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 Nitrogen | 40 mg/1 |
| Alkalinity (as CaCO3) | >300 mg/1 |
| pH | 7.4 - 8.4 |
Effluent Requirements
| 30-Day Avg. | 7-Day Avg. | Maximum/ Minimum | |
|---|---|---|---|
| CBODS | 25 mg/1 | 40 mg/1 | |
| Total Suspended Solids | 30 mg/1 | 46 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 Coliform | 6,000/1 00 ml | 12,000/100 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.