National Dam Safety Program Grace Mine Trailings Dam Ndi Pa00715 Pa Der 6 445 Delaware River Basin Tributary To Hay Creek Berks County Pennsylvania Phase I Inspection Report
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| Author | : O'BRIEN AND GERE ENGINEERS INC PHILADELPHIA PA JUSTIN AND COURTNEY DIV. |
| Publisher | : |
| Total Pages | : 72 |
| Release | : 1979 |
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Grace Mine Trailings Dam is an earth and rockfill embankment approximately 2,000 feet long with a maximum height of 145 feet. The dam was constructed to impound iron ore tailings slurry pumped from a nearby iron mine operated by the Bethlehem Mines Corporation. The reservoir area provides storage space for the trailings which settle out of the slurry to leave a clear water lake. A homogeneous, impervious earth embankment was originally constructed in 1956-1957 to Elevation 600. Two extension dikes were constructed to Elevation 620 in 1976-1977. These dikes are located several hundred feet to the south of the right abutment. The side slopes were 3 horizontal to 1 vertical (3H:1V) from the base of the dam to Elevation 540 and 2.5H:1V from Elevation 540 to the top of the dam.
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| Total Pages | : 1094 |
| Release | : 1980-03 |
| Genre | : Science |
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| Author | : O'BRIEN AND GERE ENGINEERS INC PHILADELPHIA PA JUSTIN AND COURTNEY DIV. |
| Publisher | : |
| Total Pages | : 65 |
| Release | : 1979 |
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Angelica Lake Dam is an earth structure with a masonry retaining wall along the left side (looking downstream) of the downstream face. The embankment is approximately 140 feet in length with a maximum height of 30 feet and a 35-foot top width. A road is built in the crest of the dam at Elevation 228.0. The upstream face of the embankment is variable in slope, ranging from 2.5 horizontal to 1 vertical (2.5 H:1V) between Elevations 203.0 and 213.0 to 1.5H:1V between Elevations 213.0 and 223.0 to 10H:1V between Elevations 223.0 and 228.0. The downstream slope of the embankment is 2H:1V from the spillway to the right abutment. The masonry wall forms the downstream face from the spillway to the left abutment. A broad-crested concrete drop spillway with stone masonry training walls is located near the center of the embankment. The spillway crest is 39 feet wide and has a 25-foot long concrete approach apron. The crest and approach apron are at Elevatrion 213.0. The spillway drop is 15 foot to a downstream concrete apron at Elevation 198.0. The apron is 52 feet long and directs flow into the outlet channel at Elevation 196.0. The masonry training walls extend from the entrance to the approach apron to the discharge point of the outlet apron. A concrete foot bridge crosses above the spillway crest at Elevation 222.0. The outlet works consist of a 20-inch diameter wrought iron pipe through the base of the embankment to the left of the spillway. Control of the pipe is provided by a sluice gate approximately 20 feet upstream of the spillway crest.
| Author | : O'BRIEN AND GERE ENGINEERS INC PHILADELPHIA PA JUSTIN AND COURTNEY DIV. |
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| Total Pages | : 64 |
| Release | : 1979 |
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Struble Dam is a zoned earth embankment, approximately 1,500 feet in length with a maximum height of 31 feet. The dam, a multiple purpose structure, was constructed as a portion of the Brandywine Creek Watershed Project. The reservoir has a normal pool storage capacity of 1,025 acre-feet for sediment accumulation and fish and wildlife. The normal pool surface area is 146 acres. An additional storage capacity of 596 acre-feet is utilized for flood water control. The top of dam elevation is 625.5, the crest width is 14 feet, and the side slopes are 3 horizontal to 1 vertical (3H:1V) upstream and 2.5H:1V downstream. A 12-foot wide berm is provided on the upstream face at Elevation 612.8 and the slope is lined with 18-inch thick riprap from the berm to Elevation 618.8. According to the 'As-Built' plans, the upstream and central portions of the embankment are composed of Zone I material, which is classified as a clayey silt. The central portion includes a cutoff trench with a 12-foot bottom width. The downstream shell (to Elevation 615.8) of Zone II material is classified as silty sand. The two zones are separated by a four-foot wide chimney drain which terminates in a drain trench at the downstream toe of the Zone I material.
| Author | : John J. Williams |
| Publisher | : |
| Total Pages | : 65 |
| Release | : 1979 |
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Township Line Dam is an earth embankment approximately 530 feet long with a height of 34 feet and crest width of 10 feet. The dam, originally constructed to impound and supply water for the Borough of West Chester, is presently being used for recreation, flood abatement and maintenance of a minimum discharge into the East Branch of Chester Creek. The concrete Ogee spillway has a crest width of 50 feet and is located at the south dam abutment. The spillway, for this 'Intermediate' size, 'High' hazard dam, is capable of discharging 48 percent of the PMF without overtopping of the earth embankment. A review of the hydrologic analysis indicates that the embankment would be overtopped by 0.15 feet for about 2 hours during a flood equal to 50 percent of the PMF. It is considered unlikely that the dam would fail during this event; therefore, the spillway is classified as 'Inadequate', but not 'Seriously Inadequate'. Based upon visual observations, review of the information obtained from the Pennsylvania Department of Environmental Resources, Division of Dam Safety, and conversations with the Owner's representative, Township Line Dam is considered to be in fair condition. However, the detection of potentially unstable conditions at this site was severely restricted due to thick vegetation covering the entire embankment. Certain conditions require further investigations, maintenance, or monitoring.
