Download or read book National Program for Inspection of Non Federal Dams Lake Whitney Dam CT 00119 Quinnipiac River Basin Hamden Connecticut Phase I Inspection Report written by CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV. and published by . This book was released on 1978 with total page 74 pages. Available in PDF, EPUB and Kindle. Book excerpt: The dam is comprised of an earthen embankment on the upstream side of a near-vertical rubble stone masonry wall, which is approximately 340 feet in length and rises approximately 37 feet above the original streambed elevation of the Mill River. The upstream earthen embankment is approximately 20 feet wide at the dam crest and has an upstream slope with a maximum inclination of 3 horizontal to 1 vertical. The right portion of the spillway is a concrete compounded circular crest with a sloped downstream face. The left portion of the spillway is a side channel concrete ogee section. The area below the dam is developed with industrial buildings, a high school, and residential structures. Based upon the visual inspection at the site and past performance of the dam, the dam is judged to be in good condition. No evidence was observed of structural instability in the earthen embankment or the masonry wall. The condition of both the embankment and wall appears to be good. There are some areas requiring attention. Based upon our hydraulics computations, the spillway capacity is 9700 cubic feet per second, which is equivalent to approximately 21 percent of the Test Flood. Peak inflow to the reservoir is 48,600 cubic feet per second; peak outflow (Test Flood) is 46,500 cubic feet per second with the dam overtopped 4.4 feet.

Download or read book National Program for Inspection of Non Federal Dams Lake Wintergreen Dam CT 00118 Quinnipiac River Basin Hamden Connecticut Phase I Inspection Report written by CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV. and published by . This book was released on 1978 with total page 77 pages. Available in PDF, EPUB and Kindle. Book excerpt: 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.

Download or read book National Program for Inspection of Non Federal Dams Black Pond Dam CT 00135 Quinnipiac River Basin Meriden Connecticut Phase I Inspection Report written by CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV. and published by . This book was released on 1981 with total page 68 pages. Available in PDF, EPUB and Kindle. Book excerpt: Black Pond Dam is a stone masonry and earth embankment structure approximately 100 feet long and 26 feet high with a 25-foot wide paved road (Birdsey Avenue) on the crest. A majority of the downstream embankment consists of a vertical stone masonry face. The 14-foot wide spillway is a 14-foot by 3-foot concrete culvert under the road at approximately the center of the dam. There is a mortared stone gate inlet structure that controls a 20-inch cast iron water main that passes through the base of the dam. The water main connects into the City's distribution network, and is used only for emergencies. There is no low-level discharge. The pond is presently used for recreation. The drainage area is 1.2 square miles and the reservoir has approximately 353 acre-feet of storage capacity. The assessment of the dam is based on the visual inspection, past operational performance 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 dam, missing mortar in the downstream face, trees on the embankments as well as along the toe of the dam and the lack of a low-level discharge pipe. The test flood for this dam is 1/2 the PMF and is calculated to be 560 cfs. The spillway capacity at the top of the dam is 250 or 45 percent of the test flood outflow. The test flood outflow will overtop the dam by 1.1 feet.

Download or read book National Program for Inspection of Non Federal Dams Bradley Hubbard Reservoir Dam CT 00132 Quinnipiac River Basin Meriden Connecticut Phase I Inspection Report written by CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV. and published by . This book was released on 1980 with total page 103 pages. Available in PDF, EPUB and Kindle. Book excerpt: The project, built about 1891 has a total length of 545 feet consisting of a 340-foot masonry core with earth fill on the upstream and downstream sides, a 115 foot long earth embankment at the right end of the dam, and sections of concrete corewall at each end. A 71-foot broad-crested masonry spillway is located at the central portion of the dam. The top of the dam (elevation 312.0) is 7 feet wide and 16.5 feet above the Harbor Brook streambed. The maximum storage capacity with the pond level to the top of the dam is approximately 216 acre-feet of water. A gatehouse, located upstream and adjacent to the right end of the spillway, contains two valves which regulate a 20-inch blowoff and a 12-inch supply main which once led to the Bradley and Hubbard Corp. In accordance with the Army Corps of Engineers's Guidelines, Bradley Hubbard Reservoir Dam is classified as a high hazard, small size dam. The test flood range is from one-half to full Probable Maximum Flood (PMF). The selected test flood for Bradley Hubbard Reservoir Dam is equivalent to the PMF. Peak inflow to the reservoir at the test flood is 1500 cubic feet per second (cfs); peak outflow is 1325 cfs with the dam overtopped by 0.9 feet. The spillway capacity with the reservoir level to the top of the dam is 223 cfs, which is equivalent to 17% of the routed test flood outflow.

