Lumped Plasticity Model Research Articles

Prediction of parameters in the Ibarra–Medina–Krawinkler model for reinforced concrete columns using random forest and active learning

The lumped plasticity model is widely used in the practical modeling of reinforced concrete (RC) columns because of its computational efficiency. However, existing formulations for estimating the backbone curve and cyclic deterioration parameters often fail to accurately predict new data with high variability and necessitate laborious calibrations. To address it, a machine-learning (ML) approach utilizing the random forest (RF) algorithm to predict seven parameters in the Ibarra–Medina–Krawinkler lumped plasticity model for depicting hysteretic response is proposed in this study, where a comprehensive data of 475 RC columns, encompassing diverse material properties, geometric features, and failure modes, is used. In addition, an active-learning framework is integrated to address the limited availability of labeled data in supervised ML tasks, which reduces the exhausted labeling process. The proposed RF surpasses existing research and commonly used ML models regarding coefficient of determination. Additionally, the predicted parameters more accurately simulate the behavior of strength and stiffness degradation in the hysteretic loop of columns than empirical regression formulas. These results will benefit the high-fidelity seismic risk assessments of RC buildings.

Force-displacement relation for lumped plasticity model of compact square concrete-filled steel tube columns

Integration of steel and concrete benefits in square concrete-filled tube columns (SCFTs) makes them be utilized extensively worldwide. To evaluate the seismic behavior of special moment frames having SCFT columns, an accurate macro-modeling tool with little complexity is necessary. Although the fiber section can consider both linear and nonlinear behavior of SCFT, it fails to allow for deterioration, which is vital in assessing a seismic resisting system. This study proposes a new deterioration tool based on the Ibarra-Krawinkler model for compact SCFT columns using artificial neural networks (ANNs) through numerical simulation. Initially, 96 specimens with variations in geometry, material, and axial loading conditions were simulated in ABAQUS and then were analyzed using displacement control loading protocol to obtain hysteretic curves, which were used to prepare the data sets for training, testing, and validating the neural networks. Finally, the performance of ANN models was evaluated by statistical relations such as regression and mean square error. Through FEMA 356 and Ibarra-Krawinkler approaches, parameters defining linear and nonlinear phases of SCFTs behavior were derived. By employing efficiently trained neural networks, equations predicting the parameters of the deterioration model were established, and the obtained results show the accuracy and efficiency of the proposed model.

Numerical Investigation of the Seismic-Induced Rocking Behavior of Unbonded Post-Tensioned Bridge Piers

It is essential and convenient to use accurate and validated numerical models to simulate the seismic performance of post-tensioned (PT) rocking bridge piers, with a particular emphasis on accurately capturing rocking behavior. The primary contribution of this study is a comparison of the effectiveness of four commonly used numerical base rocking models (namely, the lumped plasticity (LP) model and the multi-contact spring (MCS) models with linear elastic (MCS-LE), bilinear elastic–plastic (MCS-EP) and nonlinear plastic (MCS-NP) material behavior, respectively) in modeling both the cyclic and seismic responses of PT rocking bridge piers. Also, this study validates the 3D contact stiffness equation for numerical models and assesses the differences between the dynamic and static stiffness values of the contact springs. Both quasi-static and shaking table tests of typical PT rocking piers are adopted to calibrate/validate these numerical models. These models describing the PT rocking piers’ seismic performance are formulated and calibrated, showing good agreement with test results for test specimens. Additionally, the suggested values of model spring stiffness for dynamic and quasi-static analyses are identified by parametric analysis. All base rocking models can predict the pier’s cyclic and seismic behavior after the calibration of contact spring stiffness values. The recommended contact stiffness for the dynamic analysis of PT rocking piers is smaller than that used for the quasi-static analysis. The results and findings provide a valuable reference and solution for the numerical simulation of PT rocking piers.

