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<br />. <br /> <br />. <br /> <br />. <br /> <br />B. Hvdraulics <br /> <br />Flow rates for the 1989 flood, provided by the corps of Engineer's <br />Kansas city District, were keyed into HEC-2 on the QT card. only <br />the 9,700 cfs flow was modeled under existing conditions. <br /> <br />To best simulate the 1989 flood and subsequent flow split caused by <br />the Highway 6 bridge and B&N R.R. trestle, the North Fork of <br />Frenchman Creek was subdivided into three distinct reaches. The <br />"Upper Reach", comprised the reach 'from County Road 19 down-stream <br />to cross section 3. The bridge and trestle were included in the <br />upper reach in order to attempt to model the flow split caused by <br />these structures. The "North Channel", extending from the B&N R.R. <br />trestle downstream to County Road 23 - the water way area south of <br />the rail road tracks was made ineffective in this reach. The <br />"South Channel" extended from cross section 3 down-stream to County <br />Road 23 - only the water-way area south of the rail road tracks was <br />effective in conveying flood flows. <br /> <br />The Upper Channel was modelled first with a flow rate of 9,700 cfs <br />in order to determine the amount of flow that was diverted to the <br />east due to the highway bridge and trestle. After this flow split <br />was determined, the North Channel and South Channel were modelled <br />using the appropriate flows as predicted by the Upper Channel run. <br />Table II.B.1 contains the split flow volumes by reach. <br /> <br />Table II-B.l <br />Flood Flow Rates <br />Reach Flow <br />(cfs) <br /> <br />Upper <br />North <br />South <br /> <br />9,700 <br />4,065 <br />5,635 <br /> <br />Paoli Flood Study <br />September 29, 1991 <br /> <br />Hydraulic Analysis Report <br /> <br />-5- <br />