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WSP05388
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Last modified
1/26/2010 2:18:09 PM
Creation date
10/12/2006 12:59:32 AM
Metadata
Fields
Template:
Water Supply Protection
File Number
8449
Description
Platte River Projects
State
CO
Basin
South Platte
Date
9/9/1980
Author
USGS
Title
Hydrologic Analysis of the Proposed Badger-Beaver Creeks Artificial-Recharge Project, Morgan County, Colorado
Water Supply Pro - Doc Type
Publication
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<br />~By-exa-riiTning the-topographTc-ma~Tt- wasestirriiiied-t1-i"tih'e- average-sIl6re-::: <br />line would be about 140 percent of the minimum perimeter that would be com-i <br />puted assuming a perfect circle. Therefore, ! <br />I <br />I P =(1.4)'2'11'1"=2.81150d=35011d, (12)! <br />P I <br /> <br />where P is the length of shoreline, in feet. <br />P i <br /> <br />The computation of seepage from a canal is discussed in the literature.; <br />Many of these papers--Morel-Seytoux (1964), Bouwer (1965), Garg and Chawla <br />(1970), Hunt (1972), and Abiodun (1973), for examp1e--consider solutions' <br />dealing with varied geometries of the channel, variable hydraulic conductiv- <br />ity between channel sediments and the aquifer, and various depths to the' <br />water table below the canal. Other papers--Schiff (1953), Robinson and Roh-, <br />l'ler (1957), Bouwer, Myers, and Rice (1962), and Worstell (l976)--consider the, <br />more practical aspects of measuring and estimating canal seepage and the ef- <br />fects of velocity and hydraulic head on seepage. Without considering the <br />theoretical aspects, it generally appears that in the study area where the, <br />water level is typically far below the land surface, the primary considera- <br />'tions for estimating seepage are hydraulic conductivity of the soils and the, <br />hydraulic head in the canal. As discussed earlier, the hydraulic head in the <br />canal is computed as part of the routing model. The hydraulic conductivity <br />of the soils was determined from infiltration rates for soil types (Terstriep <br />and Stall, 1974) and a soi I type was assigned to each node from the soil sur- <br />vey of Morgan County (U.S. Department of Agriculture, 1968). Thus, the seep- <br />age is computed as: <br /> <br />S=A'Ia' (k1+k2'h), <br /> <br />(13) <br /> <br />where S is the seepage, in cubic feet per second; <br /> <br /> <br />A is the surface area, in square feet; <br /> <br />I <br />a <br /> <br />is the multiplication factor for the infiltration rate for a partic-, <br />ular soi 1 type; ! <br /> <br />k1 is the intercept of a linear relationship between infiltration and <br />hydraulic head, in feet per second; <br /> <br />, <br /> <br />k2 is the slope of a linear relationship between infiltration and hy- <br />draulic head, in feet per second per foot of head change; and <br /> <br />h is the depth of water, in feet. <br /> <br />r- <br /> <br />, The Ia factor was zero for the lined part of the canal and ranged from 1: <br />'to 10 for seven additional soil types identified. The k1 value used was: <br />'about 0.05 ft/d and the k2 value was about 0.01 ft/d. The k1 parameter was <br />'adjusted somewhat during calibration so that the computed seepage matched: <br />:values expected for this region based on other studies. For instance, in ai <br />:stream-aquifer model of the entire South Platte River valley, R. T. Hurr and! <br />:A. W. Burns (U.S. Geological Survey, written commun., 1977) used a value of <br />:1 ft3/s per mi of canal. Bittinger and others (1979) interviewed personnel <br />:of several ditch companies whose ditches are immediately downstream of this <br />I <br /> <br />J] <br /> <br />I <br />I- <br />I <br />
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