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r Network Discharge_Rate (NDR)For Each Filter Bed'Cell = 50.8 gpm Manifold for Each Filter Bed Cell = 1.0" Sch. 40 PVC, 43.3 ft length Transport Lines(6)from Pump Chamber to Manifolds — 1.25" Sch. 40 PVC Estimated Total Dose Volume TDV For Each Cell: 0.041 gals/ft x 34 ft x 13 laterals= 18 gals x 10 times lateral void volume= 180 gals 1.0" x 43.3 ft manifold=0.041 gals/ft x 43.3 ft 1.8 gals Transport line= 1.25"=0.041 gals/ft x 100 ft max=4.1 gals 180:+ 1.8 +4.1 = 186 gals/dose- 50.8 gpm =3.7 min/dose 2,493 gpd ADF- 186 gals/dose= 13.4 doses/day, or approximately seven doses for each pump and .13.4 doses/day_6 Cells=.2.2 doses/cell/day. . Monitorin2 of the Chambered Filter-Beds:Monitoring of effluent within the chambers shall be with four- inch PVC risers in the middle of each row of chambers, for a.total of.13 rows ofchambers/cell x 6 cells= 78 monitoring ports within the entire filter bed area. The monitoring ports are to-be four-inch PVC riser tubes, extending from the tops of the chambers to two feet above finished grade, with a screw type cap installed hand-tight. The PVC tubes are to be screwed to existing collar on top'of each chamber with stainless steel .screws. These observation tubes can be used-to check for effluent pooling and/or.unpredictable soil phenomena. IV. CONCLUSIONS, RECOMMENDATIONS.-AND MAINTENANCE SSS§ 5.4. The soils underlying the proposed chambered filter bed disposal area, referenced in this study as the "Potential West Side Disposal Area" show acceptable, albeit varied permeability. Only.a 48-inch deep perc test had unacceptable percolation out of six percolation tests and one backhoe test trench permeability test. Hardpan soil structure encountered in-the percolation drilling and backhoe test excavation procedures unquestionably influenced the percolation test results. Although the disposal area was ripped to eight feet prior to-planting-the vineyard, the hardpan strata have reformed and re-compacted, as observed. SSS§ 6.8. The AveQe2,493 y Flow t the highest anticipated time of the year- during harvest and crush, is calculatedit gals/ ay. The average Application Rate throughout:the tested soilprofile was 0.487.gaa average Application Rate of 0.517 gals/ft'/day was observed at the anticipated soil-effluent interface. Given the proposed number of chambers is to be 624, with an area under each chamber at 9.33 ft2, then the total area under_ the entire chambered disposal area= 624 x 9.33 = 5,822 ft2. The theoretical effluent volume that can be managed by the soil profile is: 0.487 gals/ft'/day x 5,822 ft' = 2,835 gals/day, 12% above the calculated maximum ADF. if the maximum ADF is distributed equally throughout the chambered system, we find: 2,493 gpd- 5,822 ft' = 0.428 gals/ft2/day of effluent applied, roughly equivalent to the acceptance rate fo the soil profile. O Considering the conservative criterion for a Long-Term Application Rate {LTAR) of 0.200 gals/ft2/day,this will theoretically manage an effluent volume of: 0.200 gals/ft'/day x 5,822 ft2 = 1,164 gals/day. 20 Chesney Consulting