Non-ductile Reinforced Concrete Research Articles

Seismic fragility of non-ductile RC frames for pounding risk assessment

Building structures subjected to seismic excitation tend to vibrate with a unique set of dynamic characteristics, such as natural frequencies, fundamental mode shapes etc. In series-configured structural systems, a difference in such characteristics induces a phase difference between the structures’ oscillations, leading to structural collisions or pounding. Pounding often becomes a cause of catastrophic failures, hence an accurate estimation of structural integrity with respect to pounding is of paramount importance. This study aims to examine different fragility curve development methodologies available in the literature to assess the seismic performance of adjacent Reinforced Concrete (RC) structures subjected to structural pounding. The study primarily focuses on displacement-based fragility curves for the highly critical floor-to-column interactions of an eight-storey non-ductile RC frame, non-eccentrically adjacent to a three-storey rigid RC frame having different storey heights. Nonlinear time–history analyses have been performed to simulate pounding, and fragility curves have been generated using five methodologies. The direct Monte-Carlo Simulation technique has been used to benchmark against the obtained results to identify the suitability of each fragility assessment technique. Results indicate that even though there is no effect of the choice of assessment methodology on the estimated risk at low performance levels and intensity measures, the disparity becomes clearly visible at higher levels. The study presents alternate ways of developing accurate fragility curves by keeping in mind the need for computational efficiency without compromising the accuracy of results. The High Dimensional Model Representation meta-model is found to efficiently represent target pounding fragilities while incurring minimal computational costs.

Assessment of seismic retrofitting interventions in reinforced concrete structures

Destruction of reinforced concrete (RC) structures, particularly non-ductile RC structures, in recent earthquakes demonstrate their vulnerability under lateral forces generated in an earthquake. Despite the extensive literature on the subject and the wide variety of strengthening techniques available, there is no consensus on the efficiency of these techniques in improving the seismic performance of RC structures. In this study, a five-storeyed RC-framed building is considered to evaluate its seismic performance through static non-linear pushover analysis. To examine the effect of various cases encountered in practice, the pushover analysis is carried out on the RC frame for various cases, i.e. a bare RC frame, an RC frame with masonry infills but with an open ground storey, and RC frames with shear walls with a variety of thicknesses and steel reinforcement ratios. Further, to investigate the effect of retrofitting, the RC frame is strengthened using local jacketing and bracings. From the results, it is observed that the initial stiffness and base shear of masonry infilled RC frame with an open ground storey exhibit an increase of 2.6%, and 19%, respectively, as compared to the bare frame. The use of shear walls increases the initial stiffness and base shears, and they increase by 6–14% and 8–20%, respectively, with an increase in the reinforcement ratio in the shear wall. Retrofitting with the use of both diagonal bracings causes the base shear to increase by a factor of 7.7 as compared to that of the open ground storey. Finally, the probability of damage to the RC frame in all cases was compared using seismic fragility curves.

Improving cyclic response of heat-damaged non-ductile RC joints using CFRP hybrid systems

The behavior of non-ductile, heat-damaged reinforced concrete (RC) beam column joints was investigated in this experimental research work. A hybrid system formed of carbon fiber-reinforced polymer (CFRP) sheets and strings was used to improve the cyclic response of these non-ductile, heat-damaged joints. To evaluate the cyclic performance of these joints, twelve RC beam-column joints were cast and classified into four categories: Three joints were kept without strengthening as control specimens. Three joints were strengthened with one layer of CFRP sheets and one NSM-CFRP string in the beam and in the column; three joints were strengthened with two layers of CFRP sheets and two NSM-CFRP strings in the beam and in the column; and three joints were strengthened with three layers of CFRP sheets and three NSM-CFRP strings in the beam and in the column. In addition, the joints were tested at three different temperatures, which are: ambient, 400 °C, and 600 °C. The experimental findings show a considerable improvement in the cyclic performance of non-ductile heat-damaged RC beam-column joints strengthened with a hybrid CFRP system (greater lateral displacement, higher load capacity, higher energy dissipation, higher displacement ductility, and slower secant stiffness degradation). Furthermore, the effectiveness of CFRP composites increases as the degree of heat damage increases.

