Laserfiche WebLink
JRM D: \DMWINGS.\ PROJECTS \1057\10575RD01 \CUL- OESIGN.UWG JUL 25, 2001 <br />0.25' - 0.75', Depending on Grade <br />11' Average Width <br />// /a <br />Average Recharge Channel Section <br />Scala: l'>at1' <br />Locking Cap <br />4" Dia. Steel Casing <br />Typical Monitoring Well <br />N.T.S. <br />RECHARGE CHANNEL <br />�1 <br />3 <br />io. Pod <br />rom Well <br />Ground <br />alginal water <br />Teble <br />Ground Water Mound <br />Oriq!Aal Water <br />Table <br />DESIGN CONSIDERATIONS <br />1) Locate recharge channel: <br />CALCULATION <br />0= <br />OF WETTED AREA REQUIRED <br />2600 gpm= 5.8 cfs <br />a) <br />Between starter grovel pit and Western Mutual <br />IR= <br />0.5 ft /hr (infiltration rate) <br />radius in ft <br />Ditch to create o protective drowdown barrier t <br />FS= <br />1.5 factor of safety for IR <br />coefficient (.03 —.05) <br />between pit and canal and wells. <br />WA- <br />Trench wetted area— ft' <br />b) <br />As for from the starter pit as possible, to <br />WA <br />+ze <br />where: <br />minimize recycling recharge water. <br />IQRFS <br />c) <br />In a relatively flat area, to minimize excavation. <br />WA= <br />5 Bx60. 60x 1.5 <br />0.5 <br />d) <br />So that it's long enough to prevent drowdown <br />WA= <br />63,000 ft <br />between the pit and canals /we(ls. <br />e) <br />Where normally expected depth to ground water <br />CALCULATION <br />OF WETTED CHANNEL SECTION <br />is 5 feet or less. <br />L= <br />3000' (required channel length) <br />2) Assume maximum flow in ditch is 2600 gpm (5.8 cfs), <br />L'= <br />440 actual length to route around <br />exist ti ng well <br />and ditch grade varies between 0.1 and 0.2 percent. <br />WP= <br />gas <br />A /L' <br />3) To <br />prevent sloughing and erosion, side slopes (SS) ore 1� <br />46 400 <br />and <br />maximum channel velocity of 2 fps. 3 <br />WP= <br />14.3 ft <br />4) Governing equations are: <br />Q= 1.49 A - R" /s— <br />It <br />Where <br />111111!I 1111111111NN _ <br />0= flow rate <br />in cfs <br />Are channel cross <br />section in ft' <br />R= hydraulic <br />radius in ft <br />" grade of <br />channel <br />n= Manning's <br />coefficient (.03 —.05) <br />and: <br />A= (b +zy)y <br />WP= wetted pen meter of channel (fl) <br />= b +2y t <br />+ze <br />where: <br />Z=3 <br />CALCULATION OF AVERAGE CHANNEL_ SECTION <br />y= flow -depth <br />Y t <br />y= 0.5 ft (average depending on slope <br />and roughness <br />SS= 1:3; z =3 <br />b= WP — 2y 1 +Z2 <br />b= 14.3 -2.0.5 1 +3e <br />b= 11 ft (roun ed) <br />l <br />111111!I 1111111111NN _ <br />DDaav <br />S &HMine <br />Recharge Channel <br />LEONARD RICE CONSULTING WATER ENGINEERS, INC. <br />Details, Design Consideretions, and Calculations <br />2000 Cl?, Ir.a1, soil. JDO <br />D• ^ ° °• L� tar °d° °°21'-5119 <br />(300) 455 -9509 a FM (303) 455 -0115 <br />l <br />