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<br />was deposited, some of the sand moved further downstream into the pool between boatchute 1 and <br />boatchute 2. <br /> <br />Lowering the sluice wall. - In the original boatchute design constructed in the physical model, the <br />sluice wall adjacent to boatchute 1 was raised to elevation 5291. This elevation was the same as <br />the east sluice wall along the South Pialle riverbank. The wall was raised because the 10 to 1 slope <br />of the rock dam extended to the end of stilling basin wall (fig. 13). When the length of the 10 to 1 <br />slope was shortened, as described above, the wall was lowered to the original elevation of 5285 feet <br />(fig. 29). The original wall elevation worked well for all boating flows (100 to 3,000 ft' Is) tested. <br />If a boater entered the sluiceway and floated upstream close to the radial gate, helshe could be <br />trapped next to the radial gate. A barricade above the minimum water surface would be <br />appropriate to prevent boaters from entering the radial gate area. <br /> <br />Not raising the sluice wall will reduce construction costs since raising the sluice wall and reinforcing <br />it to withstand differential loading forces would have been costly. <br /> <br />Riprap and channel stability. - The riprap on the first rock embankment downstream of the Union <br />Avenue dam was stable for all flows studied. The upstream face of the embankment was mainly <br />a deposition area. After the sand reached the elevation of the crest (5288 feet), it passed over the <br />embankment into the next pool. Riprap on the downstream face was stable through the lOO-year <br />flood. <br /> <br />The orientation of the embankment was modified during the tests to minimize the possibility of <br />downstream channel erosion on the left or right bank. The orientation of boatchute 2 was changed <br />to align the direction of the flow to be parallel to the streambank. A wedge-shaped area was added <br />to the top of the embankment on the right to direct the flow away from the right bank of the river. <br />Both modifications had a positive effect on the flow downstream of the embankment. The tendency <br />for the flow to attack the banks was reduced. Bank erosion and channel maintenance should be <br />minimized by this design. <br /> <br />BIBLIOGRAPHY <br /> <br />Pugh, C. A., "Hydraulic Model Studies of Fuse Plug Embankments," U.S. Bureau of Reclamation, <br />REC-ERC-85-7, Denver, Colorado, December 1985. <br /> <br />Richard, Don, "Hydraulic Model. Study of Riverside Park Dam, Grand Forks, North Dakota," <br />prepared for the North Dakota State Water Commission, December 1987. <br /> <br />Samad, Mohammed A., Ph. D., John M. Pflaum, William C. Taggart, and Richard E. McLaughlin, <br />"Modeling of the Undular Jump for White Water Bypass," Water Fomm '86, Proceedings of the <br />American Society of Civil Engineers, July 1986. <br /> <br />Simmons, William P., Thomas H. Logan, Richard A. Simonds, and Richard J. Brown, "Model <br />Studies of Denver White Water Channel," Journal of the Hydraulics Division, American Society of <br />Civil Engineers, July 1987. <br /> <br />13 <br />