National Dam Inspection Program Walker Lake Dam Ndi Id Number Pa 00317 Der Id Number 52 127 Delaware River Basin Pike County Pennsylvania Phase I Inspection Report
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| Author | : Hendrik Jongsma |
| Publisher | : |
| Total Pages | : 73 |
| Release | : 1980 |
| Genre | : |
| ISBN | : |
Based on the visual inspection, past performance and the available engineering data, the dam and its appurtenant structures appear to be in fair condition. In accordance with the Corps of Engineers' evaluation guidelines, the size classification of this dam is small and the hazard classification is high. These classifications indicate that the Spillway Design Flood (SDF) should be in the range of one-half the Probable Maximum Flood (PMF) to the full PMF. The recommended SDF for this flood control structure is the PMF. The spillway capacity is adequate for passing 71 percent of the PMF peak inflow without overtopping the dam. The spillway, therefore, is considered to be inadequate, but not seriously inadequate.
| Author | : |
| Publisher | : |
| Total Pages | : 228 |
| Release | : 1981 |
| Genre | : Science |
| ISBN | : |
| Author | : Bernard M. Mihalcin |
| Publisher | : |
| Total Pages | : 95 |
| Release | : 1981 |
| Genre | : |
| ISBN | : |
Wild Acres Lake Dam is located on a branch of Hornbecks Creek in Delaware Township, Pike County, Pennsylvania. The facility is an integral part of the surrounding development known as Wild Acres. The community is nestled in the mountains of Pike County less than five miles west of U.S. Route 209 which parallels the Delaware River in this area. Observations made during the visual inspection indicate the embankment and adjacent dike are in good condition. Heavy brush growth and small trees were observed along the embankment crest and upstream face. No evidence of seepage through the downstream embankment face, excess settlement, sloughing, erosion or animal burrows was encountered by the inspection team. Some rock slope protection has been displaced immediately adjacent the spillway right wingwall, leaving small bare areas on both the upstream and downstream embankment faces. The top of the concrete corewall exhibits excessive cracking and spalling along its entire length except for that portion associated with the dike along the right abutment which is in relatively good condition.
| Author | : O'BRIEN AND GERE ENGINEERS INC PHILADELPHIA PA JUSTIN AND COURTNEY DIV. |
| Publisher | : |
| Total Pages | : 94 |
| Release | : 1979 |
| Genre | : |
| ISBN | : |
Lower Lake Dam is an earth embankment with a concrete gravity spillway. The embankment is approximately 340 feet in length with a maximum height of 22.5 feet. The dam inpounds a reservoir with a surface area of 250 acres and a storage capacity of 1,085 acre-feet at normal pool level. The top of the dam is 20 feet wide; the upstream and downstream side slopes are approximately 2.5 horizontal to 1.0 vertical (2.5H:1V). No information is available concerning the properties of the embankment materials. Within the embankment is a tapered reinforced concrete cutoff wall that extends from bedrock to 3.5 feet below the top of the embankment. The reinforced concrete spillway, which has maximum height of 13 feet from base to crest, consists of 3 sections separated by bridge piers. Each section id broad-crested weir with a vertical upstream face and a flat, sloping downstream face. The crest of the center section is 48.5 feet long and crest of each of the two end sections is 45.75 feet long. The crest of the center section, which is 3 feet wide, is 0.5 feet below the crest of the end sections; each of the end sections is 2.5 feet wide.
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| Publisher | : |
| Total Pages | : 942 |
| Release | : 1981 |
| Genre | : Research |
| ISBN | : |
Sections 1-2. Keyword Index.--Section 3. Personal author index.--Section 4. Corporate author index.-- Section 5. Contract/grant number index, NTIS order/report number index 1-E.--Section 6. NTIS order/report number index F-Z.
| Author | : Frederick Futchko |
| Publisher | : |
| Total Pages | : 80 |
| Release | : 1980 |
| Genre | : |
| ISBN | : |
Panther Lake Dam is a homogeneous, earthfill embankment. It is about 19 feet high at its maximum section and is 665 feet long, including the spillway. The embankment is founded on earth. The spillway is located at the right abutment and consists of an approach channel, a concrete weir, a stilling basin, and an outlet channel. The crest length is 67.2 feet. The spillway crest is 4 feet lower than the top of the dam. The outlet works is located at the maximum section of the embankment and consists of an intake structure, a 30-inch diameter reinforced concrete conduit, and an outlet structure. Based on visual inspection, available records, calculations, past operational performance, and according to criteria established for these studies, Panther Lake Dam is judged to be in good condition. The spillway will pass about 60 percent of the Probable Maximum Flood (PMF) without overtopping of the dam. No stability problems were evident for the embankment or the appurtenant structures at the time of the visual inspection.