Download or read book National Program for Inspection of Non Federal Dams Bristol Fish and Game Club Dam CT 00299 Quinnipiac River Basin Town of Wolcott New Haven Connecticut Phase I Inspection Report written by CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV. and published by . This book was released on 1981 with total page 39 pages. Available in PDF, EPUB and Kindle. Book excerpt: The dam is an earth embankment founded on bedrock and measuring approximately 600 feet long, 22.5 feet high (26.5 structural height), and 12 feet wide at the top. The top of the dam is 4.5 feet above the principal spillway crest. The slopes and top of the embankment have a grass cover, with some riprap along the waterline. The principal spillway is a concrete drop inlet. There are two vertical 4 foot by 1 foot openings at the top of the riser structure, which allow water to flow into the chamber and out the 16 inch RCP. The low-level outlet, also part of this spillway structure, consists of a 15 inch ACCMP which extends for 30 feet from the riser chamber to the toe of the upstream slope. The emergency spillway is a grass lined channel extending around the right end of the dam. Based upon the visual inspection performed April 29, 1981, the project is assessed as being in good condition.

Download or read book National Program for Inspection of Non Federal Dams Lake Watrous Dam CT 00318 Quinnipiac River Basin Woodbridge Connecticut Phase I Inspection Report written by CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV. and published by . This book was released on 1978 with total page 110 pages. Available in PDF, EPUB and Kindle. Book excerpt: The 1240 feet long dam is a concrete gravity section for the majority of its length with upstream and downstream embankments. At the right end of the dam adjacent to the spillway, the concrete section narrows to effectively become a 70 foot long concrete corewall for the surrounding earthen embankments. The top of the dam is approximately 51 feet above the old streambed at estimated elevation 174. Downstream embankments have a maximum slope inclination of 3 horizontal to 1 vertical. The spillway is a 70 foot wide concrete ogee weir flowing to the spillway channel cut into rock at the right end of the dam. Two 30 inch cast iron pipes pass through the dam; one at elevation 183 is a supply main, and the other at elevation 178, is the low level outlet. Based on the visual inspection at the site and past performance history, the dam appears to be in good condition. No evidence of structural instability was observed in either the concrete gravity section or the embankment - concrete corewall section of the dam. The downstream earthen embankment was observed to be in good condition, with only a minor surface slump in one area. There are some areas which do, however, require attention. Based upon our hydraulic computation, the spillway capacity is 2800 cubic feet per second (cfs), which is equivalent to approximately 25 percent of the Test Flood.

Download or read book National Program for Inspection of Non Federal Dams Plainville Reservoir Dam CT 00259 Quinnipiac River Basin Southington Connecticut Phase I Inspection Report written by CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV. and published by . This book was released on 1980 with total page 80 pages. Available in PDF, EPUB and Kindle. Book excerpt: Plainville Reservoir Dam is an earthen embankment dam with a maximum height o 17 feet and a length of 688 feet. A concrete spillway section, 15 feet wide, is located near the left abutment. The upstream face has a slope of 1.5:1, and is protected by riprap. The downstream face has a slope of 1.5:1. There are two 6-inch diameter blowoffs located adjacent to the two gatehouse structures located downstream of the dam. Plainville Reservoir has a storage volume of 528 acre-feet; the size classification is thus small. In general, the dam was judged to be in fair condition. The vertical and horizontal alignment is good; however, a slight dip in the crest was noted in the vicinity of the downstream gatehouse. Several windows were observed in the upstream riprap, which ends about 2 feet below the crest of the dam. Some small seeps were observed near the downstream slope (right side of the dam). The concrete spillway and training walls were in good condition. Some flow of water was observed passing below the spillway and flowing out the spillway channel. The spillway is not adequate to pass the 0.5 PMF test flood outflow without overtopping the dam. The test flood would overtop the dam by about 0.2 feet. The spillway pass about 46 percent of the test flood outflow without overtopping the dam.

