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Design Criteria

The treatment process is designed on the basis of the influent characteristics and effluent requirements listed below. Design flows and loadings were developed in detail in the Preliminary Engineering Study for Wastewater Treatment Plant Improvements, prepared for the Fountain Sanitation District, and dated December 1995. Influent alkalinity, which was initially not well established, was determined for design by testing by the District. Effluent requirements are as set forth in the Districts NPDES permit.

Influent Characteristics

Average Annual Daily Flow (Qava)1.30 mgd
Maximum Month Flow (Qrnax) 1.56 mgd
Peak Hour Flow (Qpeak) 2.73 mgd
BODS 270 mg/1
Total Suspended Solids 280 mg/1
Ammonia Nitrogen 25 mg/1
Total Kjeldahl Nitrogen40 mg/1
Alkalinity (as CaCO3) >300 mg/1
pH7.4 - 8.4

Effluent Requirements

30-Day Avg.7-Day Avg.Maximum/ Minimum
CBODS25 mg/140 mg/1
Total Suspended Solids30 mg/146 mg/1
Total Ammonia (as N) (initial operation)10 mg/1
Total Inorganic Nitrogen (as N) (Future)15 mg/l
pH 6.5 - 9.0
Dissolved Oxygen (minimum) 5.0 mg/1
Fecal Coliform6,000/1 00 ml12,000/100 ml
Total Residual Chlorine (maximum) 0.16 MgA

Treatment facilities have been designed for the maxinwm month average daily flow (Qmax) of 1.56 mgd and an organic loading capacity of 2,928 pounds of 5-day total biochemical oxygen demand. Influent sewers, channels, and process piping carrying full plant flow have been designed with a hydraulic capacity of 5 mgd to facilitate future expansion.