Design and Construction of Deck Bulb Tee Girder Bridges with UHPC Connections (2022)

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A-1   Cohesive Modeling Parameters A P P E N D I X A Figure A.1 provides tensile cohesive behavior and Figure A.2 shows shear cohesive behavior for UHPC and high-strength concrete with an exposed aggregate surface (Semendary et al. 2018). The damage model in the Abaqus software requires the peak stresses and initial stiffness values, K, for both the tensile and shear cohesive behaviors. The cohesive energy is the area under the stress displacement cohesive curves. The total energy from both the tension and shear behaviors, and the portion of the total from tension and shear, are also required. Figure A.3 displays the peak stress and initial stiffness for the shear cohesive behavior. Table A.1 provides the properties used for the cohesive interface modeling between the UHPC and girder flanges. Figure A.1. Tensile cohesion behavior. 0 0.1 0.2 0.3 0 0.01 0.02 0.03 0.04 0.05 0.06 B on d St re ss (k si ) Displacement (in.)

A-2 Design and Construction of Deck Bulb Tee Girder Bridges with UHPC Connections Figure A.3. Shear cohesion behavior parameters. Table A.1. Cohesive interface properties. Property Value Tensile Bond Strength (∆max), ksi Shear Strength (∆max), ksi Normal Stiffness (Knn), kip/in.3 Tangential Stiffness (Kss & Ktt), kip/in.3 Total Fracture Energy (Gf), kip/in. Mode Mix Ratio 1 Bond Mode Mix Ratio 2 Shear (both) Final Displacement for Bond Sample (∆f), in. Final Displacement for Shear Sample (∆f), in. 0.254 0.712 4.88 44.51 0.16388 0.04186 0.95814 0.054 0.230 0 0.25 0.5 0.75 1 0 0.1 0.2 0.3 τmax Sh ea r S tre ss , τ (k si ) Shear Displacement, δ δf δi K (in.) Figure A.2. Shear cohesion behavior. 0 0.25 0.5 0.75 1 0 0.1 0.2 0.3 Sh ea r S tre ss , τ (k si ) Shear Displacement, δ (in.)