| Author | : BERGER ASSOCIATES INC HARRISBURG PA. |
| Publisher | : |
| Total Pages | : 110 |
| Release | : 1980 |
| Genre | : |
| ISBN | : |
Based on the visual inspection, past performance and the available engineering data, the dam and its appurtenant structures appear to be in fair condition. The following recommendations are presented for immediate action by the owner: (1) that a detailed hydrologic and hydraulic engineering analysis be made by a professional engineer with experience in the design and construction of dams to determine means for improving the capacity of the spillway and reservoir system so that it will meet the requirements of the Commonwealth of Pennsylvania, (2) that all brush and trees be removed from the embankment slopes and that a professional engineer, experienced in the design and construction of dams, be consulted for the removal of tree stumps and roots, (3) that the drawdown facilities be made operable and be operated and maintained on a regular basis, (4) that the deteriorated areas of the spillway weir and walls be repaired, (5) that a formal surveillance and downstream warning system be developed for use during periods of high or prolonged precipitation, and (6) that an operation and maintenance manual be prepared for guidance in the operation of the dam during normal and emergency conditions, and that a schedule be developed for the annual inspection of the dam and its appurtenant structures.
| Author | : Bernard M. Mihalcin |
| Publisher | : |
| Total Pages | : 77 |
| Release | : 1981 |
| Genre | : |
| ISBN | : |
Based on a visual inspection, operational history, and available engineering data, the dam is considered to be in fair condition. The size classification of the facility is small and the hazard classification is considered to be high. In accordance with the recommended guidelines, the Spillway Design Flood (SDF) ranges between the 1/2 PMF (Probable Maximum Flood) and the PMF. Due to the high potential for damage to downstream structures and possible loss of life, the SDF is considered to be the PMF. Results of the hydrologic and hydraulic analysis indicate the facility will pass and/or store approximately 50 percent of the PMF prior to embankment overtopping at the low area in the embankment crest. Consequently, the spillway is assessed as being inadequate, but not seriously inadequate. Recommended owner procedures are listed.
| Author | : |
| Publisher | : |
| Total Pages | : 105 |
| Release | : 1981 |
| Genre | : |
| ISBN | : |
Based on a visual inspection, operational history, and hydrologic and hydraulic analysis, the dam is considered to be in fair condition. The size classification of the facility is small and its hazard classification is considered to be high. In accordance with the recommended guidelines, the Spillway Design Flood (SDF) for the facility ranges between the 1/2 PMF (probable Maximum Flood) and the PMF. Since the facility is classified near the upper bounds of the small category with regard to available storage capacity, the SDF is considered to be the PMF. Results of the hydrologic and hydraulic analysis indicate that under existing conditions the facility will pass and/or store only about 17 percent of the PMF prior to embankment overtopping at the low area adjacent the left abutment. If the low area were regraded to the design top of dam, the spillway system would then pass about 28 percent of the PMF prior to embankment overtopping. Under existing conditions, spillway discharges are controlled by the existence of a township-owned roadway embankment and culvert that is situated about 100 feet downstream of the spillway weir.
| Author | : BERGER ASSOCIATES INC HARRISBURG PA. |
| Publisher | : |
| Total Pages | : 90 |
| Release | : 1980 |
| Genre | : |
| ISBN | : |
Based on the visual inspection, past performance and the available engineering data, the dam and its appurtenant structures appear to be in fair condition. The following recommendations are presented for immediate action by the owner: (1) that the area at both ends of the spillway weir be cleared to a depth of at least 1.5 feet below the top of weir in order to increase the discharge capacity of the structure, (2) that the valve on the outlet pipe be maintained and operated at least once a year, (3) that all brush and high weeds be removed from the embankment on an annual basis, (4) that a formal surveillance plan and downstream warning system be developed for use during periods of high or prolonged rainfall, and (5) that an operation and maintenance manual be prepared for guidance in the operation of the dam during normal and emergency conditions, and that a schedule be developed for the annual inspection of the dam and its appurtenant structures.
