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<br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br />I <br /> <br />is no greater than 3 times the minimum dimension. Riprap should be hand-placed over <br />bedding material to specified Contours to provide the previously mentioned hydraulic <br />objectives. <br /> <br />This structure was designed for throat width of 4.0 feet on the Branch side and 3.0 feet on <br />the lateral; a maximum discharge of 15 cfs on the Branch side with 2.0 feet of head; a <br />maximum discharge of 3 cfs on the lateral side with 2 feet of head; a 1.0 feet ramp on the <br />Branch side for a Replogle flume; witlt a weir box and rectangular weir on the lateral side for <br />flow measurements. The details of the structure are shown on Figure 7. <br /> <br />Structure 10 - Check/Drop. The purpose of the strucnue is to provide water level comrol <br />for Wm-outs (0 the north and west of Section 2. The existing structure appears to have been <br />modified on at least two previous occasions, is deteriorated beyond repair, and is currently <br />being partly demolished and repaired for a bridge crossing. Under current operations, the <br />maximum flow is estimated [0 be 20 cfs. The structure can easily be configured as a <br />combination check-drop.measuring flume. <br /> <br />The Slructure is loca[ed on a long left-hand bend of the la[eral, with modera[ely good <br />approach conditions. The channel is generally slable upstream from the structure loca[ion. <br />Addi[ional flow straightening could be done in a box culvert field approach immediately <br />upstream. Energy management and bank stabilization measures are required downstream. <br />A standard USBR Type 9 Check-Drop with a 3-foot drop is recorrunended. below which a <br />plunge pool should be configured [0 provide bank protection, energy management, and a <br />smooth transition to the downstream condilions. Those objectives can be largely achieved <br />proper riprap sizing and placement below a new structure. <br /> <br />The proposed new Structure has an 8-inch thick reinforced concrete floor, with 6-inch wall <br />and wingwalls. Approach channel walls should extend 15 feet upstream, in the form of a box <br />culvert field approach. The dO\llfiStream apron floor should extend 8 feet downstream of the <br />crest. Some additional riprap and bedding material would need to be imported to the site, and <br />any broken concrete riprap should be further broken up such that the maximum dimension <br />is no greater than 3 times the minimum dimension. Riprap should be hand-placed over <br />bedding material to specified contours to provide the previously mentioned hydraulic <br />objectives. <br /> <br />The structure has a maximum capacity of 35 cfs at a head of 3.0 feet with a hydraulic drop <br />of 3.0 feeL The details of the structure are shown on Figure 8. <br /> <br />Structure 11 - Decker Lateral ChecklDrop. The purpose of the structure is to measure <br />flows into the Decker Lateral from the Owl Creek Lateral and to apportion flows to five <br />irrigators at the end of the Owl Creek Lateral. The existing structure appears to have been <br />designed for a 80% to 20% split for the Decker to the lower users of Owl Creek. Under <br />current operations, the maximum flow is estimated [0 be 50 cfs to the Decker and 10 cfs to <br />the Owl Creek end. The existing structure has been modified at least once, and is in very <br /> <br />OVo") Creek Feasibility <br /> <br />Page 11 <br />