National Program for Inspection of Non-Federal Dams. Goss Brook Dam (CT 00465), Thames River Basin, Ashford, 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 : 119
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Book Description
The dam completed in 1963 to impound a recreation pond, is an earth embankment approximately 650 feet in length with an emergency spillway at its left end. It is approximately 40.5 feet in height and is capable of impounding 600 acre-feet of water. The principal spillway is a drop inlet type structure consisting of a reinforced concrete riser with a 42 inch diameter reinforced concrete outlet pipe which discharges to the natural streambed of Goss Brook at the downstream toe of the embankment. A 30-inch diameter low-level intake and sluice gate are also included in the principal spillway structure. The grass-bottomed emergency spillway channel is cut into natural ground at the left end of the dam and has a crest length of 120 feet. The upstream slope of the embankment includes an 8 foot wide berm at the normal pool elevation and is protected by riprap to 2 feet above the berm. The top and slopes of the dam are grass covered, with a filter blanket at the toe of the downstream slope. Based upon the visual inspection and past performance, the project is judged to be in fair condition. There are items which require maintenance or evaluation, such as possible slight tilting of the concrete principal spillway structure and potential for erosion of the emergency spillway embankment. The combined spillway capacity with the pond level to the top of the dam is 4,700 cfs, which is equivalent to 150% of the routed test flood outflow.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 119
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Book Description
The dam completed in 1963 to impound a recreation pond, is an earth embankment approximately 650 feet in length with an emergency spillway at its left end. It is approximately 40.5 feet in height and is capable of impounding 600 acre-feet of water. The principal spillway is a drop inlet type structure consisting of a reinforced concrete riser with a 42 inch diameter reinforced concrete outlet pipe which discharges to the natural streambed of Goss Brook at the downstream toe of the embankment. A 30-inch diameter low-level intake and sluice gate are also included in the principal spillway structure. The grass-bottomed emergency spillway channel is cut into natural ground at the left end of the dam and has a crest length of 120 feet. The upstream slope of the embankment includes an 8 foot wide berm at the normal pool elevation and is protected by riprap to 2 feet above the berm. The top and slopes of the dam are grass covered, with a filter blanket at the toe of the downstream slope. Based upon the visual inspection and past performance, the project is judged to be in fair condition. There are items which require maintenance or evaluation, such as possible slight tilting of the concrete principal spillway structure and potential for erosion of the emergency spillway embankment. The combined spillway capacity with the pond level to the top of the dam is 4,700 cfs, which is equivalent to 150% of the routed test flood outflow.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 85
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Book Description
The dam, built in 1949, consists of an earth embankment with a spillway at the right end and a low-level outlet at the central portion. The dam has a maximum impoundment capacity of 715 acre-feet and is approximately 450 feet long, 20 feet wide at the top (elevation 667.8) and 26.5 feet in height above the streambed of the outlet discharge channel at the toe of the dam. The top of the dam is an unpaved road, the downstream slope is covered with brush and the upstream slope has dumped riprap to within 3 feet of the top with a growth of weeds on the remaining portion. The spillway is a 15 foot wide earth and gravel channel with 6 foot high concrete abutment walls, and is located at the right end of the dam. The outlet is located at the central portion of the dam, is gated upstream, and has a rectangular outlet measuring 2.0 feet by 1.5 feet, downstream invert elevation 641.3. Based upon the visual inspection at the site and past performance, the dam appears to be in fair condition. There are signs of settlement of the concrete gate structure and extensive cracking and horizontal movement at the spillway concrete abutment walls. There are also areas requiring maintenance and monitoring such as seepage at the toe of the dam, erosion of the upstream slope above the riprap, potholes and ruts in the top of the dam and depression area on the downstream slope. The spillway capacity with the lake level to the top of the dam is 650 cfs, which is greater than 100% of the routed test flood outflow.
Author:
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Category : Research
Languages : en
Pages : 1138
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Book Description
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: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 83
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The dam, built in the 1870's, has a total length of approximately 425 feet and consists of an embankment section with upstream and downstream masonry faces and a masonry spillway section. The dam is 19.5 feet in height above the old streambed of Hunts Brook and, with the pond level to the top of the dam, impounds approximately 700 acre-feet of water. The spillway is an 87.8 foot long broad-crested weir located at the right end of the dam and is founded on bedrock. Based upon the visual inspection at the site and past performance, the project is judged to be in poor condition. There are areas which require monitoring and/or maintenance such as: seepage at several locations on the downstream face and toe of the dam, seepage of the low-level outlet culvert, the inoperable low-level outlet gate, eroded areas on the top of the dam, deteriorated masonry at several locations on the dam, and possible erosion or undermining due to high velocity flows along the downstream toe of the spillway and dam. Peak inflow to the reservoir at the 1/2 PMF is 8,610 cubic feet per second; peak outflow is 7,730 cfe with the dam overtopped by 2.7 feet. The spillway capacity with the reservoir level to the top of the dam is 1,610 cfs, which is equivalent to 21% of the routed test flood outflow.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 65
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Book Description
The Yantic River Dam is an earth embankment with a gravity overflow section. They have a combined length of approximately 323 feet and a maximum height of 18.2 feet. A spillway is located on the northern side of the dam and is approximately 128 feet long. The concrete and masonry spillway is 4 feet lower than the top of the dam. A gate structure and sluiceway near the northern end of the dam supplies water to a downstream factory. There is a 24 inch low-level discharge pipe that passes through the base of the dam at the southern end of the spillway. The pipe is controlled by a gate on the upstream side of the dam and this gate is operable. The drainage area is 39.4 square miles and the reservoir has approximately 77 acre-feet of storage capacity. The assessment of the dam is based on available information, visual inspection and hydraulic/hydrologic computations. The dam is judged to be in FAIR condition with several areas that require attention. These areas include: seepage through the earth embankment and the northern spillway training wall, settlement behind the spillway training wall, cracking and spalling of the sluiceway gate structure and brush and trees on the embankments and along the toe of the dam. The spillway capacity at the top of dam is 2,700 cfs or 44 percent of the test flood outflow. The test flood outflow will overtop the dam by approximately 2 feet.
