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    Bond Characteristics of ASTM A1035 Steel Reinforcing Bars

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    Seliem_2009.pdf (506.7Kb)
    Issue Date
    2009-07
    Author
    Seliem, Hatem M.
    Hosny, Amr
    Rizkalla, Sami
    Zia, Paul
    Briggs, Michael
    Miller, Shelby
    Darwin, David
    Browning, JoAnn
    Glass, Gregory M.
    Hoyt, Kathryn
    Donnelly, Kristen
    Jirsa, James O.
    Publisher
    American Concrete Institute
    Type
    Article
    Article Version
    Scholarly/refereed, publisher version
    Published Version
    https://iri.ku.edu/papers
    Rights
    Copyright © 2009, American Concrete Institute. All rights reserved, including the making of copies unless permission is obtained from the copyright proprietors. Pertinent discussion including author’s closure, if any, will be published in the May-June 2010 ACI Structural Journal if the discussion is received by January 1, 2010.
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    Abstract
    The results of a coordinated research program on the bond characteristics of the high-strength steel reinforcing bars that conform to ASTM A1035 are presented. Concrete with nominal strengths of 5000 and 8000 psi (35 and 55 MPa) were used. Sixtynine large-scale beam-splice specimens were tested. Maximum bar stresses are compared with predictions obtained using the bond equations in the ACI 318-05 code provisions and those proposed by ACI Committee 408. Maximum stress levels of 120, 110, and 96 ksi (830, 760, and 660 MPa) were developed in No. 5, No. 8, and No. 11 (No. 16, No. 25, and No. 36) bars, respectively, not confined by transverse reinforcement. Providing confinement for No. 8 and No. 11 (No. 25 and No. 36) spliced bars using transverse reinforcement allowed stresses of up to 150 ksi (1035 MPa) to be developed. The ACI Committee 408 equation provides a reasonable estimate of the strength for both unconfined and confined splices using a strength reduction factor (f-factor) of 0.82 and design parameters (cover, spacing, and concrete strengths) comparable to those used in this test program. The design equations in ACI 318 are less conservative, with a large percentage of the developed/calculated strength ratios below 1.0, and should not be used for development and splice design with high-strength reinforcing steel in their present form.
    URI
    http://hdl.handle.net/1808/31330
    DOI
    https://doi.org/10.14359/56619
    Collections
    • Infrastructure Research Institute Scholarly Works [331]
    Citation
    Seliem, H. M., Hosny, A., Rizkalla, S., Zia, P., Briggs, M., Miller, S., Darwin, D., Browning, J., Glass, G. M., Hoyt, K., Donnelly, K., and Jirsa, J. O., “Bond Characteristics of High-Strength ASTM A1035 Steel Reinforcing Bars,” ACI Structural Journal, Vol. 106, No. 4, July-Aug. 2009, pp. 530-539.

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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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