| Author | : John A. Dziubek |
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| Total Pages | : 96 |
| Release | : 1980 |
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PA 485 is a zoned earthfill embankment with a total length of 630 feet, including the emergency spillway on the left abutment. The height and crest width of the embankment are 78 feet and 14 feet, respectively. The embankment was constructed using three zones of fill material. The principal spillway is a drop-inlet structure consisting of a two stage reinforced concrete riser connected to a 30 inch diameter reinforced concrete outlet pipe. The emergency spillway for the dam is located at the left abutment. It consists of a vegetated trapezoidal channel with a bottom width of 50 feet and 2H:1V side slopes. Hydrologic/hydraulic evaluations revealed that the spillway will pass the Probable Maximum Flood (PMF) without overtopping the dam. A spillway design flood (SDF) equal to the PMF is required for PA 485. The spillway is therefore considered to be 'adequate'. The visual inspection revealed several minor deficiencies which require remedial action by the owners of the dam.
| Author | : Chuan Yuan Chen |
| Publisher | : |
| Total Pages | : 87 |
| Release | : 1979 |
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Kahle Lake Dam is a zoned, earthfill embankment with a maximum height of 45 feet and a total length between abutments of 1300 feet. The embankment has a crest width of 19 feet and side slopes of 3H:1V (Horizontal to Vertical) upstream and 2.5H:1V downstream. The upper 10 feet of the upstream slope is provided with 18 inch thick riprap for wave and ice protection. The auxiliary spillway, located in the left abutment, consists of a concrete weir, a concrete chute, and a stilling basin. The weir has an overall length of 81 feet with the crest elevation 6 feet below the top of dam. Flow over the weir discharges into a reinforced concrete chute. The chute width varies from 81 feet at the weir to 60 feet at the stilling basin. The bottom of the chute has a slope of 5H:1V and an overall length of 144.33 feet. Reinforced concrete training walls are provided from the weir to the end of the stilling basin.
| Author | : Bernard M. Mihalcin |
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| Total Pages | : 82 |
| Release | : 1980 |
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Based on a visual inspection, operational history, and available engineering data, the dam is considered to be in good 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. Due to the high potential for damage to downstream structures and possibly 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 92 percent of the PMF prior to embankment overtopping. Based on screening criteria contained in the recommended guidelines, the spillway is considered to be inadequate, but not seriously inadequate. Deficiencies noted by the inspection team included a seepage condition along a portion of the downstream embankment toe approximately 160 feet to the right of the left abutment hillside and a minor vertical crack in the concrete spillway overflow wall.
| Author | : Richard J. McDermott |
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| Total Pages | : 93 |
| Release | : 1981 |
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Bethany Hole Dam is an earth embankment with primary and secondary spillways. In addition, a low area of the lake shore adjacent to the right end of dam serves as an auxiliary spillway. The primary spillway consists of a stoplog controlled drop inlet with discharges through a 48-inch CMP which transversely penetrates the dam embankment. The primary spillway also acts as the outlet works for the dam. The secondary spillway consists of a 36-inch CMP high level outlet which transversely penetrates the dam. Based on visual inspection, past operational performance and Phase I engineering analyses, the dam is assessed as being in fair overall condition. Hydraulic and hydrologic analyses indicate that the spillway is inadequate. Discharge capacity of the spillways is not sufficient to pass the designated spillway design flood (100-year storm) without an overtopping of the dam. The spillways, together with a low area in the lake shore adjacent to the dam, are capable of passing approximately 54 percent of the SDF.
| Author | : BAKER (MICHAEL) JR INC BEAVER PA. |
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| Total Pages | : 132 |
| Release | : 1980 |
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Upper and Lower Dams consist of two dams in series designed by the U.S. Department of Agriculture, Soil Conservation Service (SCS) for floodwater detention and waterfowl habitat enhancement. Lower Dam is the primary structure upon which this report focuses because the majority of Upper Dam becomes inundated by backwater from Lower Dam before the emergency spillways at Lower Dam are activated. Hydraulic/hydrologic evaluations revealed that the spillways will pass the Probable Maximum Flood (PMF) without overtopping Lower Dam. A spillway design flood (SDF) equal to the PMF is required for Lower Dam. Therefore, the spillways are considered 'adequate.' The inspection revealed only one deficiency which should be corrected immediately, namely, the repair of the chipped concrete on the impact basin of Upper Dam.
