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Rene F. Ressler - One of the best experts on this subject based on the ideXlab platform.

  • Lock 25
    2017
    Co-Authors: Rene F. Ressler
    Abstract:

    Upbound west Lock Wall of Lock 25, 3rd Welland Canal

  • Lock 14
    2017
    Co-Authors: Rene F. Ressler
    Abstract:

    Upbound end of Lock 14, 3rd Welland Canal. The west Upbound end of the Lock is severely compromised and it appears collapse of the Lock Wall is imminent

  • Rail Bridge
    2017
    Co-Authors: Rene F. Ressler
    Abstract:

    The former steam operated swing bridge spanning the 3rd Welland Canal between Locks 16 and 17. The bridge is now fixed and is still in use as part of the CN Main Line. View from the east Lock Wall of Lock 17

  • Lock 17
    2017
    Co-Authors: Rene F. Ressler
    Abstract:

    Lock 17, 2nd Welland Canal. The down bound end of Lock 17 is partially buried. This view of a cross section of the north Lock Wall offers an insight into 19th Century Lock construction

  • Lock 1
    2017
    Co-Authors: Rene F. Ressler
    Abstract:

    A portion of the west Lock Wall of Lock 1, 1st Welland Canal. Excavated in October 2008. The excavated portions of the Lock were studied, documented and within 24 hours reburied for preservation

Ted O Price - One of the best experts on this subject based on the ideXlab platform.

  • underwater terrain mapping of dam stilling basins
    Nondestructive Evaluation of Aging Structures and Dams, 1995
    Co-Authors: Ted O Price
    Abstract:

    The high-resolution acoustic mapping (HRAM) system was developed in response to a stated need by the United States Army Corps of Engineers to evaluate the floor of a navigation Lock that could not be dewatered. Navigation Lock #26 on the Mississippi River was constructed on piles and mats over a sandy bottom. Over the years the footings had shifted, probably damaging the floor. The Lock could not be dewatered because of leakage around the Lock-Wall footings. Based on our work in ultrasonic inspection; using B-scan, C-scan and holographic imaging to display hidden faults in metal; we were asked to propose a solution to the navigation-Lock imaging problem. The C-scan ultrasonic method employs a single ultrasonic transducer stepped over a regularly spaced grid to collect a set of data that can be displayed on an oscilloscope screen to evaluate the material being inspected. It is well suited for the inspection of large flat areas. We proposed to build in essence a large C-scan system. A boat supporting several ultrasonic transducers would move in a regular X-Y pattern over the floor of the Lock. The data from the scan would be computer processed to provide a plot of the surface of the floor. We called this a 3D plot since it would be a nearly three-dimensional view of the inspected surface. I should point out that this work was proposed in 1975 and conducted in 1976, when small high-powered computers were still well in the future. The results of the program were spectacular. The 3D plot of the Lock 26 floor showed that individual concrete slabs had broken, some slabs had been tilted, the entire river side of the Lock floor had settled nearly two meters, and piles of silt had built up in front of the Lock gates.© (1995) COPYRIGHT SPIE--The International Society for Optical Engineering. Downloading of the abstract is permitted for personal use only.

  • underwater terrain mapping of dam stilling basins
    Nondestructive Evaluation of Aging Structures and Dams, 1995
    Co-Authors: Ted O Price
    Abstract:

    The high-resolution acoustic mapping (HRAM) system was developed in response to a stated need by the United States Army Corps of Engineers to evaluate the floor of a navigation Lock that could not be dewatered. Navigation Lock #26 on the Mississippi River was constructed on piles and mats over a sandy bottom. Over the years the footings had shifted, probably damaging the floor. The Lock could not be dewatered because of leakage around the Lock-Wall footings. Based on our work in ultrasonic inspection; using B-scan, C-scan and holographic imaging to display hidden faults in metal; we were asked to propose a solution to the navigation-Lock imaging problem. The C-scan ultrasonic method employs a single ultrasonic transducer stepped over a regularly spaced grid to collect a set of data that can be displayed on an oscilloscope screen to evaluate the material being inspected. It is well suited for the inspection of large flat areas. We proposed to build in essence a large C-scan system. A boat supporting several ultrasonic transducers would move in a regular X-Y pattern over the floor of the Lock. The data from the scan would be computer processed to provide a plot of the surface of the floor. We called this a 3D plot since it would be a nearly three-dimensional view of the inspected surface. I should point out that this work was proposed in 1975 and conducted in 1976, when small high-powered computers were still well in the future. The results of the program were spectacular. The 3D plot of the Lock 26 floor showed that individual concrete slabs had broken, some slabs had been tilted, the entire river side of the Lock floor had settled nearly two meters, and piles of silt had built up in front of the Lock gates.© (1995) COPYRIGHT SPIE--The International Society for Optical Engineering. Downloading of the abstract is permitted for personal use only.

Zhang Liao - One of the best experts on this subject based on the ideXlab platform.

