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System network head= 1.3 (conv. factor)x distal pressure 5 ft=6.5 ft Elevation distance between the pump and the highest elevation of the distribution network =5.0 ft Friction loss in force main =3 ft(50 ft of force main+manifold)+add-on friction loss of 5 ft= TDH= 6.5 +5+8=20ft E. MONITOrG Four inspection ports or observation tubes are to be installed within the mound system to observe the sand filter/soil-effluent interface for effluent ponding. The tubes are to be 4 in.dia PVC,and can be"inverted __tees"_er-stiaaight pipes. The pipes must be perforated through the sand and aggregate media and be installed at the time of sand importation. Four-inch screw-on caps(preferable),or caps with notches in them for easy removal must be installed on all four observation tubes. If it is determined at some point in the future that mounding effects,etc. are preventing proper effluent treatment and disposal,and there is direct observation of standing effluent in the monitoring tubes,the 100% / replacement area must be constructed and activated. V. CONCLUSIONS, RECOMMENDATIONS AND MAINTENANCE The soils underlying the proposed mound system disposal area for the expansion of the Gurdwara Gur Nanak Parkash show very slow permeability: For the long-term acceptance rate,the permeability of the soils will no doubt slow based on the factors described in this report. This predicted slowing of permeability also includes historical evidence based on repairs/replacements/additions in this locale, biomat formation,groundwater table influences and the characteristics of future effluent wastewater flows. The Average Daily Flow is calculated tZ�!?,400 gals/da from the future Darbar and Langar Halls and the existing Assembly Hall Building. The average application rate of the top three ft of disposal area soil is presently 0.347 gals/ft /day. With a mound system basal area of 15,050 ft ,the soil-effluent interfac - a should accept and manage the anticipated maximum effluent flow: 15,050 ft'x 0.347 gals/ft2/day=5 222_ gpd. Even with a Long-Term Acceptance Rate of 0.2 gals/ft/day still gives a manageable ADF of: 15,050 ftZ x 0.2 gals/W/day 3 010 The nitrate loading potential as calculated oPage-10 indicates the percolating effluent is predicted to have a resultant nitrate-nitrogen concentratio oo 8.0 ppm�'his concentration is 80%of the Maximum Contaminant Level(MCL) limit for nitrat�itregen n drinking water. The variables used in the nitrate loading calculations,or variables that can influence nitrate loading are well-documented. For example,the use of 113 mg N/L,which was determined from actual septic tank effluent from three Houses of Worship in San Joaquin County,is a much higher nitrogen concentration than those concentrations published in the sources referenced in Table 3. Secondly,various researchers place the nitrogen reduction occurring in septic tanks at 10%to 20%. From the May 8,2003 Symposium"Onsite Wastewater Treatment-Nitrogen Removal,"Dr. Stuart Oakley of Chico State University stated that"approximately 20%of the total nitrogen generated is removed in the septic tank." Thirdly, it has been well-documented that mound systems can reduce nitrate-nitrogen concentrations by 40%or more,by promoting nitrification of the effluent within the aerobic sand filter media,and then having denitrification occur within the anaerobic native clay soils. 14