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determined in the underlying aquifers), where both solutes are in ppm, the result is not cumulative or the sum of the two solutes. Parts per million is a mass ratio (mg per106 mg). For example, the Nr(the resultant average concentration of nitrate-nitrogen in effluent recharge in ppm of NO3-N), was determined to be 1.4 ppm by the Hantzsche-Finnemore Equation. This equals 1.4 milligrams of nitrate in 106 milligrams of water(one liter). If this 1.4 ppm concentration is added to the same volume of water(1 x 106 milligrams) of the concentration determined in the underlying aquifers where the sample was taken from and whose depths are unknown,which was 6.2 ppm NO3-N(27.8 ppm NO3), then the resultant concentration is now: 1.4 milligrams per liter+6.2 milligrams per liter =7.6 milligrams in 2 x 106 milligrams (2 liters, or parts per 2 million) of water. Therefore, to convert back to ppm, the numerator and denominator must be divided by 2 with the result of 3.8 milligrams NO3-N per 1 x 106 milligrams, or 16.9 ppm nitrate NO3. Therefore, the water table mixing layer may undergo a theoretical dilution effect from the percolating effluent and could have a nitrate concentration less than or equal to the underlying aquifers. As noted on the RBF Consulting Site Plans, an exterior wash bay is proposed for the facility,with the wash and rinse water to be disposed of through a leachfield system. The owner of the water treatment system that is proposed to be installed for the facility is Mr. Bill Ellison of Space Age Solutions - Brisbane, California. It is recognized that EHD has specific rules and regulations concerning the discharge of a wash water from the exterior washing of vehicles to the soil environment. Pursuant to EHD's request, technical data concerning this treatment system has been provided in this Report, found in Appendix G. In addition to this attached informational data, Mr. Ellison would like the opportunity to personally present his material to EHD. RECOMMENDATIONS AND MAINTENANCE A maintenance program should be established for the entire wastewater disposal system. As referenced, predicting septic tank pump-out intervals is impossible due to the number of unknowns. These unknowns lead to changes in the quantity, quality and operational parameters of the proposed septic system. It is anticipated to have flielanliZurnped every three years, or pump-out based upon analyzing the scum and sludge c messes after aar of operation. The second maintenance issue will be the washing off of lbi Orenco BioTube fil er periodically,preferably at tank pump-out. A water line with a hose bilib s�ould be installed ear the septic tank location for filter maintenance. A clean-out must be installed on the ABS influent tightline from the Office Building to the septic tank. The location of the clean-out can be wherever convenient. Clean-outs must also be installed at the distal ends of each lateral as noted on the plan schematics. By using a long"bottle-brush" arrangement,the interiors of the laterals can be cleaned of potential scum and slime build-up. A water softener may be installed if so desired since there is very little clay in the soil to"bind-up" from the sodium in water softeners. 16 Chesney Consulting