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F , FF2. The st of flow determinations describe the rationale for arriving at a maximum daily effluent \ the Windmill Winery project: Joaquin County Sewage Standards assign 15 gallons per person for a project with events of . However, it is unknown as to how many people may attend any given event. ber of bathroom fixtures(toilets)is proposed to be one men's and one women's for the winery. The Sewage Standards assign 150 gallons per toilet fixture(employee/public use) for a total of 300 gpd. Residential flows are generally assigned 70 gallons/day/person. 3. The total number of parking spaces for the Windmill Winery will be 13 spaces in the front and 23 in the back, for a total of 36. Assigning 15 gallons for each parking space will provide a theoretical 5 gallons for each vehicle with three passengers. Based upon these criteria referenced above, the maximum "average daily flow"(ADF) should be based upon the total number of parking spaces with 15 gallons assigned to each stall: 36 parking stalls x IS gals assigned= 540 gallons per day(gpd). It is acceptable to EHD to incorporate the residential ADF into this 540 gpd from the two bedroom, two bath house. Primary and 100% Replacement Filter Bed Area The filter bed arca is calculated in the procedure described in Section 8.7 of the San Joaquin County Sewage Standards and EHD Document 42-01-004: 1 Calculation Requirements for Commercial Septic SyctPmc: Base Tank Capacity (BTC)= 1,200 gals Lineal Feet of Leachline(LFLL)= 1,200 BTC +540 ADF x 0.225 Soil Factor based on a loam soil at 24 inches below grade where the soil-effluent interface will occur=400 LFLL Filter Bed Area =400 LFLL x 3 (Loam Soil Factor)= 1,200 square feet. The primary filter bed area is proposed to be rectangular in area: 20 ft wide x 60 ft long= 1,200 sq. ft. The manifold is to be center feed as depicted on the Site Schematic. The filter bed area may also correspond with the percolation test results. As referenced above, the�� application rate correlated with the 24 inch deep shallow perc test results of 9.7 mpi translate to an application rate of 0.857 gals/ft'/day. Using the-ADF,of,x,40~,�e find: 540 gpd _ 0.857 gals/ft'/day = 630 sq. ft. Therefore, the filter bed size df 1,200 sq.A. is adequate with a safety factor o ,Aased on the test results obtained. The 1001/t replacchientarefi is directly,56aT.fi of the primary filter bed, in an area designated for reserve parking, and is also to consist of,1,200 sq. ft;' The primary filter bed, and potentially the1100% replacement area filter bed will consist of Quick ' Four Standard Infiltrator Chambers l Si>1'inch spacers must be used in-between the chambers. The pressure laterals will be at the tops of the/ehambers with the effluent trickling down over the louvers. A washed sand must be placed on top of the excavated falter bed at the soil-effluent interface prior to Infiltrator Chamber emplacement. Backfill soil over the chambers should consist of a sandy loam material, with four to six inches of cover soil material over the chambers. A grass-type lawn may be planted over the disposal area so that the plant roots can evapotranspire effluent from the louvers during favorable times of the year. i Chesney Consulting