Seismic strengthening of deficient ground soft-story RC frames with inadequate lap splice using chevron brace

Deficient RC frames with ground soft-story irregularity have been constructed in many countries. Past earthquakes have shown that such structures are vulnerable and must be retrofitted. This study investigated the cyclic response of two one-bay, two-story, 1/2.5-scaled RC frames with inadequate lap splice length through experimental works and numerical simulations. One of the frames was kept as the reference, and the other was strengthened using a chevron brace system. The frames were subjected to displacement-controlled quasi-static cyclic loading, and their cyclic responses were recorded and compared. Besides, the lumped plasticity model was used to investigate the effect of the strength of infill walls on the force-displacement response of the retrofitted frame. The experimentally obtained results indicated that the employed chevron brace system significantly enhanced the cyclic response of the reference frame. The retrofitted frame exhibited a 171% greater ultimate strength than the reference frame. Besides, the retrofitted frame's initial and post-yield stiffness were 2.2 and 6.9 times greater than that of the reference frame. At a 3.5% drift ratio, the retrofitted frame dissipated 233% more energy than the reference frame. In small drift ratios, the retrofitted frame exhibited a faster decay in the lateral stiffness; however, at large drift ratios, both frames showed a comparable stiffness degradation rate. Numerical simulations showed that the infill wall's lateral strength could alter the retrofitted frame's failure mode and significantly affect its force-displacement response.

Seismic response of bridges employing knowledge-enhanced neural networks for the lumped plasticity modelling of RC piers

AbstractTo facilitate seismic analysis of bridges, especially on a regional scale, this study established a parametric finite element model of bridges incorporating simplified component elements. It employs a knowledge-enhanced neural network (KENN) to calibrate the parameters of the lumped plasticity model of pier columns. Along with a database of historical experimental results, the influence of the key characteristics of reinforced concrete columns on model parameters are investigated and formulated as physical laws to supervise KENN training. The developed KENN model was then developed, yielding root mean square errors within the range of [0.027, 0.209]. These errors are slightly larger than those of the purely data-driven neural network, yet the KENN model aligns more consistently with the physical principles. Further, to demonstrate its accuracy and efficiency, the proposed methodology was applied for the rapid seismic response analysis of typical bridges.

Lumped Plasticity Model and Hysteretic Performance of Ultra-High-Performance Concrete Rocking Pier.

Rocking piers using ultra-high-performance concrete (UHPC) have high damage-control capacity and self-centering characteristics that can limit the post-earthquake recovery time of bridges. To study the hysteretic behavior of UHPC rocking piers, a lumped plasticity model is proposed that comprises two parallel rotational springs and which can accurately calculate their force-displacement hysteretic behavior. Three states of the rocking piers, decompression, yield, and large deformation, are considered in this study. The model is verified based on existing experimental results, and the hysteretic characteristics of the UHPC rocking piers, such as strength, stiffness, and energy dissipation, are further analyzed. The research results show that the lumped plasticity analysis model proposed in this study can predict the force-displacement hysteretic behavior of the rocking piers accurately. Moreover, the hysteretic performance of the UHPC rocking piers is better than that of rocking piers using normal-strength concrete. An increase in the energy dissipation reinforcement ratio, pre-stressed tendon ratio, and initial pre-stress improves the lateral stiffness and strength of the UHPC rocking piers. However, the increase in the pre-stressed tendon ratio and initial pre-stress reduces their energy-dissipation capacity.

Lumped plasticity model for simulating the inelastic earthquake response of CFT columns

A simplified approach for simulating the seismic behavior of concrete-filled steel tube (CFT) columns using a lumped plasticity modeling approach based on a nonlinear spring model is proposed in this paper. Model parameters were calibrated considering plastic deformation, load–deformation during unloading and reloading cycles, and material strength degradation using an experimental database comprising 123 CFT column specimens (47 circular and 76 rectangular). 80% of the calibrated samples were used to develop predictive equations for the model parameters based on six input variables using multiple linear regression. The resulting equations were verified by the remaining 20% of all specimens; the verification results agreed with the experimental data and demonstrated better results compared to that of an existing fiber-based beam-column model. The proposed modeling approach was applied to model three frames with different stories (three, six, and nine stories) to perform nonlinear dynamic analyses. Then, their fragility curves were developed and compared with the curves obtained using existing fiber-based frame models. The proposed modeling approach increased the seismic vulnerability of the frames and reduced the analysis computational time.

