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    Conventional and High-Strength Headed Bars—Part 1: Anchorage Tests

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    Ghimire_2019.pdf (7.544Mb)
    Issue Date
    2019-05
    Author
    Ghimire, Krishna P.
    Shao, Yun
    Darwin, David
    O'Reilly, Matthew
    Publisher
    American Concrete Institute
    Type
    Article
    Article Version
    Scholarly/refereed, publisher version
    Published Version
    https://iri.ku.edu/papers
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    Abstract
    Results of an experimental program on the anchorage strength of headed reinforcing bars are presented. Two hundred and two exterior beam-column joint specimens with concrete compressive strengths ranging from 3960 to 16,030 psi (27.3 to 110.6 MPa) were tested under monotonic loading. Key parameters included concrete compressive strength, embedment length, bar size, head size, spacing between headed bars, and confining reinforcement within the joint region. Bar stresses at failure ranged from 26,100 to 153,200 psi (180 to 1057 MPa). Specimens exhibited concrete breakout, side-face blowout, or a combination of the two failure modes, with concrete breakout being the dominant failure mode. A comparison of bar stress at anchorage failure with the stress calculated based on ACI 318-14 shows that ACI 318-14 provides a very conservative estimate of anchorage strength for No. 5 (No. 16) bars and low concrete compressive strengths. The estimate becomes progressively less conservative with increasing bar size and concrete compressive strength.
    URI
    http://hdl.handle.net/1808/28078
    DOI
    https://doi.org/10.14359/51714479
    Collections
    • Infrastructure Research Institute Scholarly Works [324]
    Citation
    Ghimire, K. P., Shao, Y., Darwin, D., and O’Reilly, M., “Conventional and High-Strength Headed Bars – Part 1: Anchorage Tests,” ACI Structural Journal, Vol. 116, No. 4, May 2019, pp. 255-264.

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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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