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River Islands Development at Lathrop January 2021 <br /> FINAL River Islands Non-Potable Water Technical Report Rev 2 #6520 <br /> 5.2 Steady State Analysis Results— Peak Month Irrigation Demands <br /> Figure 5-2, Figure 5-3, & Figure 5-4 shows the steady state analysis results with the 8-inch P Street Main <br /> increased to a 16-inch main, as recommend in Section 5.1. The pipe velocities, headloss gradients(in feet <br /> of headloss per every 1000-feet)and junction pressures (in psi) under PMID are shown in these figures as <br /> well. Table 5-1 shows the specific minimum and maximum values for the model and their corresponding <br /> location. <br /> Table 5-1: Steady State Analysis Results— Peak Month Irrigation Demands <br /> City <br /> Model Result Category Unit Result Requirement Location/Notes <br /> Minimum Pipe Velocity ft/s 0.01 None Several locations <br /> Maximum Pipe Velocity ft/s 4.80 10 16-inch transmission main under <br /> P Street in Phase II. <br /> Minimum Headloss Gradient ft/1000ft 0.001 None Several Locations <br /> Maximum Headloss Gradient ft/1000ft 0.005 None 16-inch transmission main under <br /> P Street in Phase ll. <br /> Junctions located at the eastern <br /> Minimum System Pressure psi 68 45 edge of River Islands Parkway <br /> near the Bradshaw Crossing <br /> Bridge. <br /> Maximum System Pressure psi 80-81 80 Junctions in the larger <br /> distributions. <br /> Flow Supplied gpm 9,603 Required RW Supply <br /> Flow Demand gpm 9,603 Peak Month Irrigation Demand <br /> over an 8-hour irrigation window <br /> Flow Stored' gpm 0 <br /> Notes: <br /> 1. There are no specific storage tanks/pond in the NPW distribution system as the Lakes will serve as a <br /> secondary source of water. <br /> 22 <br />