Modelling and response of composite steel‐concrete members under cyclic loading

AbstractThis paper deals with the modelling and assessment of the inelastic cyclic behaviour of composite members consisting of steel beams and reinforced concrete slabs, designed to European standards. The work involves the development of detailed continuum models that can simulate the asymmetric behaviour and cyclic degradation characteristics of composite members. The generated model is first validated against available experimental results then used to investigate the influence of important parameters affecting the moment‐rotation relationships at the dissipative composite beam ends under cyclic loading. Based on the results, nonlinear relationships for modelling the response of composite members are proposed. It is shown that the degradation modelling parameters are most influenced by the cross‐section slenderness of the structural steel and the depth of the composite beam. Together with significant asymmetry in cyclic behaviour, around 20% higher cyclic degradation is observed in composite members compared to their bare steel counterparts. In addition to providing information required for the seismic design and assessment, the proposed expressions are utilised for the calibration of lumped plasticity models with cyclic degradation suitable for computationally efficient frame‐level analysis.

Simulation of the E-Defense 2015 test on a 10-storey building using macro-models

The capabilities of certain standard macro numerical models were evaluated by simulating a shaking table experiment that was performed on a full-scale ten-storey fixed-base building with a frame and dual structural system in two perpendicular directions (denoted as the frame and wall directions) at the largest shaking table in the E-Defense centre in Japan. The lumped plasticity model for columns and beams, the multiple-vertical-line-element model for walls and the scissors model for beam-column joints were evaluated. The results indicated that the experiment was simulated reasonably well. The most significant discrepancy was observed between the maximum drifts along the wall direction in the strongest cycle of the strongest test (calculated drift of 1.9% versus measured drift of 1.5%). In other cycles and tests, these differences were smaller. The calculated and measured maximum accelerations along the wall direction in the strongest test were 13.8 m/s2 and 13.5 m/s2, respectively. The discrepancy between the analysis and experiment results was smaller along the frame direction. The maximum calculated and measured drifts were 2.9% and 3.1%, respectively. The maximum calculated and measured accelerations were 15.8 m/s2 and 19.0 m/s2, respectively. In general, the standard input parameters were used in the evaluated models. However, some parameters required modifications, particularly when modelling weakly reinforced beam-column joints with substandard reinforcement that were considerably damaged. Their yielding rotation and near-collapse strength were, on average, reduced to 55% and 30% of the standard value, respectively. One of the most important parameters influencing the response was the effective width of the slabs, which was increased to the total span length for the highly loaded beams. The ratios of the strength, stiffness and amount of dissipated energy in the joints, beams and columns also significantly influenced the response. The adequate ratio of the dissipated energy was obtained by reducing the standard unloading stiffness in the beams and columns. The initial stiffness considerably influenced the response, particularly under weaker excitations. This stiffness was reduced threefold to account for various factors that typically reduce its value, which, among others, includes the influence of preceding tests on the same building with sliding foundations, as well as the assembly, transportation and handling of the specimen.

Seismic collapse assessment of archetype frames with ductile concrete beam hinges

Highly ductile cement-based materials have emerged as alternatives to conventional concrete materials to improve the seismic resistance of reinforced concrete (RC) structures. While experimental and numerical research on the behavior of individual components has provided significant knowledge on element-level response, relatively little is known about how ductile cement-based materials influence system-level behavior in seismic applications. This study uses recently developed lumped-plasticity models to simulate the unique failure characteristics and ductility of reinforced ductile-cement-based materials in beam hinges and applies them in the assessment of archetype frame structures. Numerous story heights (four, eight, and twelve), frame configurations (perimeter vs. space), materials (conventional vs. ductile concrete), and replacement mechanisms within the beam hinges are considered in the seismic analysis of the archetype structures. Results and comparisons are made in terms of the probability of collapse at 2% in 50-year ground motion, mean annual frequency of collapse, and adjusted collapse margin ratio (ACMR) across archetype structures. The results show that engineered HPFRCCs in beam plastic-hinge regions can improve the seismic safety of moment frame buildings with higher collapse margin ratios, lower probability of collapse, and the ability to withstand large deformations. Data is also reported on how ductile concrete materials can reduce concrete volume and longitudinal reinforcement tonnage across frame configurations and story heights while maintaining or improving seismic resistance of the structural system. Results demonstrate future research needs to assess life-cycle costs, predict column hinge behavior, and develop code-based design methods for structural systems using highly ductile concrete materials.

