National Program for Inspection of Non-Federal Dams. Pataguanset Lake Dam (CT 00159), Connecticut Coastal Basin, East Lyme, Connecticut. Phase I Inspection Program PDF Download
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Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 94
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Book Description
Pataguanset Lake Dam is a 210 foot long earthfill and stone masonry structure. The left half of the dam is an earth embankment with a 10 foot crest width and a crest elevation of 68.0 NGVD. The center section of the dam is an earthfill emergency spillway with sheet piling on the upstream face and a 20 foot wide concrete paved crest. The crest elevation of this section is 65.2 NGVD. The spillway is a broadcrested weir, 15 feet long, with a crest elevation 62.7 NGVD. The outlet consists of a 6 foot wide rectangular concrete channel with stop log controls and an invert of 60.2 NGVD. The maximum height of the dam is 11.6 feet. The dam has a maximum impoundment capacity of 950 acre-feet at the top of dam elevation of 68.0 NGVD and used for recreation. The test flood has a routed outflow discharge equal to 1,800 CFS and would overtop the dam by 0.3 feet. The maximum spillway outlet, and emergency spillway capacity is equal to 1,580 CFS which represents 88% of the test flood outflow. Based on a visual inspection at the site, the dam is considered to be in FAIR condition. It is recommended that the left training wall of the outlet channel be repaired or replaced immediately upon receipt of this report.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 94
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Book Description
Pataguanset Lake Dam is a 210 foot long earthfill and stone masonry structure. The left half of the dam is an earth embankment with a 10 foot crest width and a crest elevation of 68.0 NGVD. The center section of the dam is an earthfill emergency spillway with sheet piling on the upstream face and a 20 foot wide concrete paved crest. The crest elevation of this section is 65.2 NGVD. The spillway is a broadcrested weir, 15 feet long, with a crest elevation 62.7 NGVD. The outlet consists of a 6 foot wide rectangular concrete channel with stop log controls and an invert of 60.2 NGVD. The maximum height of the dam is 11.6 feet. The dam has a maximum impoundment capacity of 950 acre-feet at the top of dam elevation of 68.0 NGVD and used for recreation. The test flood has a routed outflow discharge equal to 1,800 CFS and would overtop the dam by 0.3 feet. The maximum spillway outlet, and emergency spillway capacity is equal to 1,580 CFS which represents 88% of the test flood outflow. Based on a visual inspection at the site, the dam is considered to be in FAIR condition. It is recommended that the left training wall of the outlet channel be repaired or replaced immediately upon receipt of this report.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 105
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The dam at Gorton Pond is an earth embankment with the crest approximately 225 feet in length including a spillway length of 62 feet. The dam consists of a 120 foot long main embankment, an overflow spillway and a 1-2 foot high earthen berm to the right of the spillway. The main embankment has a riprap crest and a downstream rock shell to a 1 1/2:1 slope. This section was reportedly designed to withstand occasional overtopping during high flows, however, no design data was found in the available files to substantiate this. The maximum height of the dam is 10 feet. The spillway is an uncontrolled concrete ogee weir and is located about 43 feet from the right dam abutment. The outlet works consists of a sluice gate controlled 36 inch square outlet and is located near the center of the embankment section. The sluice gate is manually operated. The dam has a storage capacity of 450 Ac-Ft at the spillway elevation of 27.0 NGVD and the reservoir and dam are used for recreation. The maximum spillway capacity is equal to 450 CFS which represents only 11% of the test flood outflow, therefore, the spillway capacity is considered inadequate.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 91
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The dam is an earthfill structure with an upstream masonry and concrete retaining wall. The top of the dam is approximately 80 feet in width at the spillway and 20 feet above the streambed of the Farm River Diversion. The top of the dam is approximately 100 feet long along the upstream edge of the crest and approximately 200 feet long along the downstream edge of the crest. U.S. Route 1, a four lane highway, runs along the top of the dam. The spillway consists of a 10-foot-wide by 4.2-foot-high opening in the upstream masonry wall for the enclosed concrete ogee weir which feeds a 36 x 58-in. corrugated metal arch culvert through the embankment. The arch culvert connects to a junction box, as does the 24-inch low level outlet pipe, which runs from a concrete intake chamber 10 feet upstream of the upstream face of the dam. A 48-inch reinforced concrete pipe discharges from the junction box to the downstream streambed at the toe of the dam. Based upon the visual inspection at the site and past performance, the dam is judged to be in fair condition. No evidence of structural instability was observed, however surface sloughing and erosion of the downstream embankment slope was noted. Peak inflow to the reservoir is 7450 cfs; peak outflow is 1900 cfs with the dam overtopped 1.9 feet. Based on our hydraulic computations, the spillway capacity is 220 cfs, which is equivalent to 12% of the routed test flood outflow.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 54
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The Success Lake Dam, constructed in 1875, is a 132-foot-long, 17-foot-high structure composed of two earthfill embankments and a central 33-foot-long broad crested spillway. The original timber spillway decking has since been capped with concrete. Flow over the spillway is channeled through five 4-foot-wide, 2-foot-high openings, and one 3.3-foot-wide, 2-foot-high, opening formed by the bridge piers. Two cast ion conduits pass through the earthfill embankment at the right abutment of the dam and provide additional outlets from the impoundment. Visual inspection of the site indicated that the dam is in poor condition. The inspection revealed the following: deterioration of the vertical downstream face of the spillway, cracked and missing portions of the concrete spillway and downstream interfaces of the spillway and abutments, exposed aggregate on the concrete spillway cap, seepage along the toe of the left embankment has resulted in a 20-foot by 30-foot marshy area approximately 40 feet from the dam, and a potentially inoperable low-level outlet.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 131
