Field Behavior of Integral Abutment Bridges under Thermal Loading

LaFave, James M.; Brambila, Gabriela; Kode, Utkarsh; Liu, Gaoyu; Fahnestock, Larry A.

doi:10.1061/(asce)be.1943-5592.0001677

Cited by 16 publications

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“…Bridge superstructure behavior is complicated by skew effects caused by additional load paths introduced via the skewed supports and through load transfer at cross-frames. In prior research, skewed steel I-girder bridge live load response was sometimes not well predicted by current analysis procedures and design requirements, including unexpectedly large stress variations in the bottom flanges of I-girders during long-term field data collection ( 3 ), as well as steel I-girder web out-of-plane response (also referred to as web warping) and biaxial bending of cross-frames during live load testing ( 4 ). Large torsional rotations and locked-in web plate initial imperfections that are not considered in design have been reported at bridge exterior girders during deck placement ( 5 ), and such rotations were found to increase with greater bridge skew ( 6 ).…”

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Construction and Live Load Behavior of a Skewed Steel I-Girder Bridge

Zhou

Fahnestock

LaFave

et al. 2022

Transportation Research Record: Journal of the Transportation R

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As part of a long-term monitoring project, a two-span continuous steel I-girder bridge (skewed 41° with seat-type abutments) was instrumented and evaluated in the field during construction and after the bridge was in service. This paper discusses data from when the first stage (of a three-stage sequence) was constructed and initially opened to traffic. Girders and cross-frames were instrumented with strain gauges using a data acquisition system with a high sampling frequency (up to 20 Hz). Data collection began just before deck placement, and a series of live load tests was then conducted on the completed Stage I (half of the bridge) using a loaded truck. Three-dimensional finite element analyses were carried out to provide enhanced understanding of bridge behavior. Good agreement was observed between the numerical simulation results and the field monitoring data for both deck placement and live load testing. A slight inconsistency between numerical simulation and field measurement data at one girder section and an adjacent cross-frame indicated an unexpected local site condition, which was confirmed through a targeted field inspection. Live load distribution factors used during design conservatively overestimate bridge girder strong-axis bending response under live load (by around 50%). Maximum flange lateral bending stresses of 6.3 MPa (0.9 kips per square inch [ksi]) and 2.5 MPa (0.4 ksi) were observed during deck placement and truck tests, respectively. In addition, out-of-plane response of 10.6 MPa (1.5 ksi) was observed at girder web plates under concrete dead load.

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confidence: 99%