Seismic assessment and finite element modeling of traditional vs innovative point fixed glass facade systems (PFGFS)

In the last decades, recent earthquakes have further highlighted the high vulnerability of non-structural components. Post-earthquake damage due to building envelope, equipment and building contents can lead to substantial economic losses in terms of repair costs and daily activity interruption (downtime). Moreover, non-structural damage can represent a life-safety threat for both occupants and pedestrians. These considerations confirm the crucial need for developing low-damage systems for either structural or non-structural elements. This paper aims to assess the seismic performance of glazed facade systems, widely adopted in modern buildings, focusing on point fixed glass facade systems (PFGFSs), also referred to as “spider glazing”. In this work, a numerical investigation is developed to study the seismic performance of such systems at both local-connection level through a 3D FEM in ABAQUS as well as at global system level through a simplified lumped plasticity model in SAP 2000 to assess the overall in-plane capacity of the facade. Based on the local connection and global facade system behavior, a novel low-damage connection system is herein proposed, and a parametric study is carried out on the key parameters influencing the facade capacity. The benefits of implementing low-damage connection details are highlighted by an increase of the in-plane capacity of the facade system when compared to a traditional solution. To further investigate the potential of the proposed low-damage details in preserving the integrity of the facade system itself, non-linear time history analyses have been carried out on a case-study building equipped with the innovative PFGFSs.

Evaluation of models of the flexural response of rectangular reinforced concrete columns in the post-capping region

Simulating the seismic behaviour of a structure up to the point of collapse is an established approach to assessing structural safety during strong earthquakes. In the case of reinforced concrete columns with a predominantly flexural response, a lumped plasticity model with a predefined backbone and Takeda hysteresis rules is often used for this purpose. The present study investigates different moment-rotation backbone models to identify procedures that adequately predict the post-capping part of the backbone. In the first part of the paper, Eurocode 8 procedures for estimating the rotation in the near collapse limit state are reviewed and used to calculate the near collapse rotation of two experimentally tested columns with different levels of confinement. The procedure that agrees best with the experiments is used in the second part of the study, where several options for modelling the post-capping part of the moment-rotation backbone are studied. The results suggest that a quadrilinear moment-rotation backbone with a bilinear post-capping region combined with anearcollapse rotation determined according to the empirical procedure from the current version of Eurocode 8/3 can predict the cyclic response of both poorly and well-confined columns.

Versatile hysteretic model of reinforcing steel bars with buckling

The buckling of reinforcing steel should be considered in the design of reinforced concrete elements subjected to compression since it can influence the load-carrying capacity and energy dissipation under cyclic loading detrimentally. To capture the influence of buckling in the stress–strain behavior of steel, some models have incorporated geometric and material nonlinearities in the formulation. Others have provided phenomenological curves calibrated with experimental data. Using a lumped plasticity model and sectional analysis based on a fiber model, nonlinearities can be incorporated into the problem. However, solving the equilibrium and compatibility in the nonlinear problem involves complex and inefficient computational methods. In this work, iterations to reach moment equilibrium are avoided by utilizing an expression that relates the average axial strain to the curvature. Cyclic experimental tests collected from the literature, using slenderness values from 6 to 15 and strain range up to 10%, verify the model’s accuracy, resulting in prediction errors of the energy enclosed by the hysteretic curves of less than 4% in all cases compared to the iterative model. The results were also consistent with the experimental test results.

Effect of Inadequate Lap Splice Length on the Collapse Probability of Concrete wall Buildings in Malaysia

