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Preliminary Engineering Report - Fauquier County

Preliminary Engineering Report - Fauquier County

out may be 20 to 25

out may be 20 to 25 years in the future. The anticipated future uses for this property are summarized in Table 7. TABLE 7 Future Uses of the Stafford Property Wastewater Usage Number Consumption Calculation Total Daily Flow (gallons/day) Onsite staff working full days at the site 63 63 persons X (10 gallons per capita day) 630 Staff Checking in and out only onsite and working offsite (Note: only 20% of time estimated to be onsite) 253 253 persons x 2 flushes per day x 2 gallons/flush = 1,011 gpd. N:\18469-000\Engineering\Reports\April 2012 PER\18469 PER Treatment System 7-31-2012_AM.docx 1,011 Visitors to site 20 Assume 200 gpd 200 Bus wash facility 25 busses/day 25 buses/day x 20 gallons/wash 500 Contingency For Potential Additional Uses = 600 Total Daily Planning Level Demand Projection = 3,000 The total existing and future sanitary and leachate flows to the treatment system are summarized in Table 8. Since the Stafford Property is planned well into the future, it is proposed that a 10,000 gallon per day post-treatment system be provided for Phase I with a second 10,000 gallon per day train to be added in the future. TABLE 8 Existing and Future Flows to the Post-Treatment System Usage Average Daily Flow (gpd) Landfill leachate (initial Phase I) 8,800 Landfill site planned restroom facilities (initial phase) – sanitary flow 750 Potential Future Stafford Property Flows (future phase) – sanitary flow 3000 VI. DESIGN CRITERIA Based on the current performance of the existing pre-treatment system as shown in Table 1 a new posttreatment stage is proposed to meet the requirements for water reuse. The design influent loading to the new post-treatment system will be based on the effluent characteristics of the existing pretreatment system. The treatment criteria for the new system are summarized in Table 9. The influent characteristics account for the small sanitary flow stream from the planned restroom facilities. The design flow rate to the post-treatment system is assumed to be at a constant rate as the leachate flow is equalized and pumped from the pre-treatment pond. Page 11

TABLE 9 Post-treatment System Design Criteria Parameter Influent Influent Loading Effluent – Level 1 Effluent – Level 2 Flow 10,000 gpd 10,000 gpd - - BOD 50 – 100 mg/L 4 – 8 #/day < 10 mg/L < 30 mg/L TSS 50 – 100 mg/L 4 – 8 #/day - < 30 mg/L Turbidity - < 2 NTU - TKN 15 (75 1 ) mg/L 1.3 #/day - - Ammonia 10 (50 1 ) mg/L 0.8 #/day - - Nitrate 200 – 300 mg/L 17 – 25 #/day - - Total Nitrogen 250 – 300 mg/L 21 – 25 #/day DEQ 2 DEQ 2 Total Phosphorus 2 mg/L

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