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The Lake Naraneka Dam, constructed in 1937 for recreational purposes, is a 156-foot-long and 18-foot-high concrete gravity dam which is arched in plan. The dam is 4 feet wide at the crest; has a 0.1H:1V sloped upstream face; and a downstream face which is inclined at approximately 0.65 H:1V. The spillway is incorporated into the left side of the dam. The 11-foot-long spillway, located about 30 feet from the left abutment, discharges into a 60-foot-long stone paved channel. Discharge from the site may also pass through the manually controlled 14-inch diameter low level outlet of the 2-inch and 8-inch diameter conduits that supply and drain the small masonry pool at the downstream toe of the dam. The visual inspection of the dam indicated that the structure is in fair condition. Seepage and wet areas were observed on the downstream face of the dam. Extensive efflorescence, cracking and spalling of the concrete was noted at many areas on top, upstream, and downstream faces of the dam. The Lake Naraneka Dam has a top of dam storage capacity of 675 acre-feet (ac-ft) and is approximately 18 feet in height. The capacity of the spillway, with the water surface at the top of the dam, is 215 cfs or 43 percent of the routed test flood outflow. As a result, the dam will be overtopped by 0.7 feet.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 91
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The dam is an earth embankment approximately 10 feet wide at the top and 400 feet long with the top approximately 10 feet above the streambed of an unnamed tributary to Raymond Brook. A central portion of the earth dam is comprised of a high area of natural ground to within a horizontal distance of 20 feet from the left spillway abutment. The spillway is a 15 foot long broad crested concrete weir of trapezoidal cross-section with vertical concrete training walls. The low level outlet is an approximately 1 foot square conduit through the spillway section. The flow through the conduit is regulated by a hand operated submerged gate mechanism adjacent to the upstream face of the spillway section. Based upon the visual inspection at the site and past performance, the dam is judged to be in poor condition. There was erosion evident on the upstream slope and crest of the dam, as well as numerous footpaths on the downstream slope. There were also significant amounts of seepage observed on the downstream slope and along the downstream toe of the dam. Other deficiencies include trees and brush on the dam embankment and a low beach area adjacent to the left end of the dam. Based upon hydraulics computations, the spillway capacity is 180 cfs which is equivalent to 113 percent of the routed Test Flood outflow. It should be noted that the above figures assume the low area at the left end of the dam to be raised to the top of the dam.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 66
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Book Description
Lake Winnemaug Dam is an earth embankment approximately 500 feet long with a maximum height of about 15 feet. The upstream slope of the embankment is approximately 1H:1V and the downstream slope is about 1.5H:1V. The top of the dam is about 20 feet wide and it is a paved road. The overflow drop spillway is located about 100 feet from the right abutment and consists of an 18.5-foot long concrete weir, a cascading step section and a 4-foot high by 10-foot wide culvert through the embankment. The original purpose of the dam is unknown; however, the lake is currently used for recreation purposes. The peak test flood inflow for Lake Winnemaug Dam is 3,460 cfs. The routed test flood outflow of 2,010 cfs overtops the dam by about 0.8 feet. The spillway is capable of discharging 770 cfs or about 38 percent of the routed test flood outflow prior to overtopping of the dam. A breach of the dam would result in a 7.8-foot increase in the stream depth (3.8 feet above the channel banks) at the initial downstream damage area. The dam appears to be in poor condition. Numerous structural deficiencies, such as slope failures, seepage, and toe erosion were observed during the visual inspection. The embankment is overgrown with brush and trees and contains a number of rodent holes. The reservoir cannot be drained in an emergency because the outlet pipe control valve is inoperable.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 81
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Waubeeka Lake is fed primarily by artesian springs, and is impounded by three dikes on the western, eastern and southern shores. The West Dike consists of a road embankment built along a natural saddle which lies between hills forming a ridge along the western and southern fringes of the lake. The East Dike is a 225-foot-long by 3-foot-high earthfill structure with a vertical downstream masonry face and an inclined upstream face which is entirely covered with riprap. The southern Dike consists of a landfill deposited in a saddle between hills skirting the southern perimeter of the lake. The width of the South Dike is over 100 feet, while the height is only two to three feet. Visual inspection of the dikes indicate that the East and West Dikes are in poor condition. The growth of trees along the dikes will deteriorate these structures and induce seepage along the root networks. Also, high winds may uproot the larger trees, causing an immediate failure. No damage due to the breach of the structures impounding Waubeeka Lake is anticipated and the hazard classification of the West Dike, specifically, is LOW based on the dam breach analysis.
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.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 121
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The entire structure is 235 feet long and consists of a 90-foot-long, 14-foot-high earth embankment extending from the right abutment, a 25-foot-long, 10-foot-high concrete broad-crested spillway weir, and a 120-foot-long 14-foot-high embankment span between the spillway and the left abutment. The top of the embankment is approximately 14 feet wide and is 4 feet above the spillway crest elevation of 327 NGVD. The outlet facilities consist of a 24-inch gated conduit at the base of the concrete spillway and an 18-inch ungated conduit in the left embankment. Visual inspection of the dam indicated that the dam is in poor condition. The inspection revealed considerable spalling and efflorescence of the spillway training walls, an inoperable low-level outlet, heavy vegetation on the dam, and evidence of seepage along the toe of the embankments. The test flood outflow is approximately 1,670 cfs; and the capacity of the spillway, with the water surface at the top of the dam, is 620 cfs or 37 percent of the routed test flood outflow. Therefore, the dam will be overtopped by about 1.2 feet.
