Calibration of Model to Simulate Response of Reinforced Concrete Beam-Columns to Collapse

Haselton, Curt B.; Liel, Abbie B.; Taylor-Lange, Sarah C.; Deierlein, Gregory G.

doi:10.14359/51689245

Cited by 137 publications

(129 citation statements)

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“…Some of the recent studies utilized fibre element‐based models for collapse capacity assessment. Due to the different opinions among researchers, the use of a particular modelling approach in collapse assessment is still significantly dependent on the user's choice. In this study, the lumped‐plasticity model is used for the simulation of collapse.…”

Section: Past Studies On Collapse Assessment Of Rc Frame Buildingsmentioning

confidence: 99%

“…In lumped‐plasticity models, the force–deformation behaviour of an element is confined by an envelope, known as the “backbone curve.” These backbone curves are obtained through experimental studies and can have two different definitions based on how these curves are derived: (a) monotonic backbone curve and (b) cyclic backbone curve. Haselton et al . developed monotonic backbone curve parameters on the basis of experiments conducted on 255 rectangular columns.…”

Section: Past Studies On Collapse Assessment Of Rc Frame Buildingsmentioning

confidence: 99%

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Fragility analysis of hillside buildings designed for modern seismic design codes

Surana

Singh

Lang

2018

Structural Design Tall Build

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The structural configurations of hillside buildings are significantly different than those observed on flat terrain. To study the effect of often observed structural configurations of hillside buildings, collapse fragility of regular "flat land (FL)" and irregular "split-foundation (SF)" and "step-back (SB)" buildings is studied using incremental dynamic analysis. The effects of building height, seismic zone, and near-and far-field sites on collapse fragility are investigated. It is observed that SF and SB hillside buildings exhibit significant torsional effects at the storey just above the uppermost foundation level. In case of FL buildings, collapse occurs due to the flexural failure of beams and columns. On the other hand, in SF and SB buildings, the collapse occurs due to the combined effects of shear failure of short columns and flexural failure of beams and columns in the storey just above the uppermost foundation level. In general, SF buildings are observed to be the most vulnerable, whereas FL buildings are the least vulnerable. It is observed that high-rise SF and SB buildings show unacceptably high probability of collapse at maximum considered earthquake, in Seismic Zone V and for the near-field site in Seismic Zone IV. KEYWORDS collapse probability, fragility analysis, hillside buildings, incremental dynamic analysis, splitfoundation building, step-back building 1 | INTRODUCTION During the past decades, the Indian subcontinent has witnessed rapid urbanization and a dramatic increase in population. Due to these factors, building development not only has been extensive in and around the metropolitan cities but also has been spreading out to the hilly regions of India resulting in the construction of a large number of multi-storey reinforced concrete (RC) frame buildings on steep slopes (hereafter referred to as "hillside buildings"). In some cases, building development in hilly regions is also taking place because of the scenic view and the pleasant climatic conditions during the summer season. In hilly regions characterized by very mild slopes, buildings similar to those existing in flat areas can be observed [1] and are referred to as "flat land (FL)" buildings, in this study. In case of mild to steep slopes, the structural configurations of hillside buildings are significantly different than for buildings constructed on FL, [1][2][3][4][5] in order to adapt to the slope's geometry. Foundation levels of hillside buildings generally follow the natural slope of the ground, known as "step-back (SB)" buildings. [1] In case of very steep slopes, hillside buildings with "split-foundation (SF)" can be frequently observed. [1] These hillside buildings have significant structural irregularities in plan and in elevation due to the presence of shorter columns on the uphill side and variations in mass, strength, and stiffness of successive storeys along the height, respectively. Both these features result in complex dynamic behaviour under earthquake excitation [1][2][3][4][5] increasing the structure's susceptibi...

