Design a wastewater treatment primary clarifier for an average flow rate of 1.10 MGD, and a peak hourly flow rate that is 3.1 times the average flow rate. Pertinent parameter values selected for design include a peak hourly overflow rate of 1800 gpd/ft2 , maximum hourly weir loading rate of 30,000 gpd/ft, minimum tank depth of 7.0 ft. Determine; a. Minimum clarifier diameter (ft). b. Clarifier diameter (ft) if collector mechanisms are available only in 5.0 ft increments of diameter. c. An appropriate side water depth (ft), i.e., the tank depth excluding the coneshaped bottom. d. If the peak hourly weir loading rate is acceptable when using a peripheral weir.
Design a wastewater treatment primary clarifier for an average flow rate of 1.10 MGD, and a peak hourly flow rate that is 3.1 times the average flow rate. Pertinent parameter values selected for design include a peak hourly overflow rate of 1800 gpd/ft2 , maximum hourly weir loading rate of 30,000 gpd/ft, minimum tank depth of 7.0 ft. Determine; a. Minimum clarifier diameter (ft). b. Clarifier diameter (ft) if collector mechanisms are available only in 5.0 ft increments of diameter. c. An appropriate side water depth (ft), i.e., the tank depth excluding the coneshaped bottom. d. If the peak hourly weir loading rate is acceptable when using a peripheral weir.
Question
Design a wastewater treatment primary clarifier for an average flow rate of 1.10 MGD,
and a peak hourly flow rate that is 3.1 times the average flow rate. Pertinent parameter
values selected for design include a peak hourly overflow rate of 1800 gpd/ft2
, maximum
hourly weir loading rate of 30,000 gpd/ft, minimum tank depth of 7.0 ft. Determine;
a. Minimum clarifier diameter (ft).
b. Clarifier diameter (ft) if collector
increments of diameter.
c. An appropriate side water depth (ft), i.e., the tank depth excluding the coneshaped bottom.
d. If the peak hourly weir loading rate is acceptable when using a peripheral weir.
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