Hollow-core FRP-concrete-steel bridge columns under extreme loading.
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Hollow-core FRP-concrete-steel bridge columns under extreme loading.

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    • Abstract:
      This report presents the behavior of hollow-core fiber reinforced polymer – concrete - steel columns (HC-FCS) under

      combined axial-flexural as well as vehicle collision loads. The HC-FCS column consists of a concrete wall sandwiched between an outer fiber

      reinforced polymer (FRP) tube and an inner steel tube. Four large-scale columns including a conventionally reinforced concrete (RC) column

      having solid cross section and three HC-FCS columns were investigated during this study. Each column had an outer diameter of 24 inch and a

      column’s height-to-diameter ratio of 4.0. The steel tube was embedded into reinforced concrete footing with an embedded length of 1.6 times

      the steel tube diameter. The FRP tube truncated at the top of the footing level; hence, it provides only confinement to the concrete. The hollow

      steel tube was the only reinforcement for shear and flexure inside the HC-FCS column. The HC-FCS column exhibited high lateral drift

      reaching 15.2% and failed gradually due to concrete crushing, steel tube local buckling, followed by FRP rupture. The reference RC-column

      failed at drift of 10.9% due to rebar rupture. Finite element models using LS-DYNA software were developed and validated against the

      experimental results of the investigated large-scale columns and experimental results of small-scale columns available in the literature. The

      proposed model was able to predict the behaviors of the investigated columns with good accuracy. Finite element modeling of vehicle collision

      with RC and HC-FCS bridge columns was also presented in this report. Evaluation of the peak dynamic force (PDF) and the equivalent static

      force (ESF) through an extensive parametric study were conducted. The AASHTO-LRFD design force was found to be non-conservative when

      the column was collided with heavy vehicles of a weight more than 35 kips or high-speed vehicle more than 70 mph. A new equation for

      estimating the ESF based on the vehicle’s mass and velocity was developed. This approach will allow Departments of Transportation (DOTs) to

      design different bridge columns to different impact force demands depending on the anticipated truckloads and velocities. In general, the PDF

      values of the HC-FCS columns were lower than those of the RC column when they were subjected to vehicle collision.

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