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) 
Maximum Month Flow (Qrnax) 
Peak Hour Flow (Qpeak) 
BODS 
Total Suspended Solids 
Ammonia Nitrogen 
Total Kjeldahl Nitrogen
Alkalinity (as CaCO3) 
pH
1.30 mgd
1.56 mgd
2.73 mgd
270 mg/1
280 mg/1
25 mg/1
40 mg/1
>300 mg/1
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.

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