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Data collection and evaluation of continuity detail for John James Audubon Bridge No. 61390613004101.
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  • Abstract:
    This report summarizes findings from monitoring data that was collected over a two-year period from Bridge No.

    61390613004101 in the John James Audubon Project, which was formerly designated as Bridge #2 prior to

    construction completion. The bridge was instrumented as part of an earlier project (LTRC Project No. 08-1ST).

    Results from the first monitoring project warranted resuming data collection to monitor the performance of Bridge

    No. 61390613004101 over a longer period of time. The focus of the monitoring effort for both projects is on the

    employed continuity detail, which is based on the recommendation of the National Cooperative Highway Research

    Program (NCHRP) Final Report 519. Continuity details are typically used to eliminate the needs for high-maintenance joints that often lead to the acceleration of element deterioration near the joints. The employed

    positive moment continuity detail transfers forces between adjacent girders via positive moment reinforcement that

    extends out of the bottom flanges of the prestressed concrete (PSC) girders into a continuity diaphragm.

    The 96-channel monitoring system that was installed as part of Project 08-1ST was reactivated in February 2012.

    Data from the embedded and surface-mounted sensors that measure strains, temperatures, rotations, and gap

    openings in critical locations in the monitored segment were collected for a period of two years. The collected data

    from both projects (12-1ST and 08-1ST) was analyzed and interpreted. Furthermore, four field visits were

    conducted to document the condition of the girder ends in the monitored segment.

    Recommendations based on the project findings are drawn. Data shows that 5 years after the construction of the

    bridge, some long-term effects such as creep and shrinkage have diminished. It is also evident that temperature

    effects are still a major factor that continues to strain the bridge in such a way that should not be ignored in the

    design of bridges with similar continuity details. The high-localized strains at girder ends due to thermal variation

    caused cracking in a few girder ends.

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