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|Title:||Concrete and rock core tests, major rehabilitation of Starved Rock Lock and Dam, Illinois Waterway, Chicago District. Phase I, Rehabilitation|
|Authors:||United States. Army. Corps of Engineers. Chicago District.|
Stowe, Richard L.
Pavlov, Barbara A.
Wong, G. Sam.
Rock foundation Starved Rock Lock and Dam
|Publisher:||Concrete Laboratory (U.S.)|
Engineer Research and Development Center (U.S.)
|Series/Report no.:||Miscellaneous paper (U.S. Army Engineer Waterways Experiment Station) ; C-78-12.|
Abstract: Drilling for laboratory testing of concrete and foundation rock was carried out for the U. s. Army Engineer District, Chicago, as part of a major rehabilitation program at the Starved Rock Lock and Dam. The structures are on the Illinois Waterway. Laboratory testing of the concrete core was done to ascertain the extent of concrete deterioration and to determine selected physical properties of the concrete. Foundation rock core was tested for purposes of obtaining characterization properties and engineering design parameters. The rock test results, if found to be significantly lower than previously reported are to be used for checking a structural stability analysis. Laboratory testing included the determination of compressive strength, unit weight, compressional wave velocity, elastic modulus, triaxial strength, and direct shear strength. Direct shear tests were conducted on intact and discontinuous rock specimens. The concrete core indicates moderate to severe deterioration on most all exposed concrete surfaces. The predominant cause of the deterioration has been cycles of freezing and thawing. The average depth of frost-damaged concrete in the lock chamber walls is 0.20 ft; in the upper gate bays, it is 0.23 ft; and lower gates bays, none. The top 0.75 ft of concrete in the lower approach wall is frost damaged while the wall's vertical surface is not damaged. Frost action and alkali-silica reaction have caused the concrete deterioration in the dam structures. The average depth of damaged concrete in the head gate piers, the ice chute pier, and in 8 out of 11 tainter gate piers is 2.0 ft, 1.7 ft, and 1.4 ft, respectively. Three of the tainter gate piers have localized concrete damage to depths of about 0.3 ft. Maximum damage extends to 3.1 ft in the nose section of two piers. An assessment of the foundation condition was made and guidance is presented as to proper choice of design values for the foundation rock.
|Rights:||Approved for public release; distribution is unlimited.|
|Appears in Collections:||Miscellaneous Paper|
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|MP-C-78-12.pdf||6.47 MB||Adobe PDF|