Problem 7) Determine the recommended size of a new circular secondary clarifier for an activated-...
Problem 7) Determine the recommended size of a new circular secondary clarifier for an activated-sludge system with a design flow of 26,000 m3 /d with a peak hourly flow of 32,000 m3 /d. Use maximum overflow rates of 33 m3 /m2 /day at design monthly flow and 66 m3 /m2 /day at peak hourly flow. The minimum side water depth is 10 ft (3.1 m), 11 ft for a 50-ft diameter tank, and 12 ft for 100-ft diameter tank or larger.
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Problem 7) Determine the recommended size of a new circular secondary clarifier for an activated-...
1. A circular secondary clarifier (a.k.a. a final clarifier) is to be designed for an activated...
1. A circular secondary clarifier (a.k.a. a final clarifier) is to be designed for an activated sludge treatment plant serving a municipality. The state regulatory agency criteria for final clarifiers used for activated sludge are: Peak SOR = 1,200 gal/day-ft2 Average SOR = 500 gal/day-ft2 Peak solids loading 50 lb/day-ft Peak weir loading-30,000 gal/day.ft The average flow to the aeration basin prior to junction with the recycle line is 3.5 MGD ·The recycled sludge flow is 30 percent of the...
Primary clarifier is to be designed for a municipal wastewater treatment plant with a flow of 416...
primary clarifier is to be designed for a municipal wastewater treatment plant with a flow of 4160 m/d and peak flow during the day of 3.10 times the average hourly flow. Pertinent data are: peak overflow rate 73.3 m/d.-m2, maximum peak weir loading 373 m3/d-m, and minimum tank depth 2.13 m. Determine: A. The clarifier diameter B. The side water deptlh C. The peak weir loading. Is it acceptable? D. The percent suspended solids removal on the basis of the...
An activated sludge (AS) process is designed to treat 6000 people with a per capita contribution...
An activated sludge (AS) process is designed to treat 6000 people with a per capita contribution of 0.17 lb BOD5/ cap-day. The AS process receives flow from a primary clarifier with a BOD5 removal efficiency of 33%. The allowable solids loading rate is 40 lb BOD5/day per 1000 cubic feet of aeration basin. Determine the following: a) Aeration basin volume (cubic feet) b) Diameter of circular clarifier with a side-water depth of 10 feet.
Design a circular primary sedimentation basin for a town with a population of 45000 people. Assume...
Design a circular primary sedimentation basin for a town with a population of 45000 people. Assume the wastewater flow is 400 L/person/d. a) Design the tank for a nominal detention time of 2 hrs at an average overflow rate of 36 m3/ m2/d. b) Determine the tank depth and diameter given the tanks can be constructed in diameter increments of 1 m and depth increments of 0.5 m. c) Repeat the design considering 2 tanks. d) Prepare a summary table...
(30 points) A completely mixed activated sludge system comprised of an aerated reactor and a secondary clarifier with sludge return is going to treat 15,000 m/d of industrial wastewater. Th...
(30 points) A completely mixed activated sludge system comprised of an aerated reactor and a secondary clarifier with sludge return is going to treat 15,000 m/d of industrial wastewater. The primary effluent going to the reactor has a BODs of 1,100 mg/L that must be reduced to 150 mg/L prior to discharge to a municipal sewer. The pilot study was conducted and generated the following results: 3. Mean cell residence time- 5 day, MLSS concentration in the reactor 7.200 mg/L...
A wastewater treatment plant that treats wastewater to secondary treatment standards uses a primary sedimentation process...
A wastewater treatment plant that treats wastewater to secondary treatment standards uses a primary sedimentation process followed by conventional activated sludge process composed of covered aeration tanks and secondary clarifiers. You are asked to calculate the different operation parameters to make sure that the system is operated within normal process ranges listed in the reference tables below. Table 5-20 Typical design information for primary sedimentation tanks U.S. customary units Item Unit Range Typical Primary sedimentation tanks followed by secondary treatment...
Secondary Treatment Based on a plant flow rate of 40 mgd, design an activated sludge, secondary t...
Secondary Treatment Based on a plant flow rate of 40 mgd, design an activated sludge, secondary treatment system with recycle which maintains a MLVSS = 2,000 mg/L in the aeration reactor and has an average Solids Retention Time (SRT)-4 days. The biota kinetic constants are Kinetic Coefficients for the Activated-sludge Process for the Removal of Organic Matter from Domestic Wastewater Endogenous Decay Coefficient- k(d) 0.1 Half-velocity constant- K(s VSS/qVss-da 15 Mg/L bsCOD Max. Specific Substrate Utilization Rate-k 6 G bsCOD/gVSS-da...
A complete-mix activated sludge system is used to treat municipal wastewater after primary sedime...
A complete-mix activated sludge system is used to treat municipal wastewater after primary sedimentation at 20 °C with MLVSS concentration of 2000 g/m3. The discharge standard for soluble BOD, concentration in the effluent is 0.5 g/m. The characteristics of the primary influent are: flow Q -2000 m'/d, soluble BOD -200 g/m3, Using these data and the kinetic coefficients in following, determine 1. Theoretical solids retention time (SRT) in unit of days 2. Pk vss in unit of kg VSS/d 3....
