Accuracy of nonlinear static procedures for the seismic assessment of shear critical structures. (12th January 2015)

• Record Type: Journal Article
• Authors: Del Vecchio, Ciro; Kwon, Oh‐Sung; Di Sarno, Luigi; Prota, Andrea
• Is Part Of: Earthquake engineering and structural dynamics. Volume 44:Number 10(2015:Aug.)
• Page Start: 1581
• Page End: 1600
• Publication Date: 2015-01-12
• Subjects: Structural dynamics -- Periodicals; Earthquake engineering -- Periodicals; 624.1762
• DOI: 10.1002/eqe.2540
• Languages: English
• ISSNs: 0098-8847

Abstract

<abstract abstract-type="main"> <title>Summary</title> <p>The nonlinear behavior of reinforced concrete (RC) members represents a key issue in the seismic performance assessment of structures. Many structures constructed in the 1980s or earlier were designed based on force limits; thus they often exhibit brittle failure modes, strength and stiffness degradation, and severe pinching effects. Field surveys and experimental evidence have demonstrated that such inelastic responses affect the global behavior of RC structural systems. Efforts have been made to consider the degrading stiffness and strength in the simplified nonlinear static procedures commonly adopted by practitioners. This paper investigates the accuracy of such procedures for the seismic performance assessment of RC structural systems. Refined finite element models of a shear critical bridge bent and a flexure‐critical bridge pier are used as reference models. The numerical models are validated against experimental results and used to evaluate the inelastic dynamic response of the structures subjected to earthquake ground motions with increasing amplitude. The maximum response from the refined numerical models is compared against the results from the simplified static procedures, namely modified capacity spectrum method and coefficient method in FEMA‐440. The accuracy of the static procedures in estimating the displacement demand of a flexure‐critical system and shear‐critical system is discussed in detail. Copyright © 2015 John Wiley & Sons, Ltd.</p> </abstract>