National Dam Inspection Program Number 5 Dam Ndi Id Number Pa 00375 Der Id Number 35 22 Susquehanna River Basin Stafford Meadow Brook Lackawanna County Pennsylvania Phase I Inspection Report
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| Author | : Albert Charles Hooke |
| Publisher | : |
| Total Pages | : 103 |
| Release | : 1979 |
| Genre | : |
| ISBN | : |
Based on visual inspection, available records, calculations, and past operational performance, and according to criteria established for these studies, No. 5 Dam is judged to be unsafe, nonemergency, because the spillway capacity is rated as seriously inadequate. The spillway can pass 29 percent of the Probable Maximum Flood (PMF) without overtopping of the dam. Failure of the dam would cause an increase hazard to loss of life downstream. As a whole, the dam is judged to be in fair condition. The spillway gravity weir does not have any significant deviations from the guidelines for stability, since the toe pressure is well below the allowable. There is no evidence of instability on the embankment.
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| Publisher | : |
| Total Pages | : 216 |
| Release | : 1980 |
| Genre | : Science |
| ISBN | : |
| Author | : Albert Charles Hooke |
| Publisher | : |
| Total Pages | : 113 |
| Release | : 1979 |
| Genre | : |
| ISBN | : |
Based on visual inspection, available records, calculations and past operational performance, Dunmore No. 1 Dam is judged to be in good condition. The spillway can pass 84 percent of the Probable Maximum Flood (PMF) without overtopping of the dam. The spillway capacity is rated as inadequate. Two culverts, immediately downstream of the dam, may provide significant tailwater effects at the dam. If the top of the dam were raised 0.4 foot to its design elevation, the spillway can pass 90 percent of the PMF. The spillway capacity would still be rated as inadequate. Because there is no analysis available, the structural stability of the masonry gravity spillway is unknown. The spillway right training wall does not have any significant deviations from the guidelines for stability. There is no evidence of instability on the embankment.
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| Publisher | : |
| Total Pages | : 1112 |
| Release | : 1980 |
| Genre | : Government reports announcements & index |
| ISBN | : |
| Author | : GANNETT FLEMING CORDDRY AND CARPENTER INC HARRISBURG PA. |
| Publisher | : |
| Total Pages | : 98 |
| Release | : 1978 |
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| ISBN | : |
Based on the visual inspection, available records, calculations and past operational performance, Lake Scranton Dam is judged to be in good condition. However, the spillway (main and auxiliary) will not pass the Probable Maximum Flood (PMF) or one-half of the PMF without overtopping the dam. If Lake Scranton Dam should fail due to overtopping, the hazard to loss of life downstream from the dam would be significantly increased from that which would exist just prior to overtopping the dam. Based on criteria established for these studies by the Department of the Army, Office of the Chief of Engineers (OCE), the spillway capacity is rated as seriously inadequate. The existing spillway can accommodate a flood with a peak inflow of 28 percent of the PMF peak flow. Lake Scranton Dam is located upstream of No. 5 Dam. Failure of Lake Scranton Dam due to overtopping would probably cause overtopping and failure of this downstream dam. Williams Bridge Dam is located upstream of Lake Scranton Dam. Results of a Phase I Investigation Report on Williams Bridge Dam showed that the spillway capacity of Williams Bridge Dam was rated as seriously inadequate, based on criteria established by OCE for these studies. If Williams Bridge Dam should fail because of overtopping, the overtopping potential and the potential for failure of Lake Scranton and No. 5 Dams are greatly increased. The safety of Lake Scranton Dam is, therefore, directly affected by the safety of Williams Bridge Dam.
