New opensees models for simulating nonlinear flexural and coupled shear-flexural behavior of RC walls and columns

Kolozvari, Kristijan; Orakçal, Kutay; Wallace, John W.

doi:10.1016/j.compstruc.2017.10.010

Cited by 68 publications

(25 citation statements)

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“…The behavior of RC column specimens S1L, S2M, and S3S is simulated using the shear‐flexure‐interaction multiple‐vertical‐line‐element model (SFI‐MVLEM,) available in open‐source computational platform OpenSees. This model captures interaction between axial‐flexural and shear deformations under cyclic loading, but it does not incorporate the ability to simulate the failure mechanism associated with inadequate lap splices.…”

Section: Analytical Modelingmentioning

confidence: 99%

“…The SFI‐MVLEM incorporates biaxial constitutive RC panel behavior described with the fixed‐strut angle model (OpenSees nDmaterial FSAM; ) into a two‐dimensional macroscopic fiber‐based model formulation of the multiple‐vertical‐line‐element model, as illustrated in Figure a. Biaxial behavior of concrete within each RC panel element is described using a uniaxial stress–strain relationship for concrete applied along fixed compression struts, where mechanisms representing compression softening (Vecchio & Collins, 1993), hysteretic biaxial damage, and tension stiffening effects are used.…”

Section: Analytical Modelingmentioning

confidence: 99%

“…Since shear stiffness and strength of the element evolve according to computed RC panel responses and assumed material behavior, explicit definition of shear modeling parameters is not necessary in SFI‐MVLEM, as opposed to other commonly used wall models with uncoupled shear and axial/flexural behavior such as displacement‐based beam‐column element in OpenSees or shear wall element in Perform 3D (CSI). The behavior of unconfined and confined concrete is simulated using uniaxial material model for concrete Concrete02 (Yassin, 1994), whereas the behavior of reinforcing steel is simulated with uniaxial constitutive model for steel SteelMPF, both available in OpenSees.…”

Section: Analytical Modelingmentioning

confidence: 99%

“…Analytical modeling of nonlinear behavior of RC columns is typically conducted using simplified lumped‐plasticity models (e.g., SAP CSI) or fiber‐based models with uncoupled axial/flexural and shear behavior (so‐called uncoupled models;e.g., in the study of Taucer, Spacone, and Filippou), which showed to be reliable analytical tools for predicting the flexure‐dominated responses of RC columns. However, when column behavior is characterized with shear‐flexure interaction, shear‐dominant responses, or inadequate lap‐splice, lumped‐plasticity models, and uncoupled fiber‐based models tend to considerably overestimate lateral force and/or deformation capacity and cannot predict reliably column hysteretic behavior . Recent developments in nonlinear modeling approaches for RC components made available analytical models that can capture shear‐flexural interaction and nonlinear shear deformations providing the opportunity to simulate the behavior of columns in which shear deformations are significant (e.g., the studies of Xu and Zhang, Jiang and Kurama, and Fischinger and Rejec; Mehmood Hussain and Warnitchai, 2015); the study of Kolozvari, Orakcal, and Wallace).…”

Section: Introductionmentioning

confidence: 99%

“…The columns will be displaced in both directions cyclically with gradual increments in displacement for every two cycles until the column could not carry its gravity load. Finally, the experimentally measured behavior of selected RC column specimens will be simulated using recently developed nonlinear model for RC components that captures nonlinear axial‐flexural‐shear interaction …”

Section: Introductionmentioning

confidence: 99%

See 4 more Smart Citations

Investigating the vulnerability of nonductile reinforced concrete columns in moderate seismic regions to gravity load collapse

