National Program for Inspection of Non-Federal Dams. Hockanum River Dam (CT 00620), Connecticut River Basin, Vernon, Connecticut. Phase I Inspection Report PDF Download
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Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 87
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Book Description
The Hockanum River Dam consists of a 28 foot long earth embankment with vertical stone masonry walls on the upstream and downstream faces. A concrete spillway 80 feet in the length extends from the earth embankment to the left abutment. The maximum height of the dam is 37 feet. Based on the visual inspection the Hockanum River Dam appears to be in fair condition. Several trees are growing on the crest and upstream face of the dam. Seepage was observed on the downstream face near the left end of the earth embankment section. There is a hole in the stone masonry about 7 ft. down from the crest of the dam. The visible portion of the spillway and training walls were in poor condition with the concrete having a rough surface due to erosion and spalling. The test flood would overtop the dam by 3.1 feet. The spillway is adequate to pass 38 percent of the test flood outflow without overtopping the dam.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 87
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Book Description
The Hockanum River Dam consists of a 28 foot long earth embankment with vertical stone masonry walls on the upstream and downstream faces. A concrete spillway 80 feet in the length extends from the earth embankment to the left abutment. The maximum height of the dam is 37 feet. Based on the visual inspection the Hockanum River Dam appears to be in fair condition. Several trees are growing on the crest and upstream face of the dam. Seepage was observed on the downstream face near the left end of the earth embankment section. There is a hole in the stone masonry about 7 ft. down from the crest of the dam. The visible portion of the spillway and training walls were in poor condition with the concrete having a rough surface due to erosion and spalling. The test flood would overtop the dam by 3.1 feet. The spillway is adequate to pass 38 percent of the test flood outflow without overtopping the dam.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 79
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Book Description
Paper Mill Pond consists of a 17 foot long concrete spillway and a 15 foot long concrete dam, all completely surrounded by buildings of Amerbelle Corporation. At top of a dam elevation, the dam impounds 90 acre-feet. Outlet works consist of a drawdown conduit of unknown size and twin 8-inch line for process water. Under normal conditions, the entire flow of the Hockanum River discharges over the spillway. This dam has a maximum height of 16.7 feet with the top of dam 5.5 feet above the spillway crest. The dam is in fair condition with some seepage from the face of dam and some deteriorated concrete. In addition to the operable outlet works, there is the 48-inch metal penstock that was originally used to supply water to the generator turbine. This outlet is plugged and the pipe partially filled and collapsed.
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Category : Government reports announcements & index
Languages : en
Pages : 1332
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Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 74
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The Shenipsit Lake Dam is a granite stone masonry structure 70 feet long and 27 feet high. It has an emergency spillway, diversion conduit and an adjacent earth fill dike. Based on visual inspection, records available at the site and past operational performance, the dam is judged to be in fair condition. However, a review of the limited engineering data available reveals that there are areas of concern which must be corrected in order to assume the safety of the dam. The earth dike embankment as well as the masonry spillway have questionable structural capacity. The seepage of water into the Roosevelt Mills parking lot is of concern as a result, we feel this condition needs to be studied further. Based on selected size and hazard classifications, the Probable Maximum Flood (PMF) was selected to test the hydraulic adequacy of the spillway. It was determined that the spillway would pass only 16.5 percent of the peak discharge of such an event before overtopping of the dam would occur.