Effectiveness of the Seesaw System as a Means of Seismic Upgrading in Older, Non-Ductile Reinforced Concrete Buildings

This work investigates and discusses the effectiveness of the seesaw system when installed in an older, non-ductile reinforced concrete (RC) building for seismic upgrading purposes. In particular, two different configurations of the seesaw system are assumed in a two-storey 3D RC framed building which was designed according to older seismic provisions and, thus, is susceptible to flexural and shear failures. To check if there is any merit in employing the seesaw system in this RC building, non-linear time-history (NLTH) analyses are conducting using 11 seismic motions. Peak values for inter-story drift ratios (IDR), residual inter-story drift ratios (RIDR) and floor accelerations (FA) are computed, and the sequence and cause (i.e., due to surpass of flexural or shear strength) of plastic hinge formations are monitored. Leaving aside any issues related to fabrication and cost, interpretation of the results obtained by the aforementioned seismic response indices for the RC building under study leads to the conclusion that the seesaw system can be a retrofitting scheme for the seismic upgrading of older, non-ductile RC framed buildings.

Shaking table test of a half-scale three-story non-ductile RC building subjected to near-fault ground motions: Experimental and numerical modeling

This paper presents the shake-table tests of a half-scale, three-story, reinforced concrete (RC) vertically irregular non-ductile structure conducted at the newly constructed NCREE Tainan laboratory. The test specimen's structural components represent the configuration of an actual 17th-story building that collapsed during the 2016 Meinong earthquake. The collapsed structure was vertically irregular and had a non-ductile design. Existing old R.C. structures are vulnerable to significant earthquake events, as the columns in those structures have insufficient reinforcement and confinement, often leading to great seismic demands. Therefore, this study aims to understand the seismic behavior of vertically irregular non-ductile R.C. structures subjected to an increasing intensity of near-fault ground motion from the 1999 Chi-Chi earthquake. The structure remained stable throughout the tests, as only the columns at the first story sustained maximum damage. Non-linear time history analyses were performed to verify existing modeling parameters, i.e., ASCE 41-17 and the TEASPA model. The results from the analysis provided valuable insight into the ability of the existing modeling parameters to capture local and global responses of vertically irregular non-ductile structures. Furthermore, it was observed from the analysis results that using the TEASPA model provided better correlations between analytical and experimental results than the ASCE 41-17 model.

Modeling of non-ductile RC structure under near-fault ground motions: A nonlinear finite element analysis

The old existing reinforced concrete (RC) structures in Taiwan are susceptible to severe damage under earthquakes because of the soft-story mechanism. Moreover, the effects of near-fault ground motions often contain a long period of velocity pulse and permanent ground displacement. This study is based on the tri-axial shaking table test conducted at the National Center for Research on Earthquake Engineering in Taiwan and a series of seismic performance evaluations of a non-ductile RC structure in Taiwan. Finite element analysis (FEA) will be conducted to simulate the linear and nonlinear behavior of the seven-story building. This accommodates the damage plasticity model for concrete and the elastic-perfectly plastic model for reinforcement. Comparison of the results between the experimental test and numerical model showed that the similarity of the vibration period has a great influence on the simulation results. The findings showed that the data of acceleration and displacement behavior corresponded with the experimental results in a satisfactory margin. Also, the damage mode is very similar to the shaking table test results. The study found that using FEA can satisfactorily simulate the seismic performance of mid-rise buildings under a near-fault earthquake.

Shear-Flexure-Interaction Frame Element Inclusion of Bond-Slip Effect for Seismic Analysis of Non-Ductile RC Columns

