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https://hdl.handle.net/11681/13485| Title: | Low-water weirs on Boeuf and Tensas Rivers, Bayou Macon, and Big and Colewa Creeks, Arkansas and Louisiana : hydraulic model investigation |
| Authors: | United States. Army. Corps of Engineers. Vicksburg District. Ables, Jackson H. Boyd, M. B. (Marden B.) |
| Keywords: | Big Creek Boeuf River Channel improvements Colewa Creek Arkansas Louisiana Hydraulic models Macon Bayou Riprap Tensas River Weirs |
| Publisher: | Hydraulics Laboratory (U.S.) Engineer Research and Development Center (U.S.) |
| Series/Report no.: | Technical report (U.S. Army Engineer Waterways Experiment Station) ; H-69-13. |
| Description: | Technical Report Abstract: A 1:20-scale model reproducing one-half of the channel section through a low-water weir was used to test eight plans of channel improvement. The tests were conducted with a drop height of 5.5 ft, and discharges up to 10,000 cfs were observed. Flow conditions and slope protection downstream from the weir to control the flanking problem were found to be satisfactory with channel improvement plans 6 and 8. Riprap with an average weight of 33 lb was used in slope protection in both plans. A model headwater-tailwater rating curve was obtained. A second 1:20-scale section model was constructed in a 2.5-ft-wide glass flume for more generalized riprap tests in the vicinity of the structure. Several drop structure plans were observed to develop an effective, economical drop structure. Of primary concern were development of some of the dimensions of various elements of the structure and determination of riprap requirements in the vicinity of the structure. Limiting tailwater curves for 220- and 325-lb riprap are furnished as a guide in riprap selection at drop structures with drop heights of from 5 to 10 ft. Suggestions as to the use of these curves also are included. A basin length of 20 ft is considered to be adequate at projects where the jet will ride through at unit discharges exceeding about 10 cfs. It is recommended that the entire 20 ft be protected by riprap of the same size, whether 220- or 325-lb stone. A riprap plan which provides additional protection to the structure is presented in Appendix A. This plan was not considered warranted for initial construction because of increased cost. However, at weirs where maintenance is required it is planned that this work be performed so as to approach the riprap configuration proposed in Appendix A. |
| Rights: | Approved for public release; distribution is unlimited. |
| URI: | http://hdl.handle.net/11681/13485 |
| Appears in Collections: | Technical Report |
Files in This Item:
| File | Description | Size | Format | |
|---|---|---|---|---|
| TR-H-69-13.pdf | 4.86 MB | Adobe PDF |  View/Open |