SU0001199 SSNL - Laserfiche WebLink

Home Browse Search

w, h C FF1 4 m NIL 1 - 0.35 + 6 in/ r x O.I m /L (1.49 in/yr+ 6 in/yr) itrate-nitrogen (NO3-N) or 42.9 ppm as nitrate (NO3) 27.people for Parcel 3 As referenced, the septic system for Parcel 1 has been installed. It may be a possibility that due to area constraints, filter beds must be installed for Parcels 2 and 3. Landscaping grasses m to absorb a percentage of the nitrogen in the effluent pumped to the filter bed Most plants be used e d only two forms of nitrogen: nitrate and ammonium (NH4). Approximately 75% of conventionally treated septic effluent is ammonium. However, the proposed septic systems will discharge under the MCL for nitrate of 10 ppm nitrate-nitrogen or 45 ppm nitrate. Therefore, percentages of the maximum nitrate concentration in the effluent will be correlated with the amount estimated to be synthesized by landscape plants: For six months out of each year(April-September), it is theorized the plants will use 50% of available nitrate molecules emanating from the treated septic effluent (the remaining 50% is lost to denitrification, immobilization and leaching). The colder months of the year, the plants may synthesize 20% available nitrate. Consequently, an additional 35% (50% + 20% - 2 = 35%)reduction in nitrate concentrations may occur: (45 ppm nitrate max - 13% reduction in people= 39 ppm NO3 - 35%reduction from landscape grasses =25.4 ppm NO3 potentially entering groundwater, or 56.3% of the MCL. C. SEPTIC SYSTEM COMPONENTS The design of future septic systems for each Parcel is based upon the factors of operation, longevity, and environmental protection. The San Joaquin County Environmental Health Department will stipulate design requirements for environmental protection. SEPTIC TANKS Septic tanks affect the sludge, scum and effluent volumes, which in turn affect treatment of nitrogen within the tanks. Typically, the volumetric capacity of septic tanks serving commercial facilities should be equal to approximately 5 times the daily flow ADF average daor Q ) g Y ( AVE . In the following equations, the numerical value times the QAVI the peaking value (PF) correlate with the PUMP-out time interval in yrs. The peaking value is normally taken to be 1.5 for commercial projects: SEPTIC TANK CAPACITY EXAMPLE FOR PARCEL 1: Recommended tank capacity for a pump out interval of three yrs: 2.8(QAVL) x Peaking Factor (PF) =2.8(18 people x 15 gals/day =270) x 1.5 = 1,134 gal tank capacity required: Use one - 1,200 gallon tank (Existing) 9 valley gig Research