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A. Determine pump capacity: <br />CGravity Distribution <br />1. Minimum suggested is 600 gallons per hour (10 gpm) to stay ahead of <br />water use rate. <br />2. Maximum suggested for delivery to a drop box of a home system is 2,700 <br />gallons per hour (45 gpm) to prevent build-up of pressure in drop box. <br />Pressure Distribution <br />3. a. Select number of perforated laterals 3 <br />b. Select perforation spacing = ?ft. <br />C. "ubtra�t 2 ft. from the rock layer length. <br />ra 1W _2ft.= sig ft. <br />d. Determine the number of spaces txtween perforations. <br />Length perf. spacing= (o(g ft. + --; ft.= spaces <br />e. .1Z_ spaces + 1 = perforations/lateral <br />f. Multiply perforations per lateral by number of laterals to <br />get total number of perforations. <br />g�e x = y,_ perforations. <br />g. x'ar gpm. <br />SELECTED PUMP CAPACITY 3 -1 gpm <br />B. Determine head requirements: <br />1. Elevation difference between pump and point of discharge. <br />Yo feet <br />2. If pumping to a pressure distribution system, add five feet for pressure <br />required at manifold <br />'9feet <br />3. Friction loss <br />a. Enter friction loss table with gpm and pipe diameter. <br />Read friction loss in feet per 100 feet from table. <br />F.L. _ .l. ft./100 ft of pipe <br />b. Determine total pipe length from pump to discharge <br />point. Add 25 percent to pipe length for fitting <br />loss, or use a fitting loss chart. Equivalent pipe <br />length -1.25 times ipe length = <br />_ x 1.25 = 1 :� 1 feet <br />c. Calculate total friction loss by multiplying <br />friction loss in ft/100 ft by equivalent pipe length. <br />Total friction loss = 'Z . (o _ x ) ? 1 +100 = Z feet <br />4. Total head required is the sum of elevation difference, <br />special head requirements, and total friction loss. <br />%D +-_+ <br />(1) (2) (30 <br />TOTAL HEAD feet <br />C. Pump selection <br />1. A pump must be selected to deliver at least �) gpm (Step A) <br />with at least I V feet of total head (Step B). <br />END PERFORATION OF A PERFORATED LATERAL <br />Gw Cewr <br />Tgeell "� <br />• ., <br />MfarePledift.1 SOW Law <br />s.r1n« <br />TABLE OF PERFORATION DISCHARGES IN CPM <br />Head Perforation diameter (inches) <br />10 <br />7/r <br />1/. <br />Layer N ree,atw FaWk ter few - <br />Lima" Saw Later _ fwrf++ri`.' cli <br />0.56 <br />0.74 <br />is <br />rear 111w oraata Nrlreei <br />0.90 <br />Isis rater up <br />0.80 <br />LOW 12' le Edge <br />o MI <br />wf ft" Lary <br />1.17 <br />rerkiel.w;'Laoeloe a1 <br />.. Clew Sawa Lor <br />fellow, d Lalerel <br />MfarePledift.1 SOW Law <br />s.r1n« <br />TABLE OF PERFORATION DISCHARGES IN CPM <br />Head Perforation diameter (inches) <br />10 <br />7/r <br />1/. <br />1.0a <br />0.56 <br />0.74 <br />is <br />0.69 <br />0.90 <br />2.Ob <br />0.80 <br />1.04 <br />2s <br />0.89 <br />1.17 <br />3.0 <br />0.98 <br />1.28 <br />44 <br />1.13 <br />1.47 <br />SA <br />1.26 <br />1.6S <br />Wse 1.0 foot of head for residential systems. <br />bUse 2A het of hssd for other ashbW -wab <br />Pipe Length <br />Point of Discharge <br />Elevation Difference <br />Pump <br />F -18b <br />1.5 inch 2.0 inch 3.0 inch <br />8Pm F kLkn tns per 100 n of pips <br />10 <br />0.69 <br />0.20 <br />12 <br />0.96 <br />0.28 <br />14 <br />1.28 <br />0.38 <br />16 <br />1.63 <br />0.48 <br />18 <br />2.03 <br />0.60 <br />20 <br />2.47 <br />0.73 <br />0.11 <br />25 <br />3.73 <br />1.11 <br />0.16 <br />30 <br />5.23 <br />1.55 <br />0.23 <br />35 <br />7.90 <br />2.06 <br />0.30 <br />40 <br />11.07 <br />2.64 <br />0.39 <br />45 <br />14.73 <br />3.28 <br />0.48 <br />SO <br />3.99 <br />0.58 <br />55 <br />4.76 <br />0.70 <br />60 <br />5.60 <br />0.82 <br />