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<br />~ <br /> <br />~ <br /> <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br /> <br />similarly separate the aquifers in each drainage. As can be seen, the pro- <br />posed wells are located in an area where the alluvium is approximately 35 <br />feet thick, Another possible location of the wells might be near the Moun- <br />tain View Cemetary as the results of the water quality tests at the existing <br />well indicates low nitrates. However, the cemetary is located near the bed- <br />rock barrier between the two drainages and the depth of the alluvium would <br />most likely be very shallow and the potentia]' yield might not be sufficient for <br />the Town's needs, Further investigations into this possible well location, as <br />well as others, will be made during the final design of the proposed improvements. <br />The following presents the necessary improvements for the new wells <br />and transmission piping: (Phase A of proposed improvements) <br />1. Two wells approximately 50 feet deep. <br />2. Two Reda Submergible Pumps (NN65-G-7~ HP) which supplies 108 gpm <br />at 200 feet of head. Operating range is 180-300 feet. <br />3. Two chlorinators <br />4. Well and ,pump hou;e. <br />5. Miscellaneous valves, meters, etc. <br />6. Electrical system for new wells, <br />7. Transmission pipelines from wells to corner of 2nd Street and <br />Logan Avenue. (Approximately 9100 feet of 6" PVC). <br />The rEquired capacity of the wells and pumping system should be suf- <br />ficient to supply water at the future maximum daily rate which from Table <br />'111-2 is 14Q gpm or 70 gpm each pump. Assuming that the pumps are to operate <br />and average of 8 hours per day, the required pumping rate would be 170 gpm <br />(85 gpm each pump) for the future 80,850 gpd average daily demand rate. <br /> <br />33 <br />