| Author | : Albert Charles Hooke |
| Publisher | : |
| Total Pages | : 100 |
| Release | : 1979 |
| Genre | : |
| ISBN | : |
Based on visual inspection, available records, calculations, past operational performance, and according to criteria established for these studies, Curtis Dam is judged to be unsafe, nonemergency, because the spillway capacity is rated as seriously inadequate. The existing spillway can pass 17 percent of the Probable Maximum Flood (PMF) without overtopping of the dam. The resulting outflows from the failure of Curtis Dam would probably overtop and cause the failure of Emlhurst Dam. This would result in the loss of life. As a whole, the dam is judged to be in fair condition. If the low areas of the top of the embankment were raised 1.1 feet to the design elevation and if the low areas of the dike were raised 2.0 feet to the design elevation, the spillway could pass 46 percent of the PMF. The spillway capacity would still be rated as seriously inadequate. There is no evidence of stability problems on the embankment. The spillway and auxiliary spillway sections meet the OCE guidelines for stability. A length of the left spillway training wall has failed.
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| Publisher | : |
| Total Pages | : 1058 |
| Release | : 1980 |
| Genre | : Science |
| ISBN | : |
| Author | : Albert Charles Hooke |
| Publisher | : |
| Total Pages | : 81 |
| Release | : 1979 |
| Genre | : |
| ISBN | : |
Based on visual inspection, available records, calculations and past operational performance, Lake Henry Dam is judged to be in good condition. The existing spillway can pass 60 percent of the Probable Maximum Flood (PMF) without overtopping of the dam. The spillway capacity is rated as inadequate. If the embankments were raised 0.7 foot to their design elevation, the dam could pass the PMF with 0.05 foot of freeboard. The spillway capacity would then be rated as adequate. A low area between the two embankments acts as an auxiliary spillway. There is no stability analysis for the embankments. There is no evidence of significant problems threatening the embankments. The spillway weir is judged to be stable.
| Author | : GEO-TECHNICAL SERVICES INC HARRISBURG PA. |
| Publisher | : |
| Total Pages | : 69 |
| Release | : 1981 |
| Genre | : |
| ISBN | : |
Based on visual inspection, Coleman Dam is judged to be in poor condition. In the absence of a spillway, the dam is subject to frequent overtopping. Based on the downstream hazard and in accordance with the recommended guidelines, the minimum selected Spillway Design Flood (SDF) for the facility is the 100-year flood. Results of the hydrologic and hydraulic analysis indicate that the peak discharge of the 100-year flood is 200 cfs. The existing facility will not pass the 100-year flood without overtopping the dam. Although the dam has withstood frequent overtopping since its construction, the maximum depth of past overtopping could not be verified. Therefore, in the absence of a spillway and based on the downstream hazard, the facility is rated inadequate. Although there is significant leakage and seepage through the dam, the available information is insufficient to evaluate its structural stability. The Dam is not properly maintained, as evidenced by the heavy growth of trees on the embankment and the numerous burrows on its downstream slope. (Author).
| Author | : Frederick Futchko |
| Publisher | : |
| Total Pages | : 96 |
| Release | : 1980 |
| Genre | : |
| ISBN | : |
Based on visual inspection, available records, calculations, past operational performance, and according to criteria established for these studies, Spring Brook Intake Dam is judged to be in good condition. Based on the size and hazard classification of the dam, the recommended Spillway Design Flood (SDF) varies between 1/2 the Probable Maximum Flood (PMF) and the PMF. Based on the criteria and the downstream conditions, the selected Spillway Design Flood (SDF) at the dam is the Probable Maximum Flood (PMF). The existing spillway will pass about 53 percent of the PMF without overtopping of the dam. The spillway capacity is rated as inadequate. If the low area on the top of the dam were filled to the design elevation, the spillway would pass about 56 percent of the PMF, and it would still be rated as inadequate. The only stability problem evident at the dam is a bulge on the upstream slope of the embankment. The main and auxiliary spillway weirs have no significant deviations from the OCE guidelines for stability of gravity structures. There are two emergency drawdown facilities at the dam. One of these facilities is operational, but because of its small size, its ability to draw down the pool is marginal. The ability of the other facility to function is uncertain.