Guillermo A Riveros - One of the best experts on this subject based on the ideXlab platform.

  • computer aided structural engineering case project user s guide computer program for the design and investigation of horizontally framed miter gates using the load and resistance factor design criteria cmiterw lrfd windows version
    1996
    Co-Authors: Guillermo A Riveros
    Abstract:

    Abstract : Lock gates serve several different functions, depending on locations and conditions. The major use of Lock gates is to form a damming surface across a Lock chamber, but the gates may also be used to serve as guard gates, to fill and empty a Lock chamber, to allow ice and debris to pass, and to provide access from one Lock Wall to the other by means of walkways or bridgeways installed on top of the gates. A navigation Lock requires closure gates at both ends of the Lock so the water level in the Lock chamber can be varied to coincide with that in the upper and lower approach channels. Many Locks in the United States are equipped with double-leaf miter gates that are used for moderate- and high-lift Locks, having a height of 20 to 80 ft and a chamber width of 56 to 110 ft. These gates are fairly simple in construction and operation and can be opened or closed more rapidly than any other type of gate. Maintenance costs are generally low. Miter gates are framed either horizontally or vertically. The skin plate of a horizontally framed gate is supported by horizontal members that may be either circular arches or straight girders acting as beams. Each horizontal member is supported by a vertical quoin post at one end and a miter post at the other (Figures 1-3). A vertically framed gate resists water pressure by use of a skin plate supported on a series of vertical girders almost uniformly spaced along the length of the gate. The vertical girders are supported at the top and bottom by horizontal girders that transmit the loads to miter and quoin at the top of the leaf and directly to the sill at the bottom (Figure 4). Due to the greater rigidity and resistance to boat impact of the horizontally framed miter gates and the insignificant difference in cost, vertically framed gates are no longer designed by the U.S. Army Corps of Engineers (USACE) except in unusual applicat

Demmerer D'tasha - One of the best experts on this subject based on the ideXlab platform.

  • Shear Capacity of Large Structural Elements: A case study of the shear behavior of the itaipu concrete Lock Walls
    2020
    Co-Authors: Demmerer D'tasha
    Abstract:

    The concept of shear loading and the shear resistance is well known for ‘regular’ sized beams, meaning beams that can be characterized as a slender beam. However, once the beam increases in size such that it is characterized as a deep beam or even falls outside the range of the typical deep beam, less knowledge is available. A case study of the Itaipu Lock Walls is used to compare three different calculation methods for shear loading (sectional method, strut & tie method, and a linear and nonlinear finite element model) to each other. The calculation methods are applied to the large concrete Lock Walls in order to determine which of these methods can best be used for shear calculations on structural elements that fall out of the range of these so-called ‘regular’ sized beams.  The effect of increasing thickness is studied and it can be concluded that the combination of a certain crack width and the aggregate interLock mechanism, and thus the grain size of the concrete mixture, play an important role in the shear capacity of beams.  The existing norms and guidelines, such as the Eurocode and the American Concrete Institute codes, have been proven to be inadequate for shear calculations on structural elements that surpass the definition of a deep beam in size, such as the Itaipu Lock Walls. The sectional calculation, which is based on these norms and guidelines is however still used as a rough reference calculation in this research. The first calculation, which is the sectional calculation, resulted in two alternative designs next to the original Lock Wall design by Witteveen+Bos: total Wall thickness original design: 33m, total Wall thickness alternative design 1 (i): 17m and total Wall thickness alternative design 2 (ii): 29m. The Strut & Tie calculation is then performed for the original Witteveen+Bos design, resulting in a reinforcement plan based on the normal forces in the ties. The third calculation type consisted of three linear models (of the original design and the two alternative designs) and one nonlinear model of the original Witteveen+Bos design. The stress trajectories of the linear models illustrated that the Wall is predominantly stressed in compression, as a result of the large self-weight of the Wall. Only the lower part of the Wall and the Lock floor connected to this Wall are stressed in tension. The nonlinear model was therefore reinforced only in the Lock floor and the lower part of the Wall connected to the Lock floor.  Because the linear finite element approach does not include material behavior beyond the elastic stage, this approach is not sufficient and does not provide the necessary required insight for a shear resistance calculation. The nonlinear finite element model has proven to be the most accurate and adequate calculation method. The downside is that this method will take longer and requires more background information about the materials used, the connection between structural elements and the type of subsoil. The Strut & Tie approach, is a good first design step. However, for a thorough tradeoff between Wall thickness, the complex connection between the floor and the Wall, and the amount of reinforcement necessary to prevent cracking, the nonlinear finite element method gives the most accurate estimate.  From the calculation results, the conclusion is drawn that the current Wall design by Witteveen+Bos is an overly conservative design. Decreasing the current total Wall thickness and increasing the amount of reinforcement in the Lock floor and the lower part of the Wall connected to the Lock floor, will also result in a design that is able to resist the shear loading. Civil Engineering | Hydraulic Structure

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