9.9 Design an aerated grit chamber system to treat a 1-day sustained peak hourly flow of...
9.9 Design an aerated grit chamber system to treat a 1-day sustained peak hourly flow of 1.6 m/s with an average flow of 0.65 m/s. See Table 9.4 for design guidance. Determine: a. The grit chamber volume (assuming two chambers will be used) b. The dimensions of the two grit chambers. c. The average hydraulic retention time in each grit chamber. d. Air requirements, assuming 0.20 m of air per m length of tank per minute. e. The quantity of...
Using the values provided in Table 21-1, minimum sewage elevation in interceptor of 112.60 m, maximum...
Using the values provided in Table 21-1, minimum
sewage elevation in interceptor of 112.60 m, maximum sewage
elevation in interceptor of 112.80 m, discharge elevation to
stilling well of 116.40 m, an average design flow of 8,600
m3/d, peaking factor for peak hour of 2.8 and minimum
factor of 0.49.
A. Determine the most efficient screw pump diameter
(in m)
B. How many flights are recommended
C. How many pumps are recommended in the final design?
Typical/comment TABLE 21-1 Typical...
1. A circular secondary clarifier (a.k.a. a final clarifier) is to be designed for an activated sludge treatment plant serving a municipality. The state regulatory agency criteria for final clarifiers used for activated sludge are: Peak SOR = 1,200 gal/day-ft2 Average SOR = 500 gal/day-ft2 Peak solids loading 50 lb/day-ft Peak weir loading-30,000 gal/day.ft The average flow to the aeration basin prior to junction with the recycle line is 3.5 MGD ·The recycled sludge flow is 30 percent of the...
primary clarifier is to be designed for a municipal wastewater treatment plant with a flow of 4160 m/d and peak flow during the day of 3.10 times the average hourly flow. Pertinent data are: peak overflow rate 73.3 m/d.-m2, maximum peak weir loading 373 m3/d-m, and minimum tank depth 2.13 m. Determine: A. The clarifier diameter B. The side water deptlh C. The peak weir loading. Is it acceptable? D. The percent suspended solids removal on the basis of the...
(30 points) A completely mixed activated sludge system comprised of an aerated reactor and a secondary clarifier with sludge return is going to treat 15,000 m/d of industrial wastewater. The primary effluent going to the reactor has a BODs of 1,100 mg/L that must be reduced to 150 mg/L prior to discharge to a municipal sewer. The pilot study was conducted and generated the following results: 3. Mean cell residence time- 5 day, MLSS concentration in the reactor 7.200 mg/L...
A wastewater treatment plant that treats wastewater to secondary treatment standards uses a primary sedimentation process followed by conventional activated sludge process composed of covered aeration tanks and secondary clarifiers. You are asked to calculate the different operation parameters to make sure that the system is operated within normal process ranges listed in the reference tables below. Table 5-20 Typical design information for primary sedimentation tanks U.S. customary units Item Unit Range Typical Primary sedimentation tanks followed by secondary treatment...
Secondary Treatment Based on a plant flow rate of 40 mgd, design an activated sludge, secondary treatment system with recycle which maintains a MLVSS = 2,000 mg/L in the aeration reactor and has an average Solids Retention Time (SRT)-4 days. The biota kinetic constants are Kinetic Coefficients for the Activated-sludge Process for the Removal of Organic Matter from Domestic Wastewater Endogenous Decay Coefficient- k(d) 0.1 Half-velocity constant- K(s VSS/qVss-da 15 Mg/L bsCOD Max. Specific Substrate Utilization Rate-k 6 G bsCOD/gVSS-da...
A complete-mix activated sludge system is used to treat municipal wastewater after primary sedimentation at 20 °C with MLVSS concentration of 2000 g/m3. The discharge standard for soluble BOD, concentration in the effluent is 0.5 g/m. The characteristics of the primary influent are: flow Q -2000 m'/d, soluble BOD -200 g/m3, Using these data and the kinetic coefficients in following, determine 1. Theoretical solids retention time (SRT) in unit of days 2. Pk vss in unit of kg VSS/d 3....
9.9 Design an aerated grit chamber system to treat a 1-day sustained peak hourly flow of 1.6 m/s with an average flow of 0.65 m/s. See Table 9.4 for design guidance. Determine: a. The grit chamber volume (assuming two chambers will be used) b. The dimensions of the two grit chambers. c. The average hydraulic retention time in each grit chamber. d. Air requirements, assuming 0.20 m of air per m length of tank per minute. e. The quantity of...
Using the values provided in Table 21-1, minimum
sewage elevation in interceptor of 112.60 m, maximum sewage
elevation in interceptor of 112.80 m, discharge elevation to
stilling well of 116.40 m, an average design flow of 8,600
m3/d, peaking factor for peak hour of 2.8 and minimum
factor of 0.49.
A. Determine the most efficient screw pump diameter
(in m)
B. How many flights are recommended
C. How many pumps are recommended in the final design?
Typical/comment TABLE 21-1 Typical...
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