T his paper demonstrates the effect of bond-interfaces slip on the shear responses within the non-ductile reinforced concrete (RC) columns. Those columns were conducted as the flexure-shear critical members, which were commonly found in the existing RC frame structures constructed before the regulation of recent seismic codes. To represent the behaviors of those columns, the proposed model is developed within the framework of the forced-based formulation under the Timoshenko beam kinematic assumption. The axial-flexure interaction of the RC frame element is considered through the fiber-section model while the shear action couples to the flexural action through the UCSD shear-strength model within the shear constitutive model. Finally, one simulation is employed to verify the model performance to predict complex behaviors of the non-ductile RC columns for seismic analysis and to discuss the effect of bond-interfaces slip on those responses. From the results, it confirms that the proposed model is simple but accurate. Furthermore, the model can well represent several salient features of the non-ductile RC columns such as the shear-flexure interaction effect, the strength degradation in shear due to the increasing curvature ductility demand, the gradual spread inelasticity, and the weakened shear responses due to the bond-slip effect. The predicted maximum shear force is well corresponding to the value obtained from the experiment with an error of about 0.83% while the error obtained from the frame model without the bond-slip effect is about 2.58%.

Experimental Study on Performance of Ductile and Non-ductile Reinforced Concrete Exterior Beam-column Joint

The purpose of this study is to evaluate the behaviour and the performance of reinforced concrete (RC) exterior Beam-Column Joints (BCJ) experimentally under reverse quasi-static cycle displacement test conducted for ductile and non-ductile detailed reinforcement. Two columns (one upper and one lower) and one beam were used to construct the specimen; the beam end is free, while the other ends are fixed. These specimens were subjected to reverse cyclic quasi-static stress till failure. At each cycle, the hysteresis curve, cracking loads, ultimate loads, deflection of the loaded at the free end of the beam, crack patterns, and failure mechanisms of BCJ were recorded and studied. Additionally, all specimens’ energy dissipation and stiffness deterioration were addressed. The experimental results reveal that the ductile joint (DJ) performance is more satisfactory in all the parameters than the non-ductile joint (NDJ). The ultimate load and energy dissipation of DJ is approximately 20% higher than the NDJ. However, expected beam failure occurred in the ductile joint, and the non-ductile joint underwent undesirable joint failure.

Retrofitting heat-damaged non-ductile RC beam-to-column joints subjected to cyclic and axial loading with FRCM composites

An experimental program is conducted in this research to investigate the cyclic behavior of exterior reinforced concrete (RC) beam-to-column joints retrofitted with a fabric reinforced cementitious matrix (FRCM). FRCM is a structural strengthening system made with a bidirectional polyparaphenylene benzobisoxazole (PBO) mesh and a stabilized inorganic matrix for reinforced concrete constructions. Six RC joints were designed to represent non-ductile exterior joints in old RC structures; three joint specimens were subjected to a temperature of 720 °C for 2 h, while the other specimens remained unheated. Two heat-damaged and two unheated joint specimens were then retrofitted with FRCM composites adopting a U-shaped and an X-shaped strengthening configuration. The other two specimens were not strengthened; one of them was subjected to heat in order to study the effect of heat on the cyclic behavior of the non-ductile joints. The specimens were subjected to lateral cyclic loading on the beam and axial loading on the column. Test results showed that repairing the non-ductile beam-to-column joints using FRCM composites changed the mode of failure from brittle joint shear failure to a desirable ductile beam hinge. FRCM composites also significantly increased the ductility, drift ratio, and initial stiffness of the joint specimens up to 166%, 66%, and 11%, respectively. The U-shaped configuration was better than the X-shaped configuration in enhancing the ductility of the joint. The heat had an adverse effect on the strength, ductility, and initial stiffness of the specimens where it decreased them by 25%, 38%, and 51%, respectively, while it increased the deflection of the joint by 26%. FRCM composites restored the ductility of the heat-damaged joints and increased their initial stiffness, deflection, but they did not restore the strength capacity of the joint specimens. ACI-440 and ACI-352 guidelines were used to predict the analytical joint shear strength of the repaired joints, and the results showed that ACI guidelines are applicable but conservative in predicting the shear capacity of the RC joints strengthened with FRCM composites.

