Abstract
AbstractSeveral studies have looked at the development of hinge models to simulate the hysteretic response of flexure‐ and shear‐critical reinforced concrete (RC) beam‐column components from damage initiation to onset of gravity collapse. However, few studies have been conducted to develop similar models for older type bond‐critical beam‐column components. First, using existing experimental data, this paper describes the calibration of simple and efficient hinge models to simulate the inelastic hysteretic response of as‐built and retrofitted splice‐deficient columns. Subsequently, to demonstrate the applicability of the hinge models, the seismic performance of as‐built and fibre‐reinforced polymer (FRP) ‐retrofitted two‐ and four‐story nonductile RC frame buildings with splice‐deficient columns are assessed using nonlinear dynamic analysis procedures. The results show that buildings with bond‐critical columns may have a lower collapse potential than buildings with shear‐critical columns, implying that in certain cases a longer splice length may actually worsen performance. According to the analyses, local retrofitting of the columns can significantly improve the seismic performance of the buildings. Contrary to results presented in this study, a significant U.S. evaluation methodology for RC frame buildings, FEMA P‐2018, indicates that buildings with bond‐critical columns have similar collapse potential as buildings with shear‐critical columns. Modifications are proposed to improve the FEMA P‐2018 provisions. The modelling approach presented in this paper are recommended for incorporation into ASCE/SEI 41, engineering practice and future research.
Highlights
Several design and detailing deficiencies have contributed to the poor performance of older reinforced concrete (RC) buildings in past earthquakes.[1,2,3] In particular, there is concern about the progressive loss of the gravity-load-bearing3138 wileyonlinelibrary.com/journal/eqeEarthquake Engng Struct Dyn. 2021;50:3138–3159.capacity of the poorly detailed RC columns in these buildings
Following the ASCE/SEI 41-17 procedure, the majority of columns with short splices in the plastic hinge region will be classified as bond-critical
According to experimental data,[10] fixed-end rotation accounts for up to 90% of total rotation in bond-critical columns, i.e., bond-critical columns are dominated by a rocking mechanism
Summary
Several design and detailing deficiencies have contributed to the poor performance of older reinforced concrete (RC) buildings in past earthquakes.[1,2,3] In particular, there is concern about the progressive loss of the gravity-load-bearing. These structures are classified as collapse-prone and, a high priority for evaluation and retrofit. Following the ASCE/SEI 41-17 procedure, the majority of columns with short splices in the plastic hinge region will be classified as bond-critical (defined in ASCE/SEI 41-17 as columns controlled by inadequate development or splicing). Experimental results have shown that columns with short splices in the plastic hinge region may experience bondcritical, flexure-shear or brittle shear-critical failure modes depending on detailing and boundary conditions. Fragility estimates based on ASCE/SEI 41-17, and FEMA P-2018 provisions, which do not appropriately account for failure mode effects, may not be representative of the actual fragility of RC frames with splice-deficient columns. In this paper, using experimental data from various studies, simple and efficient hinge models are calibrated to simulate the inelastic hysteretic response of as-built and FRP-retrofitted columns with short splices.
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