Download or read book National Program for Inspection of Non Federal Dams Simpson Pond Dam CT 00630 Quinnipiac River Basin Wallingford Connecticut Phase I Inspection Report written by CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV. and published by . This book was released on 1981 with total page 64 pages. Available in PDF, EPUB and Kindle. Book excerpt: Simpson Pond Dam is a stone masonry and earth embankment structure approximately 300 feet long and 22.3 feet high. The northern third of the downstream face of the dam is stone masonry either vertical or built in steps. The downstream face of the southern two thirds of the dam is earth, with 1:1 slopes and a crest width of approximately 10 feet. The main spillway is located near the northern end of the dam and is 42 feet long. There is also an auxiliary spillway at the northern end of the dam that is 55 feet long and 1 foot higher than the main spillway. There is a service bridge leading to a platform and gate which controls a low-level discharge pipe that passes through the base of the dam. The gate is operable and is used to lower the pond for maintenance purposes. The assessment of the dam is based on a 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 dam below and adjacent to the spillway, missing capstones on the spillway weir, vegetation on the earth embankment and in the downstream channel and severe scouring of the northern downstream channel bank below the auxiliary spillway. The spillway capacity at the top of the dam is 885 cfs or 30 percent of the test flood outflow. The test flood outflow will overtop the dam by 1.9 feet.

Download or read book National Program for Inspection of Non Federal Dams Hanover Pond Dam CT 00134 Quinnipiac River Basin Meriden Connecticut Phase I Inspection Report written by CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV. and published by . This book was released on 1979 with total page 114 pages. Available in PDF, EPUB and Kindle. Book excerpt: The dam is roughly 430 ft. long consisting of a stone and concrete outlet structure abutment 53 ft. in length, a curved spillway 147 ft. long, and an 80 ft. long auxiliary spillway. The maximum height of the dam is about 27 ft. above the bed of the Quinnipiac River. The dam appears to be in fair condition. There are some areas requiring attention. Based upon the size and hazard classification, The Test Flood will be equivalent to the Proable Maximum Flood. (Author).

Download or read book National Program for Inspection of Non Federal Dams Whitney Dam CT 00477 Thames River Basin Stafford Connecticut Phase I Inspection Report written by CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV. and published by . This book was released on 1980 with total page 96 pages. Available in PDF, EPUB and Kindle. Book excerpt: Whitney Dam consists of a 1,400 foot long earth embankment and a 120 foot wide grassed emergency spillway. The outlet consists of a concrete riser with 7.5 foot long weirs on each side and a 30-inch reinforced concrete outlet pipe discharging into Patten Brook at the toe of dam. Maximum height of dam is 52 feet with a maximum storage capacity of 1,960 acre-feet. Based on the visual inspection, Whitney dam appears to be in good condition. Only one small cedar tree is growing on the embankment and there is evidence of recreational vehicles climbing the embankment in three locations. The rodent screen on one foundation drain outlet is partially missing and the slide gate stem at the principal spillway outlet is bent and appears to be inoperative. Calculations by the Soil Conservation Service show a peak inflow of 6,500 cfs. and a peak outflow of 1,930 cfs. with a maximum water surface elevation 2.0 feet below the crest of dam, which was used as the test flood.

