 Water Temperature 6 cBOD 10 10 15 4 TSS 15 15 22.5 6 Ammonia (as N) April 3.6 4.1 10.1 - May to October 3.6 3.6 5.4 - November to March 10 10 15 8 Total P (as-P) 1 0.7 1.1 0 Nitrate (as-N) Report Report Report 0 Nitrite (as-N) Report Report Report 0 Nitrate + Nitrite (asN) Report Report Report 0 pH 6 to 9 6 to 9 6 to 9 6 1 WET testing may be impacted when concentrations of nit
2 of 291 prings, Arkansas | Crist Engineers, Inc. Quality – Scenario 2C – Operational Non-Dewatering Scenario 2C 2040 7-DA Design Flow Rate (Q7-DA) = 20 MGD 2040 AD Design Influent Parameters Average Parameter Deviation from Limit (%) Minimum Parameter Deviation from Limit (%) 20 20 20 MGD 6.5 13.3 28 Degrees C 4.53 3.87 3.22 mg/L -74.2% -69.8% 6.84 6.15 6.16 mg/L -71.6% -69.6% 4.24 - mg/L -58.0% -58.0% - 0.45 mg/L -91.7% -91.7% 8.96 4.24 - mg/L -56.0% -40.3% 0.39 0.39 0.42 mg/L -63.6% -61.8% 0 0.47 3.28 mg/L - - 0.01 1.951 0.18 mg/L - - 0.01 2.42 3.46 mg/L - - 6.71 6.63 6.58 - -10.7% -9.7% trite exceed 0.5 mg/L.
Page 93 Wastewater System Master Plan (WWSMP) – Hot Sp Table 3.27 – Davidson Dr. WWTP Projected Effluen Parameter 2018 to 2023 MA Permit Limits MA Planning Permit Limits 7-DA Permit Planning Limits Flow 20 Water Temperature 6. cBOD 10 10 15 4. TSS 15 15 22.5 7. Ammonia (as N) April 3.6 4.1 10.1 - May to October 3.6 3.6 5.4 - November to March 10 10 15 9. Total P (as-P) 1 0.7 1.1 0. Nitrate (as-N) Report Report Report 0 Nitrite (as-N) Report Report Report 0. Nitrate + Nitrite (asN) Report Report Report 0. pH 6 to 9 6 to 9 6 to 9 6. 1 WET testing may be impacted when concentrations of nitr completely account for dewatering days. Based on mass ba reported by approximately 35%. Therefore, multiply efflue effluent T-P values during operational dewatering.
3 of 291 prings, Arkansas | Crist Engineers, Inc. nt Quality – Scenario 2C1 – Operational Dewatering Scenario 2C1 2040 7-DA Design Flow Rate (Q7-DA) = 20 MGD 2040 AD Design Influent Parameters Average Parameter Deviation from Limit (%) Minimum Parameter Deviation from Limit (%) 0 20 20 MGD .5 13.3 28 Degrees C .61 3.83 3.41 mg/L -73.7% -69.3% .15 6.19 6.21 mg/L -71.0% -68.2% 4.35 - mg/L -56.9% -56.9% - 0.46 mg/L -91.5% -91.5% .31 4.35 - mg/L -54.5% -37.9% .412 0.452 0.562 mg/L -57.0% -49.1% 0.49 3.41 mg/L - - .01 1.961 0.18 mg/L - - .01 2.45 3.59 mg/L - - .69 6.61 6.55 - -10.3% -9.2% rite exceed 0.5 mg/L. 2 Modeling does not and cannot alance, it is suspected that T-P values could be under ent T-P value by 1.35 to obtain a closer estimation of
Page 94 Wastewater System Master Plan (WWSMP) – Hot Sp Table 3.28 – Davidson Dr. WWTP Projected Effluent Quality – Dewat Parameter 2018 to 2023 MA Permit Limits MA Planning Permit Limits 7-DA Permit Planning Limits Flow 20 Water Temperature 6. cBOD 10 10 15 4. TSS 15 15 22.5 6. Ammonia (as N) April 3.6 4.1 10.1 - May to October 3.6 3.6 5.4 - November to March 10 10 15 9. Total P (as-P) 1 0.7 1.1 0. Nitrate (as-N) Report Report Report 0. Nitrite (as-N) Report Report Report 0. Nitrate + Nitrite (asN) Report Report Report 0. pH 6 to 9 6 to 9 6 to 9 6. 1 WET testing may be impacted when concentrations of nitr completely account for dewatering days. Based on mass ba reported by approximately 35% for operational dewatering concentration value by 1.05 to obtain a closer estimation o
4 of 291 prings, Arkansas | Crist Engineers, Inc. – Scenario 2C Aggregate – Operational and Non-Operational tering Scenario 2C Aggregate 2040 7-DA Design Flow Rate (Q7-DA) = 20 MGD 2040 AD Design Influent Parameters Average Parameter Deviation from Limit (%) Minimum Parameter Deviation from Limit (%) 0 20 20 MGD .5 13.3 28 Degrees C .54 3.86 3.25 mg/L -74.1% -69.7% .89 6.16 6.17 mg/L -71.5% -69.4% 4.26 - mg/L -57.8% -57.8% - 0.45 mg/L -91.6% -91.6% .02 4.26 - mg/L -55.7% -39.9% .392 0.402 0.442 mg/L -62.5% -59.7% .00 0.47 3.30 mg/L - - .01 1.951 0.18 mg/L - - .01 2.43 3.48 mg/L - - .71 6.63 6.57 - -10.6% -9.6% rite exceed 0.5 mg/L. 2 Modeling does not and cannot alance, it is suspected that T-P values could be under g days. Therefore, multiply effluent T-P aggregated f effluent T-P values during operational dewatering.