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ti./ <br /> Parameters representative of conditions at the site are selected as follows: <br /> South of MW-6 <br /> K = 1580 ft/yr(4.32 ft/day) <br /> (II I/dL = 0.002 fl/fl <br /> n = 0.20 <br /> North of MW-6 <br /> K = 1580 ft/yr(4.32 fl/day) <br /> (Ii i/dL = 0.0006 ft/ft <br /> n = 0.20 <br /> The hydraulic conductivity is taken from results of the pumping test in MW-4A. 1-he hydraulic <br /> gradient is chosen from the average of solutions of three-point problems based on observed <br /> groundwater table elevations presented in former reports. 77ie porosity is typical for sands and <br /> gravels. <br /> South of MW-6 <br /> V= 1580 (ft/yr) * 0.002 * 1/0.20 <br /> V = 15.8 (ft/yr) <br /> North of MW-6 <br /> V= 1580 (ft/yr) * 0.0006 * 1/0.20 <br /> V = 4.7 (ft/yr) <br /> The aquifer flow discharge (Q) from the aquifer south of MW-6 (the area of highest chloroform <br /> concentration), is equal to the specific discharge (K di-i/dL) times the cross-sectional area (A) of <br /> aquifer perpendicular to flow. The cross sectional area is chosen to be the vertical plane striking <br /> northeast and extending 300 feet either side of a line between MW-4A and MW-6. The depth of <br /> the aquifcr is undetermined, however no contamination is detected beneath 117 feet. For this <br /> reason, the saturated thickness above 1 17 feet, approximately 50 feet, is chosen as a conservative <br /> estimate of the depth of the cross sectional area through which flow should be considered. <br /> Q = A K dll/dL (2) <br /> where: <br /> Q = flow discharge <br /> A = 600 feet wide x 50 feet <br /> K= 1580 ft/yr <br /> di l/d I.=0.002 ft/ft <br /> Substituting into equation (2) we have the following value for Q: <br /> Q = 94,800 ft'/yr <br /> Q = 2.2 acre-feet/yr <br /> Q = 1.3 gpm <br /> %'S N�4 <br /> 5 CONDOR <br />