Author:
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ISBN:
Category : Science
Languages : en
Pages : 1020
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Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 184
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Stony Brook Reservoir Dam consists of two earthfill embankments with concrete core walls, separated by a 650 ft. long natural promontory. A concrete spillway, 35 ft. wide, is located in the Side Dam. The spillway discharges into a stone masonry channel about 220 ft. long. A gate house located upstream from the Main Dam houses controls for the inlet to a 24 in. dia. water supply line and a 24 in. dia. low level outlet. The dam and appurtenant works are judged to be in generally fair condition. Brush was growing on the downstream slopes of both dams and in the spillway discharge channel. The gate house is in need of repair and the condition of the outlet gate could not be verified. Seeps were found downstream of both dams and cavities were found in the slopes of both embankments. The routed test flood outflow of 5,200 cfs overtops the crest of the Main Dam by 1.3 ft. and the Side Dam by 0.6 ft. The spillway can pass 1,250 cfs or about 24 percent of the routed test flood outflow without overtopping the Main Dam.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 85
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North Grosvenordale Pond Dam is a composite masonry and earth dam consisting of two downstream stepped, ashlar faced masonry overflow sections, a granite block and earth fill right abutment and an earth fill right abutment and and earthfill dike on the left abutment. The entire length of the dam is about 2,400 ft. It is a run-of-the-river dam which once served the industrial needs of the downstream mill. Outflows through the millrace are now used for fire protection of the mill. North Grosvenordale Pond is about 1.5 miles long and has a surface area at spillway level of about 60 acres. The drainage area above the dam is about 99 sq. mi. and the maximum storage to the top of the dam is estimated at about 840 acre-ft. The dam is judged to be in generally fair condition. At the time of the inspections, water was flowing over the right spillway, so that it was not possible to observe the condition of the downstream ashlar face, or to determine whether there is any erosion at the toe of the spillways. The crest of the left spillway is higher than the right spillway. The difference is less than 6 in. The sluiceway through the left spillway is inoperative. Some of the left spillway stones have been dislodged and displaces. Several joints in the training walls are in need of repointing. The bridges over the spillways are in a deteriorating condition. Tree and brush growth is abundant along the left abutment dike. The spillways are not adequate to pass the 1/2 PMP test flood of 25,400 cfs without overtopping the non-overflow sections of the dam. The test flood would overtop the dike by about 2.2 ft. The spillway can pass 4,950 cfs or about 20 percent of the test flood without overtopping the dike.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 89
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The dam at Deep River Reservoir is a zoned earth embankment approximately 900 feet long, 62 feet high with an average crest width of 20 feet. It was originally constructed in 1926, 7 and raised in 1971, 2 to its present configuration. It is owned by the City of Norwich, Connecticut and operated by the Department of Public Utilities as the main surface water supply of the City. The dam has an agee overflow spillway at the right abutment. The spillway is a converging chute type with a drop to a stilling basin at the toe of the dam. The outlet works and control tower are centered on the embankment and discharges from the tower's wet well flow through a reinforced 42 inch diameter condiut beneath the dam. An earth embankment dike 240 feet long in an adjacent cove of the reservoir contains an erodable fuse plug emergency spillway. As a result of the visual inspection and the review of available data regarding this facility, the dam is considered to be in GOOD condition. To assure the long-term performance of this structure, several items of concern require attention: modifications need to be made to the existing relief well monitoring system in order to more accurately record the seepage flow, a localized erosion immediately upstream of the left abutment of the dam must be repaired, and vegetable growth in the downstream channel of the emergency spillway should be removed. The maximum outflow capacity of the spillway under a stillwater condition is equal to 18,860 CFS which represents more than 100 percent of the test flood.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 102
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Book Description
The dam, substantially completed in 1957 and certificate of approval dated April 27, 1972, consists of an earth embankment with a concrete corewall and a concrete spillway. The embankment is 580 feet long, has a maximum storage capacity of 185 acre-feet, and is 22 feet in height above the streambed of Diamond Ledge Brook at the toe of the dam. The top of the dam (elevation 21.0) is 20 feet wide and 6 feet above the spillway crest. The upstream slope and top of the dam have a sod cover except at the left end where there is a sandy beach area. The spillway consists of a 10 foot long and 3 foot wide broad-crested concrete weir and a rectangular chute (fish ladder) which extends 65 feet to the toe of the dam. The low-level outlet facility is an 8 inch corrugated metal pipe which is encased in concrete and located to the left of the spillway and gated at the downstream slope. Based upon the visual inspection at the site and past performance of the dam, the project is judged to be in fair condition. There are items requiring maintenance and monitoring such as seepage along the toe of the dam, cracking along the joints of the spillway chute, and the lack of proper slope protection. Also, the fill being dumped along the downstream slope should be graded to a lesser slope and slope protection placed. The spillway capacity with the lake level to the top of the dam is 440 cfs, which is 81% of the routed test flood outflow.
