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distribution system. The project includes treatment plant improvements for both river and land-based wastewater <br /> effluent disposal because of current and future probable water quality discharge requirements and projected flows. <br /> The proposed project would construct treatment facilities to achieve compliance with water quality limitations <br /> including rapid mixing, flocculation tanks, and wastewater filters to address turbidity requirements and a tertiary <br /> UV light disinfection treatment system to address wastewater reuse requirements. The proposed project would <br /> reach buildout via a two-phase, incremental expansion,with capacity increasing from 9.87 to 17.5 mgd ADWF in <br /> the first phase(Phase IV) and then from 17.5 to 27 mgd ADWF in the second phase (Phase V). The proposed <br /> increase in capacity would be accommodated using the City's long-term effluent disposal strategy of on-site land <br /> application,urban landscape irrigation, and river discharge. The proposed project would also involve the <br /> incremental construction of three new trunk sewers and improvements to the existing collection system. <br /> These elements are described in greater detail below. <br /> 3.7.1 PROJECTED WASTEWATER FLOWS AND LOADS <br /> WASTEWATER FLOWS <br /> Future average daily WQCF flows are predicted using 2003 general plan land use information and wastewater <br /> generation factors established for specific land uses. Future maximum daily and peak hourly WQCF flows are <br /> projected using peaking factors based on WQCF flow data in 2003. Flows predicted for various land uses are then <br /> totaled to estimate the future contribution of the City of Manteca. Future average wastewater flows for Manteca <br /> and Lathrop are anticipated at 23 mgd and 4 mgd at buildout,respectively. The total projected average wastewater <br /> flow to the WQCF is 27 mgd at buildout(City of Manteca 2007). <br /> Hydraulic peaking factors and hourly flow rates were estimated using 2003 WQCF flow data. The hydraulic <br /> peaking factor represents the ratio of maximum hourly flow to ADWF. For planning purposes, an hourly peaking <br /> factor of 2.19 was recommended,representing the greatest"average"peak hour condition observed. Based on <br /> these anticipated future average flows and peaking factors, future maximum day and peak hour flows were <br /> estimated. Future maximum daily flow and peak hourly flow(from both Manteca and Lathrop) are anticipated to <br /> be approximately 36.7 mgd and 59.2 mgd at buildout,respectively. Influent flow rates observed in 2003 and <br /> anticipated future flow rates are summarized in Table 3-1. <br /> Table 3-1 <br /> Summary of Existing and Projected Wastewater Flows (Million Gallons per Day) <br /> Parameter 2003 Buildout <br /> Average Dry-Weather Flow 5.81 27.0 <br /> Maximum Daily Flow 7.86 36.7 <br /> Peak Hourly Flow 15.0 59.2 <br /> Source:Nolte Associates 2007 <br /> WASTEWATER LOADS <br /> Wastewater loads are the amount or concentration of constituents present within the wastewater flow. <br /> Biochemical oxygen demand(BOD),total suspended solids (TSS), and ammonia are wastewater loading <br /> parameters that are measured in the influent and effluent to determine the WQCF's effectiveness in treating raw <br /> wastewater. Anticipated future loadings at buildout are summarized in Table 3-2. <br /> Table 3-2 <br /> EDAW Manteca WQCF and Collection System Master Plans EIR <br /> Project Description 3-16 City of Manteca <br />