Please use this identifier to cite or link to this item: https://hdl.handle.net/11681/21601
Title: Memphis, Wolf River & Nonconnah Creek, Tennessee Project : section 1-B floodwall : investigation of failure of Wolf River bank and preliminary investigation of alternative wall alignment
Authors: U.S. Army Engineer Waterways Experiment Station.
Keywords: Walls
Embankments
Wolf River (Miss. and Tenn.)--Levees
Issue Date: Aug-1955
Publisher: U.S. Army Engineer Waterways Experiment Station.
Series/Report no.: Miscellaneous Paper;No. 3-140
Abstract: Introduction: The left bank of Wolf River between sta 37+55 and 42+40 failed 12-17 May 1955 during construction of the 1-B section of floodwall along Wolf River. The wall had been essentially completed from the south end of Section l-B to the north side of the Jones & Laughlin fabrication plant. Excavation tor the base of the wall had been made from the Jones & Laughlin plant to about sta 42+40, the steel sheet piling had been driven, monolith 53 had been completed, the base for monolith 54 had been poured, and precast concrete piling tor monoliths 55 through 58 were being driven at the time the failure was noted, the afternoon of 12 May, when several cracks were seen riverward of the sheet pile wall as shown in photograph l. Pile driving operations were stopped when failure of the bank was noted. Measurements made on hubs placed at about the mid-height of the bank on 13 May indicated that a maximum horizontal movement of 26.5 in. riverward had occurred by 17 May. About 3 to 6 in. more movement has occurred since that time and it is believed that the slide is still active. The sheet pile wall was observed to have moved riverward a maximum of 12 in. in the reach where the concrete piles had been driven; no movement of the sheet pile wall has occurred upstream of the monoliths for which bearing piling have been driven. The top of the bank had moved downward about 6 to 12 in. by 17 May. Pictures of the area taken on 16 May are shown on photograph 1. A plan of the area is shown on Plate 1. Information obtained since failure of the bank has revealed that the reach of bank along the area of failure apparently has been sliding riverward for many years. Evidence of this is also indicated by the slope of very old piles driven near the toe of the bank which are exposed at low river stages. These piles slope riverward at an angle of approximately 50 degrees to the vertical, presumably as a result of the bank having slid after these piles were driven; the piles apparently had been pushed riverward prior to the recent bank movement. A picture of these piles is shown in photograph l. In the initial study of the foundation conditions at Section 1-B, the existing l on 3 (or flatter) slopes were assumed to be stable because of the similarity in shear test results for the foundation materials to those of Section l-A where analyses indicated steeper (l on 2.5) slopes had adequate stability. Test results obtained by the Memphis District for this original study are shown on the logs of borings on plate 2
URI: http://hdl.handle.net/11681/21601
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