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.

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.

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.

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.

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.

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.

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.