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ita::.i:r~a De;ien And <br />_ Floe C}~..-r" _, . tsti•-s ni ~ier..rr. ~:~_~~ <br />%• Diversi o:: ~,.~ches '~.lith Less ;ban <br />~_ -. c:0 acre ~catersh•-sd <br />• <br />._i <br />According to .~lorado rc••,i'_sti.r.s, temporzr~~ .__eer=ton ditches with less <br />than one syuzre .:i!e (6=~0 acre=) ... ....tzrsl;~d sho::'~ be c~s-i,ned according Co <br />a ''-seer, '4-hour _.ent. In ho::s•., share has '~e:aa ,o^..e concern with Lhe ere= <br />slop not entiel o our divers; ons _~+r larger ev c:,:ts. This _earn wi 11 aCLempt <br />Co resolve the euestion of e,osion potential ~.;~~ a'sc es~ablish a standard <br />design for diver=ion ditches. <br />The standard design will i-corporate a `.'-shaped ditch with 1:1 side- <br />slopes. 't`his would be the most severe case. Gr:dier.t .:ill be controlled to <br />1:6 in mast instances. This is a gradient that is not difr"icult [o maintain <br />when working in the field. An engineer with z hand iev_1 would be able to <br />insure gradients of 1%. A steeper gradient may be used dependent on t:he water- <br />shed area above the. diversion ditch.- <br />4ccnT"+t.nn F: <br />- ldo watershed areas greater <br />- Funoff curve ,'.k70 <br />- A'.•erane slope of watershed <br />- l'-shaped diversion in 62rre <br />- 1:1 sideslopes nn diversion <br />- Toughness coefficient (~) - <br />Tvnica7 7:-Section: <br />t. <br />than 640 acres <br />14% <br />i earth <br />0.04 <br />! , <br />(A) X-Sectional Brea of flow = d <br /> <br />(P) Wetted perim-'er = ?. l'?~d = 2.62Sd <br />i - -- ~ <br />~_ // <br />` /- <br />t <br />(P) llydraulic l:e;:~us = <br />i <br />a <br />i <br />I , <br />_n___dZ <br />I' ^_.828d <br />= 0.3536d <br />•r-] <br />