Abstract
Sectional deformation quantities, such as curvature and ductility, are of prime significance in the displacement‐based seismic design and performance evaluation of structural members. However, few studies on the estimates of curvatures at different limit states have been performed on asymmetric flanged walls. In this paper, a parametric study was performed for a series of T‐shaped wall cross‐sections based on moment‐curvature analyses. By investigating the effects of the axial load ratio, reinforcement content, material properties, and geometric parameters on curvatures at the yield and ultimate limit state, we interpret the variation in curvature with different influencing factors in detail according to the changes of the neutral axis depth. Based on the regression analyses of the numerical results of 4941 T‐shaped cross‐sections, simple expressions to estimate the yield curvature and ultimate curvature for asymmetric flanged walls are developed, and simplified estimates of the ductility capacity including curvature ductility and displacement ductility are further deduced. By comparing with the experimental results, we verify the accuracy of the proposed formulas. Such simple expressions will be valuable for the determination of the displacement response of asymmetric flanged reinforced concrete walls.
Highlights
In the conventional force-based design, stiffness is assumed to be a fundamental property of the section. us, the yield curvature of a section is directly proportional to the yield moment for a given structural member type and size [1]
E ultimate curvature obviously decreases with the increases in axial load ratio, longitudinal reinforcement ratio, flange width to web height ratio, and web height to thickness ratio, all of which are attributed to the increased neutral axis depth that renders the concrete to reach its ultimate compressive
E yield curvature of the T-shaped wall with the flange in tension is mainly affected by the axial load ratio, longitudinal reinforcement ratio, and flange width to web height ratio
Summary
In the conventional force-based design, stiffness is assumed to be a fundamental property of the section. us, the yield curvature of a section is directly proportional to the yield moment for a given structural member type and size [1]. En, the formulas to estimate the yield curvature and ultimate curvature were established based on the assumption that the plane sections remained planar Erefore, the “numerical method” based on plenty sectional analyses with a wide range of different parameters is a relatively reliable method. For both structural and architectural purposes, linear rectangular shear walls are often connected to form T- or L-shaped flanged walls. Given the deficient study on the sectional deformation quantities of asymmetric flanged shear walls and the significance of the ductility capacity in the determination of the displacement response, simple expressions must be developed to estimate the curvatures at different limit states. Rough regression analyses of extensive numerical results, simplified formulas to estimate the yield curvature, ultimate curvature, and ductility capacity were established
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