Background: In recent decades, Malaysia has shown a significant increase in the number of constructed high-rise buildings due to rapid urbanization and an increase in its population. However, due to the country's low seismicity, the majority of such tall buildings and infrastructures have not been designed against seismic actions. Therefore, they do not comply with the required seismic detailing and often suffer from inadequate lap splice length. After the 2015 Sabah earthquake that imposed significant damage to public buildings, the seismic vulnerability of buildings in Malaysia received increasing attention. As a result, researchers have tried to quantify the seismic vulnerability of buildings in Malaysia through the development of fragility curves. Objectives: In Malaysia, most developed seismic fragility curves for buildings have not taken into account the effect of inadequate lap splice length. Therefore, this study investigates to what extent an inadequate lap splice length can alter the concrete wall buildings’ probability of collapse. Methods: Two 25-story concrete wall buildings with an identical plan but different parking levels were selected. Fifteen natural far-field earthquake records were used in the incremental dynamic analysis to calculate the inter-story drift demand and capacities. The inelastic response of beams and columns was simulated through the lumped plasticity model, and that of concrete walls and slabs was taken into account through the fiber-based distributed plasticity model. The effect of inadequate lap splice length in columns was simulated in the finite element models using the proposed method in ASCE/SEI 41-17 code. The developed fragility curves were compared with those established by other researchers for the same buildings. Results: It was observed that seismic-induced damage mostly concentrated on the columns of parking levels while the concrete walls remained in the elastic region. The obtained inter-story drift capacities were all less than 2%. Besides, the inter-story drift capacities of interior frames were less than half of exterior frames. The exterior frame of the building with three parking levels exhibited a larger probability of exceeding the CP limit state than the interior frame. A similar observation was made for the building with five parking levels when the PGA was more than 0.25g. Moreover, the probability of exceeding the CP limit state of the exterior frame with three parking levels was significantly more than that of the exterior frame with five parking levels. A similar observation was made for the interior frames when the PGA was larger than 0.2g. Furthermore, the conducted comparison showed that an inadequate lap splice length could increase the concrete wall buildings’ probability of collapse between 38 to 89%. The increase in the collapse probability of the interior frame with five parking levels was almost twice that of the exterior frame. Conclusion: It was concluded that the inadequate lap splice length could significantly reduce columns’ rotational capacity and result in brittle failure mode and limited residual strength. Besides, the inadequate lap splice length of columns reduced the inter-story drift capacity of investigated buildings and significantly increased their probability of collapse. Therefore, it was strongly suggested to include the effect of inadequate lap splice length in the finite element models when conducting seismic vulnerability studies.

An Iterative Scheme for Resolving Unbalanced Forces Between Nonlinear Flexural Bending and Shear Springs in Lumped Plasticity Model

An Iterative Scheme for Resolving Unbalanced Forces Between Nonlinear Flexural Bending and Shear Springs in Lumped Plasticity Model

Review of Modeling Techniques for Analysis and Assessment of RC Beam-Column Joints Subjected to Seismic Loads.

Beam-column connections are the most critical components of reinforced concrete (RC) structures. They serve as a load transfer path and take a significant portion of the overall shear. Joints in RC structures constructed with no seismic provisions have an insufficient capacity and ductility under lateral loading and can cause the progressive failure of the entire structure. The joint may fail in the shear prior to the connecting beam and column elements. Therefore, several modeling techniques have been devised in the past to capture the non-linear response of such joints. Modeling techniques used to capture the non-linear response of reinforced-concrete-beam-column joints range from simplified lumped plasticity models to detailed fiber-based finite element (FE) models. The macro-modeling technique for joint modeling is highly efficient in terms of the computational effort, analysis time, and computer memory requirements, and is one of the most widely used modeling techniques. The non-linear shear response of the joint panel and interface bond-slip mechanism are concentrated in zero-length linear and rotational springs while the connecting elements are modeled through elastic elements. The shear response of joint panels has also been captured through rigid panel boundary elements with rotational springs. The computational efficiency of these models is significantly high compared to continuum models, as each joint act as a separate supe-element. This paper aims to provide an up-to-date review of macro-modeling techniques for the analysis and assessment of RC-beam-column connections subjected to lateral loads. A thorough understanding of existing models is necessary for developing new mechanically adequate and computationally efficient joint models for the analysis and assessment of deficient RC connections. This paper will provide a basis for further research on the topic and will assist in the modification and optimization of existing models. As each model is critically evaluated, and their respective capabilities and limitations are explored, it should help researchers to improve and build on modeling techniques both in terms of accuracy and computational efficiency.

Comparison of capacity curves of reinforced concrete buildings using ADINA moment-curvature element and SAP2000 lumped plasticity model

One of the most important steps in the establishment of the capacity curve using pushover analysis is setting up reasonable member nonlinear properties that control the inelastic behavior of reinforced concrete (RC) members. The length of the plastic hinge is one of the major effective parameters in such type of analysis when using lumped plasticity models. In this study, the finite element program ADINA which has the capabilities in defining the non-linear properties through the moment-curvature for element, without the need to define the plastic hinge length, was utilized to obtain the capacity curve for three RC buildings. Also, the capacity curve was obtained using the user-defined non-linear hinge properties in SAP2000 software in which the nonlinear elements are defined by assigning plastic hinges at the ends of RC members. The potential differences between capacity curves obtained using the user-defined hinge properties by SAP2000 and the moment-curvature element in ADINA were investigated. Two four-storey and one eight-storey RC frames with different ductility were considered to represent low to medium rise buildings. The results of analysis showed that the base shear capacity obtained by SAP2000 model for different plastic hinge length values were almost identical and the base shear value obtained by ADINA model was little lower than that obtained by SAP2000 models, the variation in base shear capacity ranged between 3.55% and 6.53%. However, the displacement capacity was significantly affected by the value of the plastic hinge length.

