National Program for Inspection of Non-Federal Dams. Risley Reservoir Dam (CT 00211), Connecticut River Basin, Vernon & Bolton, Connecticut. Phase I Inspection Report PDF Download
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Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
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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 : 68
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Book Description
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.
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Category :
Languages : en
Pages : 20
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Category :
Languages : en
Pages : 1140
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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.
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Category : Science
Languages : en
Pages : 1112
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Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
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Category :
Languages : en
Pages : 84
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Rice Reservoir Dam has a hydraulic height of 48 ft., is 12 ft. wide, and is 980 ft. kong, It is earthen embankment dam, having a reinforced concrete core and a small chute-type spillway. The dam is in fair condition. It is intermediate in size with a significant hazard potential. Keywords include: Visual inspection, Dam safety, Connecticut River Basin, Claremont, New Hampshire, and Stevens Brook.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 75
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The project, substantially reconstructed in 1967, has a total length of approximately 320 feet, consisting of an approximately 300 foot long embankment and a 20 foot long concrete spillway. The dam is approximately 23.5 feet in height above the streambed of Long Hill Brook and, with the pond level to the top of the dam, impounds approximately 250 acre-feet of water. The upstream slope is protected to the top of the dam by dumped rock riprap. The spillway is a concrete chute and is located near the right end of the dam. The low-level outlet facility is a 24 inch reinforced concrete pipe at the central portion of the embankment and is controlled from a concrete gatehouse on the dam. Based upon visual inspection and past performance, the project is judged to be in fair condition. No evidence of instability of the embankment or spillway was observed. However, there are items which require monitoring and/or maintenance, such as erosion of the spillway discharge channel and a stagnant water condition in the low-level outlet channel which does not allow a free flow of water from the toe drain pipes. Peak inflow to the reservoir at the 1/2 PMF is 850 cubic feet per second (cfs); peak outflow is 580 cfs with the lowest point along the top of the dam overtopped by 0.4 feet. The spillway capacity, with the reservoir level to the low point of the top of the dam, is 380 cfs, which is equivalent to 66% of the routed test flood outflow.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
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ISBN:
Category :
Languages : en
Pages : 75
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The maximum height of the dam is 27 feet at the left edge of the spillway. The reservoir storage at the top of dam is 11 acre-feet. There are both upstream and downstream spillway training walls composed of mortared and hand placed cobbles respectively. The visual inspection of Risdon Pond Dam indicated that the dam is in fair condition. The inspection revealed that the unprotected upstream face has been slightly eroded by wave action. The downstream face of the dam has a number of blocks which have been displaced, cracked or have unmortared joints, Grass, moss and small trees are growing out of some of the joints. There are several areas of seepage along the downstream wall both sides of the spillway. There is a 3-foot deep depression on the left downstream wall of the dam. Also, there are five large tree stumps along the crest of the dam and a footpath traverses the crest. The spillway will discharge 220 cfs, or 16% of the test flood with the pool level at the top of the dam. The test flood flow of 1420 cfs will overtop the dam by 2.0 feet.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 65
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Mount Higby Reservoir Dam is an earthfill embankment about 865 ft. long, with a maximum height of about 30 ft. The spillway channel is located at the left abutment and appears to be excavated in bedrock. A wet well outlet structure is connected to a water treatment plant below the dam by means of a buried 20 in. dia. service main. There is also a 36 in. dia. blowoff pipe with an outlet into a natural channel below the dam. Mount Higby Reservoir is utilized as a water storage facility for the City of Middletown. It is about 6,000 ft. long and has a surface at normal storage of 134 acres. The drainage area is 1.44 sq. mi. and the maximum storage to the top of the dam is 1,750 acre-ft. The test flood inflow is 3,500 cfs., while the outflow is 1,160 cfs. at a surcharge elevation of 366.5, about 0.3 ft. below the top of the dam. The spillway is therefore adequate to pass the test flood outflow without overtopping the dam. The dam is judged to be in generally good condition. Flows of undetermined origin, which may be seepage from the reservoir, appear in the downstream channel and cause two marshy areas below the dam. The dam and appurtenant structures appear to be well maintained, but there is some brush growth and several mature trees on the downstream side of the access road berm.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 77
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The dam consists of two sections. The portion of the dam from the spillway 185 feet to the left is an earthen embankment on the upstream side of a rubble masonry retaining wall. The remaining portion of the dam to the left of the retaining wall is an earthen embankment. According to the existing information, a rubble masonry corewall exists from the spillway 260 feet to the left. The spillway is reported as a 50-foot-wide concrete weir flowing to a steep channel cut into natural rock formations. A 16 inch diameter high level intake approximately 900 + or - feet to the right of the dam was used as a supply main. The supply main is operable, however the reservoir is not used as a water supply due to the turbidity and poor color quality of the water. A 12 inch, low level inlet passes through the dam, but is presently inoperable. Based upon visual inspections at the site and past performance history, the dam is judged to be inf air condition. No evidence of structural instability in the retaining wall or the embankment portions of the dam was observed. However, the masonry retaining wall is very irregular making it impossible to detect any misalignment or movement of the wall. There are areas requiring attention. Based upon our hydraulic computations, the spillway capacity is 850 cubic feet per second, which is equivalent to approximately 28 percent of the Test Flood. Peak inflow to the reservoir is 3,500 cubic feet per second; peak outflow (Test Flood) is 3,000 cubic feet per second with the dam overtopped 0.8 feet.
