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    Shear Strength of Lightly Reinforced T-Beams

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    Darwin_1981.pdf (570.0Kb)
    Issue Date
    1981
    Author
    Palaskas, Michael N.
    Attiogbe, Emmanuel K.
    Darwin, David
    Publisher
    American Concrete Institute
    Type
    Article
    Article Version
    Scholarly/refereed, author accepted manuscript
    Published Version
    https://www.concrete.org/publications/internationalconcreteabstractsportal.aspx?m=details&ID=10528
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    Abstract
    Fifteen lightly reinforced concrete T-beams, 11 with stirrups and four without stirrups, were tested to failure. The major variables rit the study were the amounts of flexural and shear reinforcement. The flexural steel varied from 0.5 to 1 percent, and the shear reinforcement varied from 0 to 110 psi (0.75 MPa). The test results are analyzed and compared with the shear design provisions of "Building Code Requirements for Reinforced Concrete (AC1 318-77)" and the recommendations of AC1 Committee 426, Shear and Diagonal Tension. The test results confirmed the findings of other investigators, that the present AC1 equations for the shear cracking load are unconservative for beams without stirrups, having a longitudinal reinforcing ratio less than 1 percent. However, for beams with stirrups the web reinforcement was 1.5 times as effective as predicted by AC1 318-77 and compensated for the lower shear strength of the concrete. It is recommended that the shear design provisions of AC1 318-77 be retained in their current form.
    URI
    http://hdl.handle.net/1808/25062
    Collections
    • Infrastructure Research Institute Scholarly Works [324]
    Citation
    Palaskas, M. N., Attiogbe, E. K. and Darwin, D., “Shear Strength of Lightly Reinforced T-Beams,” Journal of the American Concrete Institute, Vol. 78, No. 6, November-December 1981, pp. 447-455.

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    Contact KU ScholarWorks
    785-864-8983
    KU Libraries
    1425 Jayhawk Blvd
    Lawrence, KS 66045
    785-864-8983

    KU Libraries
    1425 Jayhawk Blvd
    Lawrence, KS 66045
    Image Credits
     

     

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