Mehmood

Rodsin

Warnitchai

et al. 2018

Structural Design Tall Build

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Reinforced concrete (RC) columns are important components of the lateral loadresisting structural system of RC buildings. In moderate seismic regions, where stringent seismic reinforcement detailing requirements are usually not considered, RC columns are categorized as nonductile. Postearthquake studies have shown that gravity load collapse of RC columns can trigger the progressive collapse of RC buildings. The current study presents the seismic response behavior of nonductile RC columns in moderate seismic regions, with a particular focus on gravity load collapse. Six RC columns, three with lap splices and three without lap splices with variable aspect ratios, were tested under reversed cyclic loading. Experimental results show that the column failing in shear could tolerate the maximum drift in order of 2.7-3.5%, whereas the columns failed in flexural mode could achieve the maximum drift of 4.5%. For the columns with lap splice, the lateral strength was significantly degraded, but all spliced columns could sustain gravity load even when their displacements were more than 4% drift. This very large drift without axial collapse, observed in the current study, is associated with the splice slip causing the large rotation just above the splice region. KEYWORDS axial load, columns, gravity load collapse, lap splices, nonductile | INTRODUCTIONReinforced concrete (RC) columns are primary part of the moment-resistant frame buildings to resist lateral loading. RC columns may also be part of the lateral load-resisting structural systems where RC shear walls are used primarily as lateral load-resisting components. RC columns require to support gravity loads as well; therefore, they should be able to sustain the gravity load safely without compromising lateral strength under lateral drifts due to seismic action. Post-earthquake studies of the collapsed building showed that one of the primary cause of the collapse is the loss of the gravity load carrying capacity of RC columns. [1] During the past few decades, our understanding of seismic hazard and seismic resistant design of buildings has been greatly improved. Many existing buildings designed in compliance with relevant standards during their construction time may not satisfy the requirements of the present-day standards. RC columns in such buildings historically showed poor seismic performance due to insufficient transverse reinforcement ratios, inadequate lap-spliced length and poor choice of lap-spliced regions [2,3] (Kam et al., 2011). [4] Such RC columns deficient in seismic detailing, designated as nonductile.Poor performance of lightly RC columns leads to the investigation of such RC columns to predict the performance of existing buildings. Several factors were identified to control the seismic response of nonductile RC columns. It was observed that increasing axial load ratio results in the reduction of lateral drift capacity. [5][6][7] Experimental studies observed that contribution of transverse reinforcement to the shear strength in such nonductile RC column de...

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Section: Analytical Modelingmentioning

confidence: 99%

Section: Analytical Modelingmentioning

confidence: 99%

Section: Analytical Modelingmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 3 more Smart Citations

Investigating the vulnerability of nonductile reinforced concrete columns in moderate seismic regions to gravity load collapse

Mehmood

Rodsin

Warnitchai

et al. 2018

Structural Design Tall Build

Self Cite

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Seismic response evaluation of a five‐story buckling‐restrained braced frame using multi‐element pseudo‐dynamic hybrid simulations

Mojiri

Mortazavi

Kwon

et al. 2021

Earthq Engng Struct Dyn

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Nonlinear time history analysis relies on accurate modeling of the critical structural components and their complex interaction with the structure. Previous research indicates that calibration of numerical models can be affected by several factors, including the loading protocols. It is, therefore, critical to study previously developed and calibrated numerical models under more realistic loading histories, and determine whether the calibration process, loading protocols, and the numerical model themselves are adequate for achieving the desired level of accuracy. High fidelity benchmark system-level experimental-based simulation results could allow for a more holistic assessment of such questions.The University of Toronto Ten Element Hybrid Simulation Platform (UT10) was developed to produce such benchmark test results using hybrid simulations with multiple experimental elements subjected to realistic earthquake loads. This paper presents the first such experiment in the UT10 with multi-element and single-element experimental hybrid simulations on a five-story steel structure with buckling-restrained braces, representative of systems with a stable yielding hysteretic response. An adjustable yielding brace system was developed to capture the response of buckling-restrained braces' yielding core. The implications of modeling choices, such as using commonly available models in BRBFs, are studied. The experimental results are then presented and compared with numerical results. The limitations of existing models are identified. Such experimental results can be used by subsequent studies to improve the calibration of numerical models and allow for the development of more robust models, while also justifying the need for new loading protocols that could be used in the calibration process.

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Collapse Fragility Functions for Squat Reinforced Concrete Shear Walls with Different Design Parameters

Akl

Ezzeldin

2023

Lecture Notes in Civil Engineering

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New opensees models for simulating nonlinear flexural and coupled shear-flexural behavior of RC walls and columns

Cited by 68 publications

References 10 publications

Investigating the vulnerability of nonductile reinforced concrete columns in moderate seismic regions to gravity load collapse

Investigating the vulnerability of nonductile reinforced concrete columns in moderate seismic regions to gravity load collapse

Seismic response evaluation of a five‐story buckling‐restrained braced frame using multi‐element pseudo‐dynamic hybrid simulations

Collapse Fragility Functions for Squat Reinforced Concrete Shear Walls with Different Design Parameters

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