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Fatigue performance of AASHTO and Ontario design for non-composite reinforced concrete bridge decks

Petrou, Michael Frixos
http://rave.ohiolink.edu/etdc/view?acc_num=case1060797619

Abstract Details

1993, Doctor of Philosophy, Case Western Reserve University, Civil Engineering.
Tests were conducted under a concentrated static, stationary pulsating and moving constant wheel-load on 1/3-scale (P-Series) and 1/6.6-scale (B-Series) physical models of concrete bridge decks of a simply supported non-composite 50-ft long bridge with an 8.5-in. thick concrete deck supported on four steel girders spaced at 7 and 10 ft. Three deck designs are studied: (a) AASHTO "orthotropic" steel reinforcement, (b) Ontario "isotropic" steel reinforcement, and (c) "isotropic" minimum steel reinforcement. The presence of membrane compressive forces (arching action) in the deck enhances its static ultimate strength. Static ultimate strength values for the decks, P u, up to about three times the Johansen load are measured. The predicted critical deflections at instability of a 2-D 3-hinge compressive strut model (snap-through mechanism) restrained at the pinned supports by a horizontal elastic spring, and subjected at the crown to a concentrated vertical load correlate well with the measured ultimate deck deflections. The type of applied fatigue loading has a profound influence on the fatigue behavior of the decks. Under a moving constant wheel-load, the initial two-way deck slab action changes to a one-way slab action as failure is approached. The bridge decks subjected to a stationary pulsating load exhibited a flexural radial cracking, while those under a moving constant wheel-load exhibited a flexural grid-like pattern similar to the grid of the bottom steel layer. For a given applied fatigue load level, the decks subjected to a stationary pulsating loading regime exhibited higher fatigue life than those subjected to a moving load. Based on an exponential curve fit of the fatigue data in this study (log P/P u vs. logN cf or logN pf), while the 2.5 × 106 load cycle fatigue strength of the deck models under a stationary pulsating load ranges between 0.47 and 0.54 P u (safety factor 5 ÷ 12), at 2.5 × 106 wheel-load passages under a moving wheel-load is estimated to be at 0.21 to 0.28 P u (safety factor 2 ÷ 4). The fatigue strength of the bridge decks under a moving constant wheel-load is in the same range as the cracking load level while the fatigue strength under a stationary pulsating load is similar to the yielding load level for the steel reinforcement. (Abstract shortened by UMI.)
Philip Perdikaris (Advisor)
299 p.
Engineering, Civil
Concrete bridge decks; Fatigue performance

Recommended Citations

Citations

  • Petrou, M. F. (1993). Fatigue performance of AASHTO and Ontario design for non-composite reinforced concrete bridge decks [Doctoral dissertation, Case Western Reserve University]. OhioLINK Electronic Theses and Dissertations Center. http://rave.ohiolink.edu/etdc/view?acc_num=case1060797619

    APA Style (7th edition)

  • Petrou, Michael. Fatigue performance of AASHTO and Ontario design for non-composite reinforced concrete bridge decks. 1993. Case Western Reserve University, Doctoral dissertation. OhioLINK Electronic Theses and Dissertations Center, http://rave.ohiolink.edu/etdc/view?acc_num=case1060797619.

    MLA Style (8th edition)

  • Petrou, Michael. "Fatigue performance of AASHTO and Ontario design for non-composite reinforced concrete bridge decks." Doctoral dissertation, Case Western Reserve University, 1993. http://rave.ohiolink.edu/etdc/view?acc_num=case1060797619

    Chicago Manual of Style (17th edition)

case1060797619
1,249
© 1993, all rights reserved.
This open access ETD is published by Case Western Reserve University School of Graduate Studies and OhioLINK.