Here we have,
Rate of flow,Q = 3 MGD = 3×10⁶ gal/day
Overflow rate,OFR = 1000 gal/day-ft²
Depth of clarifier,D = 12 ft
Length of clarifier,L = 100 ft.
Now Required area of clarifier is given by,
As we have the length of clarifier equal to 100 ft,thus
Thus width of clarifier is 30 feet.
A single primary clarifier is being designed for a new 3 MGD wastewater treatment plant. The...
A wastewater treatment plant receives an average of 4.5 MGD of wastewater flow. Two rectangular primary clarifiers operating in parallel will treat the flow. If the overflow rate is 700 gpd/ft2 and the depth of the clarifier is 10 ft, Determine: a) the dimensions of each clarifier assuming L:W ratio = 5:1. b) the detention time of each clarifier (in days).
Penn State’s wastewater treatment plant handles 10 MGD. The influent to the primary clarifier has 400 mg/L solids. The primary clarifier does a great job of removing solids, taking out 27%. The sludge flows at a rate of 0.01 MGD. a. What is the solids concentration of the primary clarifiers sludge? B. What total mass of solids (in kg/year) heads to the landfill from the primary clarifier?
Given: There is a wastewater treatment plant that has a Primary Clarifier, Activated Sludge, Secondary clarifier and the average daily flow was 1 mgd. Calculate the volume needed if the activated sludge is 24 hours 10 Mgal 100 Mgal 1 Mgal 1000 Mgal
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...
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...
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...
EXAMPLE 6.8 Sizing a Primary Clarifier A town of 30,000 sends 0.5 m3 of wastewater per person per day to the waste- water treatment plant. A conventional circular primary clarifier would be designed to have an average detention time of 2.0 hours and an average overtlow rate of 40 m/d, whereas a high-rate clarifier would have an average overflow rate of 1,500 m/d. a. What would be the dimensions of the conven tional clarifier? Ab Db b. How much area...
The average flow rate at a small sewage treatment plant is 20,000 m3/d. Design rectangular primary clarifier with a channel width of 6 m. Use minimum two clarifiers, an overflow rate of 40 m3/m2-day and a side water depth of 4 m.
A community wastewater treatment plant has an average discharge flow rate of 3.5 MGD (million gal per day) with a BOD5 concentration of 28 mg/L. The stream receiving the discharge has a flow rate of 12 ft3 /s and a BOD5 of 11 mg/L. You may assume k = 0.18 d -1 . a. Determine the BOD5 immediately after the streams have mixed. b. Determine the BODu for the stream after the streams have mixed. c. Downstream of the discharge...
Water and Wastewater Treatment
SP-WATER TREATMENT PLANT SEDIMENTATION BASIN Design a rectangular, horizontal flow sedimentation process for a water treatment plant for turbidity removal Design Maximum Day Flow-20,000 m2ld Two parallel sedimentation tank, each designed for half of the total flow Depth 4.5 m, Width 6 m, Surface Overflow Rate 50 m/day Chain and flight sludge collector will be used, hence the limiting width of 6 m. Minimum Hydraulic Retention Time (detention time) 2 hrs Maximum weir rate 250 m/day/m...