Local Damage Analysis of a Prefabricated Bridge Deck Panel-to-Panel Seam Using Aramid Fiber Reinforced Polymer (AFRP) Bars

摘要

Prefabricated Bridge Elements and Systems (PBES) have rapidly improved the constructability of bridges through the ability to fabricate bridge elements and systems away from the construction site and later transport to the site for assemblage. However, these bridge elements need to be connected once on-site to ensure that the transfer of stresses generated by static and dynamic loading is accommodated. This brings attention to the need for verification studies for the design methodology of the panel-to-panel seams to support PBES. Particular emphasis of this study is placed on modeling the panel-to-panel connection, where connections typically are the weaker links. As such, there is a need to evaluate the connection behavior which influenced the connection design of non-prestressed deck-to-deck panels using aramid fiber reinforced polymer (AFRP) bars. Due to the non-ductile behavior of the AFRP bars, the vertical displacement at each connection (seam) due to various loading cases is analyzed as a non-linear system. An analytical model of a bridge deck panel-to-panel seam is developed, using COMSOL5.2a software, and validated by previous published experimental data of similar strip beam tests partitioned from an 18ft by 16ft bridge deck with embedded reinforced and non-prestressed longitudinal AFRP bars and their connections to address some of the shortcomings in PBES connection detailing when subjected to static loads. The two cases examined for the connections to improve the ductility at the member level, were model with and without a shear plate. Harmonic forced vibration analysis, which determines the displacement amplitude (mm) vs. harmonic frequency (Hz), is investigated to determine the connection's initial rigidity, ability to transfer shear stress across a joint, and strength degradation of each connection due to cyclic loading.;The result of this application analysis using COMSOL5.2a, stationary solver configuration, is based on the dependent variable field material component. It was observed that the contour 3D plot displacement field components (mm) and shear stress (N/m2) distribution showed sufficient flexural strength at the connection, which also meets service limit states as described by AASHTO 2.5.2.6.2 when the shear plates are added to the model. Also, the displacement amplitude for the given frequency response curve shows significant low deformability at the connection by 26.4%. This study showed that while a non-ductile material like AFRP was used, within a beam, the overall structural performance can be enhanced using shear-plate connections to show an improved ductility level as indicated by a defined ductility index described herein.