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|Title:||Sidewall forces on Richard B. Russell flip bucket spillway, Savannah River : hydraulic model investigation|
|Authors:||United States. Army. Corps of Engineers. Savannah District.|
Fletcher, Bobby P.
Richard B. Russell Dam
|Publisher:||Hydraulics Laboratory (U.S.)|
Engineer Research and Development Center (U.S.)
|Series/Report no.:||Technical report (U.S. Army Engineer Waterways Experiment Station) ; HL-81-2.|
Abstract: The Richard B. Russell flip bucket energy dissipater and the powerhouse tailrace is separated by a concrete wall to reduce lateral flow. The physical hydraulic model investigation was primarily concerned with providing design information relative to the magnitude, frequency, and location of the resultant dynamic loading acting on the flip bucket sidewall located between the powerhouse and spillway for various discharges. Tests were also conducted to determine the upper nappe trajectory for the maximum anticipated spillway discharge and the minimum height of flip bucket sidewall required. Model results indicated that the resultant dynamic forces acting on the sidewall resulted from the combination of turbulence on the flip bucket side of the wall and hydrostatic pressure on the powerhouse side of the wall. It was possible to lower the top of the downstream portion of the sidewall from el 393 to el 356 without return flow passing over the top of the wall. With the top of this wall lower than el 356, return flow over the top of the sidewall contributed to adverse flow conditions including increased current velocities in the powerhouse tailrace, confinement of flow along the left side of the exit channel, and lateral flow entrainment with flow from the flip bucket. Tests conducted, with and without the wall immersed in water, to investigate the natural frequency and damping of the model wall indicated that the natural frequency of the model wall was too high to influence the results of the tests and there was no discernible damping of the forces due to the mechanical system. Forces on the sidewall were measured for the standard project flood (discharge 360,000 cfs) and the maximum project flood (discharge 800,000 cfs). The data obtained were analyzed and the magnitude and frequency of the resultant force and overturning moment relative to the base of the wall (el 300) were computed and tabulated. The upper nappe trajectory and throw distance for the maximum anticipated discharge of 800,000 cfs was also determined from the model.
|Rights:||Approved for public release; distribution is unlimited.|
|Appears in Collections:||Technical Report|
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|TR-HL-81-2.pdf||1.85 MB||Adobe PDF|