Modeling Beam-Column Joints in Fragility Assessment of Gravity Load Designed Reinforced Concrete Frames

2008-3-14
Çelik, Ozan Cem
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Reinforced concrete (RC) frame structures customarily have been designed in regions of low-to-moderate seismicity with little or no consideration of their seismic resistance. The move toward performance-based seismic engineering requires accurate reliability-based structural analysis models of gravity load designed (GLD) RC frames for predicting their behavior under seismic effects and for developing seismic fragilities that can be used as a basis for risk-informed decision-making. This analytical approach requires particular attention to the modeling of beam-column joints, where GLD frames differ significantly from their counterparts in high-seismic areas. This article focuses on modeling shear and bond-slip behavior of beam-column joints for purposes of seismic fragility analysis of GLD RC frames. The joint panel constitutive parameters are defined to replicate the experimental joint shear stress-strain relationships, while the effect of bond-slip is taken into account through a reduced envelope for the joint shear stress-strain relationship. The joint model is validated using two full-scale experimental RC beam-column joint test series. A fragility assessment of an existing three-story GLD RC frame reveals the importance of modeling shear, anchorage, and bond-slip in joints of GLD frames accurately when performing seismic risk assessments of buildings.
Beam-column joints, Building frames, Concrete, Reinforced, Earthquake engineering, Engineering mechanics, Fragility, Reinforcement anchorage, Bond-slip, Shear stress
https://hdl.handle.net/11511/28424
Journal of Earthquake Engineering
Department of Civil Engineering, Article

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Citation Formats
O. C. Çelik, “Modeling Beam-Column Joints in Fragility Assessment of Gravity Load Designed Reinforced Concrete Frames,” Journal of Earthquake Engineering, pp. 357–381, 2008, Accessed: 00, 2020. [Online]. Available: https://hdl.handle.net/11511/28424.
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