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ISBN:
Category : Science
Languages : en
Pages : 492
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Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 77
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Dobsonville Dam is a run of the river stone masonry gravity dam. The total length of the dam is 84 feet with a maximum height of 26 feet. The crest width of the dam is approximately 10 feet. The centrally located spillway is 62 feet in length. The stones forming the crest of the spillway are connected with metal rods. The dam was originally constructed to provide water power for a mill, however the ponds is now used for passive recreation only. Dobsonville Dam has a storage volume of 125 acre-feet and a maximum dam height of 26 feet. Based on the visual inspection, the Dobsonville Dam and its appurtenances are judge to be in fair condition. The vertical and horizontal alignment was good. Trees are located at the abutments with roots growing into the stone masonry face. Seepage was observed eminating through the downstream face. Water was overflowing the spillway at the time of inspection. The maximum spillway capacity without overtopping the dam is 342 CFS. The capacity of the spillway is inadequate to pass the 100 year test flood outflow fo 4290 CFS and would overtop the dam by 5.7 feet. The spillway is adequate to pass only 8 percent of the spillway test flood outlfow without overtopping the dam.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 68
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The dam is located on a tributary of the Connecticut River on the town line of Bolton and Vernon, Tolland County, Connecticut. It is an earthfill structure approximately 625 ft. long with a maximum depth at its center of 26 ft. The crest width varies from 12 to 15 feet. A vertical granite masonry wall extends from the downstream side of the crest to the bed of Lydall Brook below. The visable part of the upstream embankment has a 1 on 2 to 1 on 3 slope with a riprap face. The downstream embankment consists of cobbles and boulders piled against the face of the masonry wall on an approximate 1 on 1.5 slope. The dam is in generally good condition. It appears to be structurally stable at the present time under normal conditions. Based on its small size and high hazard classification in accordance with the Corps' guidelines, the test flood is 1/2 the PMF. The spillway will pass only about 44 percent of the test flood and is considered inadequate. Recommendations to improve dam safety are: (1) Increase spillway capacity; (2) Replace 6-in. discharge pipe and relocate valve; (3) Add riprap near the center on the downstream side; (4) Divert spillway discharge away from the toe of the dam.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 64
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Case Pond Upper Dam is a 110-year old earth embankment, used to impound water of the Birch Mountain Brook for recreational purposes. The dam is irregularly shaped in plan and section with an approximate length of 300 feet and a maximum height of 16 feet. The spillway is 87 feet long with a crest elevation about 2 feet below the top of the dam. The dam appears to be in poor condition. Many trees, with trunks up to 3 feet in diameter, are growing on both the upstream and downstream faces of the dam as well as on the crest. No erosion protection is provided on the upstream face. Seepage (about 2 gpm) was observed during the inspection about 10 feet downstream of the dam. No emergency low level outlet exists for drawing down the impoundment. The peak test flood inflow for Case Pond Upper Dam is 1,470 cfs. The routed test flood outflow of 1,460 cfs overtops the dam by 0.5 feet. The spillway is capable of discharging 810 cfs, or about 56 percent of the routed test flood outflow, prior to overtopping of the dam. A breach of the dam would result in a 3.1-foot depth (contained within the channel banks) of flow at the first residential area (an apartment complex), located about 4,400 feet downstream of the dam.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 78
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Porter Reservoir Dam is an earth embankment approximately 680 feet long with a maximum height of about 32 feet. The upstream slope of the embankment is approximately 2H:1V and is riprap-lined to within 3 feet of the top of the dam. The crest width of the dam is about 15 feet. The spillway consists of a concrete weir located about 75 feet downstream of the reservoir in a 20-foot wide stone-lined channel. The purpose of the dam, which is believed to have been constructed around 1902, is to impound a water supply for the City of Manchester water distribution system. Porter Reservoir Dam has a drainage area of approximately 0.6 square miles, with only about 0.15 square miles draining directly to the reservoir. The maximum storage capacity of the reservoir is 100 acre-feet. The peak inflow and outflow rates for the test flood at Porter Reservoir were computed to be 600 cfs and 570 cfs, respectively. The peak outflow corresponds to a stage of 4.2 feet above the spillway crest, or 1.8 feet below the top of dam elevation. The spillway is capable of discharging 970 cfs and can pass 100 percent of the test flood without overtopping of the embankment. The dam appears to be in fair condition. The upstream and downstream slopes of the embankment are overgrown with brush and trees and the crest of the dam is unprotected from erosion. The masonry of the appurtenant structures is in need of minor repairs at several locations and seepage was observed during the inspection at the outlet structure. Several of the gate valves associated with operations of the dam were inoperable at the time of the inspection.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 91
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Book Description
This dam consists of an earth embankment, and a concrete wall which extends from the embankments to the spillway on each end of the spillway. The earth embankment is 500 feet long, 8 feet wide at the top and 6.7 feet high, with a downstream slope of 2H:1V. The concrete spillway is located at the western end of the dam and is 40 feet long with 15 inch high permanently attached timber flashboards. Based on the visual inspection, and past operational performance, the dam is judged to be in POOR condition. There are large trees growing on the embankment. The concrete wall is severely cracked and spalled and has been exposed on the downstream side by erosion. Seepage is occurring through the wall and all along the downstream toe of the embankment. The test flood for this dam is the 100 year flood. The test flood has an inflow equal to 1810 cfs and an outflow discharge equal to 1800 cfs at a stillwater elevation of 233.1 which will overtop the dam by 1.0 foot. The maximum outflow capacity of the spillway with the water level at the top of the dam is 53 cfs, which is 3 percent of the test flood outflow.