Download or read book National Program for Inspection of Non Federal Dams Grafton Pond Dam NH 00119 NHWRB 96 01 Connecticut River Basin Grafton New Hampshire Phase I Inspection Report written by CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV. and published by . This book was released on 1978 with total page 86 pages. Available in PDF, EPUB and Kindle. Book excerpt: The dam is a gravity concrete structure which about 285 ft. long and has a maximum height of 21 ft. It is intermediate in size with a low hazard potential. The dam is in very poor condition. Deterioration of the dam's two key structural elements, the upstream facing wall and its supporting buttresses, appears to seriously threaten the integrity of the structure. Due to the nature and extent of the deficiencies in this dam, remedial measures should be implemented immediately.

Download or read book National Program for Inspection of Non Federal Dams Upper Lake Phipps Dam Number 1 CT 00109 Dam Number 2 CT 00110 Cove River Basin West Haven Connecticut Phase I Inspection Report written by CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV. and published by . This book was released on 1980 with total page 123 pages. Available in PDF, EPUB and Kindle. Book excerpt: Upper Lake Phipps is impounded by Dam No. 1, an earth embankment dam with a stone masonry corewall, located at the eastern end of the Lake, and Dam No. 2, a stone masonry, concrete, and earth structure located near the southwest end of the Lake. A low causeway located on the north side of the Lake separates the Lake from a smaller pond. Dam NO. 1 has a top width of 10 feet, a maximum height of 29 feet, and a length of 345 feet. The dam consists of two sections separated by a bedrock knob located near the center of the dam. Dam No. 2 consists of a stone masonry and concrete buttress wall with an upstream earth embankment. The dam has a maximum height of 14 feet and an overall length of 190 feet, including a 20 foot long overflow spillway located at the right end of the dam. The spillway consists of a concrete cap on a stone masonry weir with 2.7 feet of freeboard from spillway crest to the top of Dam No. 2; Dam No. 1 is another 0.3 feet higher. Based on the visual inspection, the dams are judged to be in poor condition. Features that could affect the future integrity of the dams are seepage downstream of Dam No. 1 and through the masonry wall of Dam No. 2; brush and trees present on the crests and slopes of both dams; continued erosion and slumping of the upstream slope of both dams; deterioration and movement of the masonry portions of Dam No. 2; and the unknown condition or existence of a low level outlet or blowoff line. The Test Flood inflow of 390 cfs results in a routed outflow of 240 cfs and a freeboard from water surface to the top of Dam No. 2 of 0.4 feet.

Download or read book National Program for Inspection of Non Federal Dams Mixville Pond Dam CT 00302 Quinnipiac River Basin Cheshire Connecticut Phase I Inspection Report written by CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV. and published by . This book was released on 1981 with total page 65 pages. Available in PDF, EPUB and Kindle. Book excerpt: Mixville Pond Dam is an earth embankment with a vertical stone masonry downstream face that is approximately 290 feet long and 16.5 feet high. The spillway is 2 feet lower than the crest and is located near the center of the dam. At the west end of the spillway, there is a simple masonry gate inlet structure. The gate controls a 30-inch cast iron low-level discharge pipe that passes through the base of the dam. The assessment of the dam is based on a visual inspection, available information and hydraulic/hydrologic computation. The dam is judged to be in fair condition with several areas that require attention. These areas include seepage through the dam, below and adjacent to the spillway, bulging stone in the downstream masonry face and thick brush covering the crest of the dam to the east of the spillway. The spillway capacity at the top of the dam is 375 cfs or 14 percent of the test flood outflow. The test flood outflow will overtop the dam by 1.9 feet.

Download or read book National Program for Inspection of Non Federal Dams Lake Chamberlain Dam CT 00306 Quinnipiac River Basin Bethany Connecticut Phase I Inspection Report written by CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV. and published by . This book was released on 1978 with total page 122 pages. Available in PDF, EPUB and Kindle. Book excerpt: The dam is an earthen embankment, with a 53 foot high masonry rubble corewall, approximately 1300 feet in length and having a maximum height of 88 feet above the elevation of the original streambed. The maximum width at the top is 22 feet with the downstream slope having a maximum inclination of 2 horizontal to 1 vertical, and the upstream slope a 3 horizontal to 1 vertical maximum inclination, as indicated on the As-Built plans. The low level inlet is a 42 inch reinforced concrete pipe which feeds two 30 inch cast iron outlet pipes. The spillway is a 50 foot concrete ogee section located at the left end of the dam. Glen Lake Dam and populated areas of Woodbridge are located one and two miles downstream of the dam, respectively. Based upon visual inspection at the site and past performance, the dam is judged to be in good condition. No evidence of structural instability was observed, and the condition of the earthen embankment is good. However, there are some areas requiring monitoring and minor maintenance. Our hydraulics computations, indicate the spillway capacity is 8,100 cubic feet per second, which is in excess of 100 percent of the test Flood.

