National Program for Inspection of Non-Federal Dams. Samuel P. Senior Reservoir Dam (CT 00108), and Popps Mountain Dike (CT 00022), Connecticut Western Coastal Area, Weston, 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 : 78
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Book Description
Samuel P. Senior Dam is a linear concrete gravity structure, 990 feet long, with a 300-foot spillway located at the west end of the dam. The spillway is concaved looking downstream and consists of several steps on the downstream side. Approximately 2,000 feet northeast of the dam, a concrete gravity dike 670 feet long is provided. Based on the visual inspection of the site, review of available information and past performance of the dam, the dam is judged to be in good condition. There are surface patches of spalled concrete; however, no structural cracks were observed, nor was any visible evidence of abnormal settlements, heaving, deflections or lateral movements noted. The downstream berm is generally in good condition with no sloughing or wet spots noted. Based on the visual inspection of the site, review of available information and past performance of the dike, the dike is also judged to be in good condition. There are surface patches of spalled concrete; however, no structural cracks were observed, nor was any visible evidence of abnormal settlements, heaving, deflections or lateral movements noted. The maximum spillway capacity at top of dam is 35 percent of the peak discharge rate of the test flood. Therefore, the test flood cannot be passed by the spillway without overtopping the dam. The overflow will be 2.7 feet above the top of the dam.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 78
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Book Description
Samuel P. Senior Dam is a linear concrete gravity structure, 990 feet long, with a 300-foot spillway located at the west end of the dam. The spillway is concaved looking downstream and consists of several steps on the downstream side. Approximately 2,000 feet northeast of the dam, a concrete gravity dike 670 feet long is provided. Based on the visual inspection of the site, review of available information and past performance of the dam, the dam is judged to be in good condition. There are surface patches of spalled concrete; however, no structural cracks were observed, nor was any visible evidence of abnormal settlements, heaving, deflections or lateral movements noted. The downstream berm is generally in good condition with no sloughing or wet spots noted. Based on the visual inspection of the site, review of available information and past performance of the dike, the dike is also judged to be in good condition. There are surface patches of spalled concrete; however, no structural cracks were observed, nor was any visible evidence of abnormal settlements, heaving, deflections or lateral movements noted. The maximum spillway capacity at top of dam is 35 percent of the peak discharge rate of the test flood. Therefore, the test flood cannot be passed by the spillway without overtopping the dam. The overflow will be 2.7 feet above the top of the dam.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 58
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Book Description
Putnam Reservoir dam consists of a rolled earth embankment with a concrete core wall, built originally in 1893 and modified in 1906 and 1922. The dam section is 640 feet long with a maximum height of 35 feet. The spillway is 55 feet long with an Ogee crest. Based on the visual inspection of the site, review of available information and past performance of the dam, the dam is judged to be in good condition. The maximum spillway capacity at top of dam is 35 per cent of the peak inflow rate of the test flood. Therefore, the test flood cannot be passed by the spillway without overtopping the dam. The overflow will be 1.1 feet above the top of the dam.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 132
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Book Description
This flood control project consists of a dam and dike which are earth embankments at 3H:1V with good grass cover and a top width of 12 feet. The dam is approximately 3060 feet long and 31 feet high. The dike is approximately 475 feet long and 28 feet high. The principal spillway consists of a reinforced concrete riser, a 30 inch RCP through the dam and a reinforces concrete impact basin. The emergency spillway is a 130 foot wide grassed earth channel at the eastern end of the dam. The reservoir is normally empty except for a small sediment pool. Based on the visual inspection, review of design information, and past operational performance, the dam and dike are judged to be in GOOD condition. There is some erosion due to vehicle trespass and animal burrows were noted in the embankments. The maximum outflow capacity of the spillways with the water level at the top of the dam is 3580 cfs, which is 185 percent of the test flood outflow.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 113
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Park Pond Dam, located at the eastern end of the pond, consists of an earth embankment with a maximum height of 20 feet and a top width which varies from 8 feet to 15 feet. The dam is 420 feet long and has a 19.9 foot concrete spillway at the left end. A diversion channel from an adjacent watershed connects to the spillway approach channel. The impoundment has a maximum storage capacity of 1,100 Acre-Feet. The dike, located at the northwestern end of the pond, consists of an earth embankment with a paved roadway along the crest. The dike has a maximum height of 7 feet, a top width of 21 feet, and a length of about 80 feet. Based on the visual inspection, the dam is judged to be in poor condition and the dike in fair condition. Features which could affect the future integrity of the dam are trees and brush on the embankment; seepage through the embankment; erosion of the downstream slope; deterioration of the spillway approach channel wall and the spillway weir; the accumulation of debris in the spillway and approach and discharge channels; the location of the low level control valve downstream of the dam and lack of erosion protection on the dike. The spillway capacity with water level at the top of the dam and the dike is 310 cfs or 58 percent of the Test Flood routed outflow. The Test Flood would overtop the dam and dike by 0.3 feet.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 74