A lumped plasticity model for corrosion-damaged reinforced concrete columns

Chloride-induced corrosion is one of the most important causes of the strength degradation of reinforced concrete (RC) bridges. As the piers of RC bridges are important elements for sustaining lateral loads, corrosion of pier columns may lead to significant degradation of the structure. It is thus necessary to have an appropriate evaluation technique to assess the effect of corrosion on the behaviour of RC columns. Numerical modelling approaches based on a concentrated plastic hinge can predict structural behaviour rapidly and with acceptable accuracy, and are highly regarded by engineers. In this study, a numerical approach was conducted to develop an empirical lumped plasticity model (LPM) for corroded RC column elements. In this study, 13 440 RC column specimens, including corroded and uncorroded columns of both rectangular and circular cross-section, were analysed under monotonic and cyclic loading. The LPM was extracted based on regression of the results of cyclic and monotonic analyses. The calibrated model, valid for corroded and uncorroded columns, was assessed using experimental results and numerical models with data out of the range of those used in the parametric study and was found to have high accuracy. The newly developed plastic hinge model can be used to model and analyse corroded bridge columns rapidly. The results are appropriate for use in further assessments such as fragility or rehabilitation analyses.

In-plane-out-of-plane single and mutual interaction of masonry infills in the nonlinear seismic analysis of RC framed structures

In the aftermath of earthquakes poor seismic response was evidenced by non-structural elements such as enclosure masonry infills (MIs), characterized by a combination of in-plane (IP) and out-of-plane (OOP) damage mechanisms. The present work is aimed at identifying the effects of this mutual interaction on the nonlinear seismic behaviour of reinforced concrete (RC) framed structures. To this end, an extensive parametric study is carried out considering a spatial one-bay multi-storey shear-type model with MIs constituted of two leaves of clay hollow bricks, which is assumed as equivalent to infilled RC framed buildings. An extensive GIS aided structural mapping of the town of Rende (Italy) is adopted in order to obtain benchmark models as close to real structures as possible, focusing on total height, in plan dimensions and maximum and minimum bay lengths of the buildings. The dependence of the results on the variation of the following design parameters is considered for the i-th cluster of buildings characterized by the same number of storeys: i.e. fundamental vibration period; behaviour factor of the bare structure; aspect ratio of MIs, defined as the ratio between the panel length and height. A five-element macro-model comprising four (diagonal) nonlinear beams and one (horizontal) central nonlinear truss for the prediction of the OOP and IP behaviour of MIs, respectively, is first implemented in a homemade computer code. The proposed algorithm addresses the issue of the nonlinear mutual interaction of MIs by modifying stiffness and strength in the OOP direction on the basis of simultaneous or prior IP damage and vice-versa. A lumped plasticity model describes the inelastic behaviour of the RC frame members. Finally, a review of the current Italian, European and American seismic code provisions is performed by means of comparison with results of nonlinear dynamic analyses. To this end, bidirectional spectrum-compatible accelerograms are considered at ultimate limit states.

Numerical Modelling of Traditional Buildings Composed of Timber Frames and Masonry Walls under Seismic Loading

ABSTRACT Existing heritage buildings are often composed of diverse materials and structural typologies, representing a challenge for structural analysis tasks. This work investigates the combined use of simple Lumped Plasticity Models (LPM) and macro-mechanical Finite Element (FE) approaches to evaluate the seismic response of structures composed of timber frames and masonry walls. The calibration of these engineering models is derived from a wide set of nonlinear static analyses reproducing benchmark experiments on timber and masonry specimens. The LPM and FE models are used eventually to appraise the seismic response of two existing timber-masonry hybrid buildings, located in the historical centre of Valparaíso, Chile. The nonlinear analyses performed with these models predict the acceleration-displacement capacity of the buildings under seismic-like horizontal loading, revealing their potential local and global failure mechanisms.