Hudson River, New York, Troy Lock and Dam, Emergency Dam Recesses
Author: United States. Army. Corps of Engineers. New York District
Publisher:
Published: 1951
Total Pages:
ISBN-13:
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Author: United States. Army. Corps of Engineers. New York District
Publisher:
Published: 1951
Total Pages:
ISBN-13:
DOWNLOAD EBOOKAuthor: United States. Army. Corps of Engineers. New York District
Publisher:
Published: 1968
Total Pages:
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DOWNLOAD EBOOKAuthor: United States. Army. Corps of Engineers. New York District
Publisher:
Published: 1967
Total Pages:
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DOWNLOAD EBOOKAuthor: United States. Army. Corps of Engineers. New York District
Publisher:
Published: 1976
Total Pages:
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DOWNLOAD EBOOKAuthor: Carl E. Pace
Publisher:
Published: 1978
Total Pages: 84
ISBN-13:
DOWNLOAD EBOOKAuthor: United States. Army. Corps of Engineers. New York District
Publisher:
Published: 1961
Total Pages:
ISBN-13:
DOWNLOAD EBOOKAuthor: Carl E. Pace
Publisher:
Published: 1981
Total Pages: 440
ISBN-13:
DOWNLOAD EBOOKThe monoliths of Troy lock, dam, and headgate section must be rehabilitated in the near future or the concrete deterioration will progress to the point that the total structure will have to be replaced. Two specific areas of the structure are now in such a state of deterioration that they essentially will have to be replaced. The concrete in the land wall monoliths upstream of the upper gate have depths of deteriorated concrete in excess of 5 ft. The upper sections of the gated spillway to the powerhouse are so deteriorated that enough sound concrete would not remain for rehabilitation; replacement of the upper sections will be more efficient. The other portions of the lock and dam are generally sound (4000- to 5000-psi concrete interiors) and are adequate for effective and economical rehabilitation. The concrete tensile strength is low because of minor alkali-silica reaction products and ettringite coating of aggregates but it is adequate and is expected to remain adequate. The compressive (900 psi) and tensile (43 psi) strengths of the foundation material are very low but are adequate to resist bearing pressures and given excellent resistance for foundation anchors. There are no soft seams in the slaty-shale foundation. The foundation was very consistent. The predominant geological feature is bedding planes which dip downstream at 30 to 90 deg. This does not present any potential stability problems.
Author: Waterways Experiment Station (U.S.)
Publisher:
Published: 1960
Total Pages: 3
ISBN-13:
DOWNLOAD EBOOKAuthor: Carl E. Pace
Publisher:
Published: 1978
Total Pages: 84
ISBN-13:
DOWNLOAD EBOOKIn Phase I of this study, a condition survey was made of Troy Lock and Dam. Analysis of the condition survey gives adequate information for sound engineering decisions needed for developing a proposal for the total evaluation of the lock and dam, which is to be accomplished in Phase II. Initial observations of Troy Lock and Dam gave misleading impressions of structural deficiencies. The Phase I study revealed that the interior concrete of the lock is sound and of sufficient strength. The cracking of the concrete in the lock is negligible and is insignificant in the dam and gated spillway except for (a) the pier where the access to the dam tunnel on the powerhouse side of the river is located and (b) the piers of the gated section. If it is assumed that the structural evaluations in the Phase II study reveal no serious deficiencies and that the concrete in the dam and gated spillway can be effectively repaired and preventative measures implemented, the lock, dam, and gated spillway are structurally adequate and can be repaired. The Phase I study indicates that repair is highly feasible if the deficiencies listed can be economically corrected.
Author: Carl E. Pace
Publisher:
Published: 1981
Total Pages: 440
ISBN-13:
DOWNLOAD EBOOKThe monoliths of Troy lock, dam, and headgate section must be rehabilitated in the near future or the concrete deterioration will progress to the point that the total structure will have to be replaced. Two specific areas of the structure are now in such a state of deterioration that they essentially will have to be replaced. The concrete in the land wall monoliths upstream of the upper gate have depths of deteriorated concrete in excess of 5 ft. The upper sections of the gated spillway to the powerhouse are so deteriorated that enough sound concrete would not remain for rehabilitation; replacement of the upper sections will be more efficient. The other portions of the lock and dam are generally sound (4000- to 5000-psi concrete interiors) and are adequate for effective and economical rehabilitation. The concrete tensile strength is low because of minor alkali-silica reaction products and ettringite coating of aggregates but it is adequate and is expected to remain adequate. The compressive (900 psi) and tensile (43 psi) strengths of the foundation material are very low but are adequate to resist bearing pressures and given excellent resistance for foundation anchors. There are no soft seams in the slaty-shale foundation. The foundation was very consistent. The predominant geological feature is bedding planes which dip downstream at 30 to 90 deg. This does not present any potential stability problems.