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The dam is a linear concrete gravity structure with a central spillway. The upstream face of the dam is vertical. The stream face is vertical for 7.5 feet below the top of the dam and then slopes of 7 horizontal to 10 vertical. The spillway is concrete with an ogee shape. Based on the visual inspection of the site, review of available information and past performance of the dam, the dam is judged to be in good condition. The spillway will pass the test flood without overtopping the dam, and therefore the spillway capacity is adequate. Additional investigations to further assess the adequacy of the dam and appurtenant structures do not appear necessary. Patching of deteriorated concrete, initiated by the owner, should be continued. Additionally, during periods of unusually high precipitation, round the clock surveillance should be provided.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 91
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The project, built in 1904, consists of an earthfill dam, a spillway and an earthfill dike. The total length of the project is 760 feet. Both earthfill structures have a concrete corewall which is founded on bedrock. The spillway, located 60 feet from the left side of the dam is a 30 foot long rubble masonry weir with a 12 to 16 inch thick concrete cover and concrete training walls. The outlet facilities are a 30 inch diameter low-level outlet and a gatehouse located on the downstream toe of the dam. The gate valve is operable. The dam is judged to be in fair condition and the dike to be in poor condition. No evidence of instability of the dam embankment or appurtenant structures was observed. There are areas requiring attention, maintenance and monitoring, such as seepage problems which may occur or may be occuring with the new water surface now to the top of the recently installed stop-planks, which is very close to or higher than the corewall. No evidence of instability of the dike embankment was observed. However, brush and trees on the crest and downstream slope could cause seepage through the embankment. The spillway capacity with the stop-planks removed is 1120 cfs or 23% of the routed test flood outflow.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 124
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Book Description
The dam, built in 1871, is a 225 foot long stone and mortar masonry gravity dam used for water supply. There are two spillways; a main spillway section at the left end of the dam and an auxiliary spillway approximately 40 feet upstream from the right end of the dam. The two outlets are 24 inch and 16 inch cast iron pipes. The 24 inch pipe is located at the left end of the dam and serves as a low-level outlet or a supply line. The 16 inch pipe is located at the right end of the dam and is used as an emergency supply line. Based upon the visual inspection at the site and past performance, the dam is judged to be in fair condition. The masonry of the dam and training walls appears to be in fair condition. There are areas requiring maintenance and monitoring such as cracks in the mortar joints of the masonry in the dam and spillway walls and seepage at the right end and central portion of the dam. The spillway capacity with the reservoir level to the top of the dam is 2900 cfs, which is equivalent to 18% of the PMF outflow. The spillway capacity does not include flow over the low area in the service road.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 167
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Book Description
This flood control project consists of three structures: the Main Dam, the Diversion Dike and Dike No. 2. Each structure is an earth embankment at 3H:1V with a good grass cover and a top width of 12 feet. The principal spillways consist of a reinforced concrete riser and 30 inch RCP through the Main Dam and Diversion Dike. The emergency spillways are grassed channels, 40 feet wide in the eastern 1/3 of the Main Dam and 90 feet wide at the eastern end of the Diversion Dike. The reservoir is normally empty except for small sediment pools at the principal spillway inlets. Based on the visual inspection, review of design information and past operational performance, these structures are judged to be in good condition. There is some erosion due to vehicle treepass, some sloughing of the embankments, and animal burrows. These structures are classified as intermediate in size and high hazard potential structures in accordance with the Recommended Guidelines for Safety Inspection of Dams, by the Corps of Engineers. The impoundment storage at the top of the structures is 1205 ac.-ft. The maximum outflow capacity of the spillways with the water level at the top of the dam is 5400 cfs, which is 203 percent of the test flood outflow.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 123
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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.
Author: CORPS OF ENGINEERS WALTHAM MA NEW ENGLAND DIV.
Publisher:
ISBN:
Category :
Languages : en
Pages : 67
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Book Description
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.