Download or read book National Program for Inspection of Non Federal Dams Lake Winnemaug Dam CT 00123 Naugatuck River Basin Watertown Connecticut Phase I Inspection Report written by CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV. and published by . This book was released on 1980 with total page 66 pages. Available in PDF, EPUB and Kindle. Book excerpt: 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.

Download or read book National Program for Inspection of Non Federal Dams Parks Pond Dam CT 00071 Housatonic River Basin Danbury Connecticut Phase I Inspection Report written by CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV. and published by . This book was released on 1980 with total page 67 pages. Available in PDF, EPUB and Kindle. Book excerpt: Parks Pond Dam is a cyclopean masonry/earth embankment that is approximately 180 feet long and 12 feet high. The earth embankment is on the downstream side and has a 2:1 slope. The upstream face is cyclopean masonry with a vertical face. The spillway is located on the southern half of the dam and consists of a 30.5 foot long weir. There is a lower gate house for the control of a discharge pipe that passes through the base of the dam. The size of the pipe is unknown. The valve for the operation of the discharge pipe is inoperable. The drainage area is 0.5 square miles and the reservoir has 100 acre-feet of available storage. The assessment of the dam is based on the visual inspection, past operational performance and hydraulic/hydrologic computations. The dam is judged to be in poor condition with several areas that require attention. These areas include seepage through the dam and around the spillway's west training wall, deteriorated concrete of the spillway and upstream face of the dam, vegetation on the embankments and along the toe of the dam and the nonoperating status of the blowoff. The dam is classified as small and has a significant hazard potential in accordance with guidelines established by the Corps of Engineers. The test flood for this dam is 1/2 the Probable Maximum Flood (PMF). The test flood inflow is 625 cfs and the routed test flood outflow is 473 cfs. The test flood outflow will overtop the dam by 0.55 feet.

Download or read book National Program for Inspection of Non Federal Dams Cheshire Reservoir Dam CT 00303 Quinnipiac River Basin Prospect Connecticut Phase I Inspection Report written by CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV. and published by . This book was released on 1980 with total page 78 pages. Available in PDF, EPUB and Kindle. Book excerpt: Cheshire Reservoir Dam is an embankment dam 168 feet long having a maximum height of 18 feet, with a centrally located concrete and stone fill spillway section. The spillway is semi-circular in plan and 74 feet long. The overflow cascades over a series of 16-inch-high steps that discharge to Mixville Brook. The spillway is flanked at each end by concrete training walls. An earth embankment section is on each side of the spillway connecting to high ground at either side. The embankment side slopes are 1 vertical on 2 horizontal. The embankments are grass covered gravel and clay. A 24-in diameter blow-off pipe passes through the dam embankment and outlets at the right spillway training wall. Based on the visual inspection, the Cheshire Reservoir Dam appears to be in fair condition. The grassed slopes are well maintained. The vertical and horizontal alignment of the dam is good. Some erosion and slumping was noted adjacent to both training walls of the centrally located spillway. Several animal holes were noted on both downstream slopes (right and left of spillway). No upstream slope protection was noted along the right side of dam. A wet and spongy area was observed near the downstream toe along the left side of the dam. No piping or boils were noted. The concrete spillway is in poor condition. The surface has areas of extensive spalling, efflorescence, and erosion. The training walls have deteriorated and aggregate is visible. The gatehouse is in good condition. The test flood would overtop the dam by about 1.1 feet. The spillway is adequate to pass about 47 percent of the spillway test flood outflow without overtopping the dam.