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Section: Past Studies On Collapse Assessment Of Rc Frame Buildingsmentioning

confidence: 99%

Section: Past Studies On Collapse Assessment Of Rc Frame Buildingsmentioning

confidence: 99%

Fragility analysis of hillside buildings designed for modern seismic design codes

Surana

Singh

Lang

2018

Structural Design Tall Build

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“…Zero-length rotational springs are assigned at the elements ends and the Ibarra-Medina-Krawinkler model [14], as implemented in OpenSees, is used to describe their moment-rotation nonlinear hysteretic behavior. Model parameters are defined according to [15]. Moreover, in order to capture the possible shear failure, additional shear springs are added in series to the flexural springs.…”

Section: Non-linear Modellingmentioning

confidence: 99%

State-Dependent Vulnerability of Case-Study Reinforced Concrete Frames

Aljawhari¹,

Freddi²,

Galasso³

2019

Proceedings of the 7th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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This study investigates the effect of mainshock-aftershock sequences on numerical fragility and vulnerability relationships of European reinforced concrete (RC) moment-resisting frames (MRFs). A four-story, four-bay nonductile RC MRF is selected for illustrative purposes. This index building is representative of a typical vulnerability class in the Mediterranean region. The influence of the masonry infills on seismic performance is also investigated. An advanced numerical nonlinear model is developed for the case-study frame and then assessed through nonlinear dynamic analysis using both real and artificial mainshock-aftershock sequences, via a 'sequential cloud' approach. The obtained seismic demand estimates allow to generate fragility functions for the undamaged frame when subjected to mainshocks only. Moreover, statedependent fragility functions are derived for the mainshock-damaged frame when subsequently subjected to aftershocks. Damage-to-loss models, specifically calibrated on Italian post-earthquake data, are used to derive vulnerability functions for this case-study structure. Preliminary results from the study show that the frame experiences severe damages states and high losses for a range of ground-motion shaking intensities, with a clear damage increase due to aftershocks. An attempt to generate vector-valued mainshock-aftershock vulnerability relationships is finally presented. The proposed vulnerability surfaces can be more easily implemented into a time-dependent risk assessment framework.

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“…To predict the seismic capacity of such RC columns with acceptable accuracy, an accurate backbone curve is required, which defines the lateral load-deformation capacity of a structural component. An extensive amount of research has been carried out on developing backbone curves of RC columns [14,15,[19][20][21][22]. The nonlinear load-deformation relation proposed by ASCE 41-17 [23] (as noted hereafter as ASCE is most widely used in the fields.…”

Section: Introductionmentioning

confidence: 99%

“…However, the deformation parameters suggested in ASCE 41-17 do not consider height-to-depth ratios, which can significantly alter the column behavior [19,28]. For RC members with a height-to-depth ratio lower than 2 (as noted hereafter as stocky columns), their cyclic behavior is always dominated by shear [5,29,30].…”

Section: Introductionmentioning

confidence: 99%

Calibration Factor for ASCE 41-17 Modeling Parameters for Stocky Rectangular RC Columns

et al. 2019

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Existing old reinforced concrete (RC) buildings could be vulnerable to large earthquake events. Most columns in such buildings have insufficient reinforcement details, which may experience failure during an early loading stage. The failure of columns may lead to partial or complete collapse of entire building systems. To prepare for an adequate retrofit plan for columns, it is necessary to simulate the cyclic behavior of columns using a numerical model with adequate values of constituent modeling parameters. The nonlinear component modeling parameters are specified in ASCE 41-17. However, the experiments on stocky RC columns suggest that ASCE 41-17 nonlinear component modeling parameters do not reflect the RC column behavior adequately. To accurately simulate the nonlinear load–deformation responses of stocky RC columns with low span-to-depth ratio, this study proposes a calibration factor for ASCE 41-17 RC column modeling parameters. For this purpose, this study collected test data of 47 stocky column specimens. Based on the test data, empirical equations including the calibration factor for modeling parameters “a” and “b” in ASCE 41-17 were proposed. The accuracy of the proposed equation was verified by comparing the measured and calculated envelope curves.

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Calibration of Model to Simulate Response of Reinforced Concrete Beam-Columns to Collapse

Cited by 137 publications

References 13 publications

Fragility analysis of hillside buildings designed for modern seismic design codes

Fragility analysis of hillside buildings designed for modern seismic design codes

State-Dependent Vulnerability of Case-Study Reinforced Concrete Frames

Calibration Factor for ASCE 41-17 Modeling Parameters for Stocky Rectangular RC Columns

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