none 10.1177/87552930231170024 Wiley Wiley (John Wiley & Sons) 311 147505013 5867 2026012503555900744 10.1002 2026-01-25T12:14:34Z 2023-05-03T04:05:12Z 8 Earthquake Spectra Earthquake Spectra 8755-2930 1944-8201 05 2023 39 2 Eyitayo A Opabola Department of Civil, Environmental and Geomatic Engineering University College London London UK https://orcid.org/0000-0002-7598-4812 Saman A Abdullah Department of Civil and Environmental Engineering University of California Los Angeles Los Angeles CA USA Department of Civil Engineering College of Engineering University of Sulaimani Sulaimani Iraq Kenneth J Elwood Department of Civil and Environmental Engineering The University of Auckland Auckland New Zealand John Wallace Department of Civil and Environmental Engineering University of California Los Angeles Los Angeles CA USA Post‐earthquake assessment procedures require component deformation limits to identify locations for visual inspection and locations needing structural repair. This study proposes a framework for defining component deformation limits for detailed visual inspection and repair for earthquake‐damaged concrete buildings. First, observations from cyclic tests of ductile concrete components (beams, columns, and walls) suggested that the residual capacity (in terms of strength and deformation capacity) of such components is likely uncompromised if the deformation at the initiation of lateral strength loss (LSL) is not exceeded in prior loading histories. The results also revealed that the deformation at the initiation of LSL typically corresponds to the onset of longitudinal bar buckling in ductile components. Furthermore, using experimental data, multipliers are developed as fractions of ASCE/SEI 41 modeling parameters at lateral failure (i.e. a or d ) to predict deformation at initiation of LSL. Subsequently, a probabilistic approach is proposed for defining the component deformation limits, considering uncertainty in both capacity and demand. Component deformation limits for detailed visual inspection are defined such that there is a low probability (adopted as <10%) of exceeding the deformation at the initiation of LSL. The component deformation limit for repair is defined as the median deformation at the initiation of LSL (i.e. 50% probability of exceedance). 05 03 2023 05 2023 799 828 10.1177/87552930231170024 https://creativecommons.org/licenses/by/4.0/ http://doi.wiley.com/10.1002/tdm_license_1.1 2 10.1177/sage-journals-update-policy journals.sagepub.com true federal emergency management agency https://doi.org/10.13039/100008464 https://creativecommons.org/licenses/by/4.0/ 10.1177/87552930231170024 https://onlinelibrary.wiley.com/doi/10.1177/87552930231170024 http://sage.cnpereading.com/paragraph/article/?doi=10.1177/87552930231170024 https://onlinelibrary.wiley.com/doi/pdf/10.1177/87552930231170024 https://onlinelibrary.wiley.com/doi/pdf/10.1177/87552930231170024 https://onlinelibrary.wiley.com/doi/full-xml/10.1177/87552930231170024 https://pubs.geoscienceworld.org/earthquake-spectra/article/39/2/799/623290/limit-states-for-post-earthquake-assessment-and AbdullahSA(2019)Reinforced concrete structural walls: Test database and modeling parameters. PhD Dissertation Department of Civil and Environmental Engineering University of California Los Angeles Los Angeles CA. 10.14359/51710864 10.1061/(ASCE)ST.1943-541X.0003009 AbdullahSA WallaceJW(2021b)Nonlinear modeling parameters and acceptance criteria for RC structural walls. In:Proceedings of the 2021 Los Angeles tall buildings structural design council conference Los Angeles CA 12 November. Experimental study of concrete coupling beams subjected to wind and seismic loading protocols. Report no. UCLA SEERL 2020/01 (Submitted to Magnusson Klemencic Associates Foundation), May 2020 Abdullah SA 268 2020 AbrahamsonN(2021)Personal communication (Email) with Jack Moehle 2 September 2021. 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In:Proceedings of the 16th world conference on earthquake Santiago 9–13 January. MarderK(2018)Post‐earthquake residual capacity of reinforced concrete plastic hinges. PhD Thesis The University of Auckland Auckland New Zealand. 10.1193/101717EQS215DP 10.1007/s10518-015-9772-8 ACI Structural Journal Moscoso JF 205 118 5 2021 Residual seismic capacity of reinforced concrete walls with unconfined boundaries NiroomandiA PampaninS DhakalRP Soleymani AshtianiM De La TorreC(2018)Rectangular RC walls under bi‐directional loading: Recent experimental and numerical findings. In:Proceedings of the New Zealand concrete industry conference Hamilton New Zealand 11–13 October. OesterleR. G. Aristizabal‐OchoaJ. D. FioratoA. E. RussellH. G. CorleyW. G(1979)“Earthquake Resistant Structural Walls–Phase II” Report to National Science Foundation (ENV77‐15333) Construction Technology Laboratories.Portland Cement Association October 1979 Skokie IL 331pp. 10.1061/JSENDH.STENG-11424 OpabolaEA ElwoodKJ(2023)Seismic performance of reinforced concrete beams susceptible to single‐crack plastic hinge behavior.Journal of Structural Engineering: ASCE. Epub ahead of print 8 February. DOI:10.1061/JSENDH.STENG‐11424. 10.1061/(ASCE)0733-9445(2004)130:11(1692) 10.14359/51687907