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fFValues and Assumptions: 31,025 gals/yr=4,148 cu ft = 0.29 in/yr 3.90 ac x 43,560 sq ft/Ac x(I ft/12 in)(Parcel 13 acreage exclusively=3.90 Ac) = 90 mg N/L d = A denitrification factor of 39%was observed through soil analysis. R = 8.82" Nb= Assumed to be 0.1 ppm NO3-N 0.29 in/yr x(,90 mg N/L) 0 -0.39)+(8.82 in/yr x 0.1 m L) Nr = (0.29 in/yr+ 8.82 in/yr) Nr = 1.9 ppm as nitrate-nitrogen (NO3-N); 8.3 ppm as nitrate. IV. O.W.T.S. OPERATIONAL PARAMETERS AND COMPONENTS A. PROPOSED SYSTEM DESIGN AND OPERATION Influent wastewater generated from the proposed Restroom building will flow into a traffic-rated, 1,200 gallon P&L Concrete, Inc. septic tank to be installed adjacent to the handicap parking stall. Effluent will flow through a tightline to a three-hole d-box and then flow into a leachline. Due to the limited area for effluent disposal, a single, 2 ft wide x 100 ft long leachline, is to be installed under EHD Code in the 10 ft wide landscape strip, as illustrated on the OWTS Design/Schematic Plans in Appendix H. Consideration should be given to installing a disconnected tight line, south from the D-box, installed under the proposed driveway to eventually serve the 100%replacement area when needed. This will prevent disturbing the driveway pavement. The leachline area will be barricaded by a curb on the east side of the 10 ft wide landscape area and by a chain-linked fence on the west side of this area. This will prevent vehicles from driving over or parking in the leachline area. The 100% reserve/replacement area is identical to the primary disposal area, and is directly south of the primary area, as illustrated on the OWTS Plans. B. SEPTIC TANK Septic tanks store accumulated sludge, scum and effluent (clear zone) volumes, which in turn affect treatment of nitrogen within the tanks. The following equation is used to determine Detention Time based on the maximum inflow volume that can be expected on any given day: Detention Time= 1,200 gal tank capacity x 0.70(30%volume lost to sludge/scum accumulation)=6.6 day 1.5 (Peaking Factor)x 85 gpd(ADF) Page -5 JJ - Chesney Engineering, Inc.