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C. 100% REPLACEMENT/RESERVE AREA If the replacement area should need to be activated, it can be installed directly north of the primary disposal field, as noted on the plans. The replacement area is to be a square filter bed construction, with the same square footage as the primary filter bed. D. OPERATIONAL PARAMETERS AND COMPONENTS SSS§ 3.7. The design of the filter bed disposal system is based upon the factors for efficient operation, disposal field longevity, and environmental protection. An overview of the system operation to serve the proposed facility is as follows: Influent from the unisex Restroom will gravity flow into a P&L Concrete, Inc. standard precast, 1,200 gallon septic tank. A Polylok, Inc. PL-68 effluent filter is to be installed at the outlet of this tank. Clarified effluent will gravity to a P&L Concrete, Inc. three-hole Distribution box (D-box), where the effluent will be equally distributed between two, 35 ft long leachlines, spaced 10 ft apart and with capped ends. A minimum of 12" of washed drain rock is to be placed under the perforated pipe, extending 2" above the perforated pipe. Geotechnical fabric to be placed over the drain rock and backfilled to grade with native soil. V. CONCLUSIONS AND RECOMMENDATIONS NLS§ 4.1. The nitrate loading calculations show the effluent from the proposed project will have a negligible effect on the nitrate loading emanating from the entire subject parcel. An analysis of the nitrogen content of the adjacent almond orchard soil which comprises almost all of the subject parcel area found that the trees have been efficiently fertilized with nitrogen, as noted: A composite soil sample from five separate locations of the orchard floor found the root zone (0-12 inches deep) soil nitrate-nitrogen content to be 2 ppm vs. 18 ppm under the filter bed area. SSS§ 5.4, 6.8. The soils underlying the proposed filter bed area show a rapid permeability due to the sandy loam (silty sand) soil texture. Applying the effluent uniformly by capping the ends of the two standard perforated leachline pipes and laying them level, thus forcing the application of effluent relatively equally over the filter bed area will allow optimum effluent management by the receiving soils. The application rate was determined from the 10.9 min/in perc rate to be 0.786 gallons/ft2/day. The filter bed area is to be 740 ft2 of floor area. Therefore, the filter bed can theoretically manage: 0.786 gallons/ft2/day x 740 ft2 = 582 gpd. NLS§ 4.2, SSS§ 6.7. No potential problems are predicted from this proposed Onsite Wastewater Treatment System (OWTS). Equal distribution of effluent will create the best environment for effluent treatment by creating anaerobic microsites in combination with the medium organic matter Page -7- Chesney Consulting