Peak strength prediction of reinforced concrete columns in different failure modes based on gene expression programming

The peak strength of reinforced concrete (RC) columns plays an important role in the appraisal of inelastic seismic performance. It depends on various parameters related to the geometry, reinforcement detail, material property, confinement effect, and loading condition. In applications, it is usually a prior condition to classify the failure modes of RC columns for predicting the peak strength accurately. Yet, classifying the failure modes of RC columns in an accurate way is a difficult task due to the complexity of the shear transfer mechanism. Thus, there is a need to develop a peak strength prediction model for RC columns failing in different modes directly. In this study, an attempt has been made by implementing the gene expression programming (GEP) method to realize this purpose. The experimental data required for the implementation of the GEP method are based on extensive results of RC columns tested in quasi-static cyclic loading. To validate the efficiency of the developed model, a detailed comparison against existing equations is conducted. The comparative results indicate that the developed model produces a rational prediction for the peak strength of RC columns in various failure modes. Based on the developed model, the peak strength can be predicted in a unified way for both ductile and non-ductile RC columns, which is beneficial for the seismic evaluation of existing structures.

Evaluation of seismic performance of as‐built and retrofitted reinforced concrete frame structures with LAP splice deficiencies

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.

Experimental and numerical investigation on cyclic behavior of masonry infilled RC frames retrofitted with partially bonded CFRP strips

This paper investigates experimentally and numerically the behaviors of retrofitted masonry infilled reinforced concrete (RC) frames using totally bonded or partially bonded diagonal carbon fiber reinforced polymers (CFRP) strips under cyclic loads. Five 1/2-scaled, one bay, one storey nonductile RC frames were built and tested as bare and infilled reference specimens, and as x-cross CFRP sheets retrofitted specimens. Retrofitting the RC frames was based on the use of two different techniques; (a) totally bonded CFRP strips (b) partially bonded CFRP strips. Significant findings were noted while comparing the retrofitted specimens with reference specimens in terms of inter-storey drift, lateral load capacity, energy dissipation capacity, stiffness, and the observed damages. Moreover, using CFRP anchors delayed the debonding failure mode. A two-dimensional (2D) finite element model (FEM) of the tested frames was also developed to predict the behaviors of these specimens under cyclic loading. Element types and materials constitutive model of cyclic behavior were described. The infill-frame interaction, in addition to the interactions between CFRP and RC frames, were accurately mimicked. The suggested (2D) FEM was compared with experimental test results. Results of the FEM showed good agreement with test results, showing high accuracy in relation to ultimate load capacities and modes of failure. Bonded and partially bonded CFRP stripes showed similar lateral strength and stiffness.

Fragility curves of non-ductile RC frame buildings on saturated soils including liquefaction effects and soil–structure interaction

Liquefaction constitutes the most common source of seismic damage to buildings resting on saturated soils. Soil-structure interaction (SSI) may also significantly affect the seismic response of structures, modifying their dynamic characteristics and the seismic response at the foundation level. Although progress has been made on the investigation of the influence of soil liquefaction and SSI on the structural response, studies combining both phenomena are very limited. To bridge this gap, we investigate the integrated influence of both liquefaction and SSI on the seismic response and vulnerability of low-code reinforced concrete (RC) moment resisting frame buildings. A two-storey non-ductile RC frame building is adopted as reference. The following numerical models are developed: (1) a fixed-base structure subjected to free-field (FF) motion neglecting liquefaction (and SSI); (2) a fixed-base structure subjected to FF motion allowing liquefaction; (3) a flexible-base structure (i.e. including SSI) resting on soil subjected to outcrop bedrock motion neglecting liquefaction; (4) a flexible-base structure resting on soil subjected to outcrop bedrock motion allowing liquefaction. Conducting nonlinear incremental dynamic analysis for the above-described configurations, we derive seismic fragility curves considering (or not) SSI and/or liquefaction effects for different damage limit states through statistical correlation of the calculated engineering demand parameter with appropriate intensity measures. We also generate vulnerability curves to quantify the expected structural losses. Results show the substantive role of liquefaction and SSI in altering the seismic fragility and vulnerability of non-ductile low-rise RC frame buildings.

Seismic Behavior of Nonductile RC Frame Slotted with Corrugated Steel Plate Shear Walls

Two specimens of nonductile reinforced concrete (RC) frame (ND-1) and nonductile RC frame retrofitted by corrugated steel plate shear walls slotted with columns (ND-2) are established by finite element. These specimens have same dimensions and steel skeletons. Finite element models had been verified by the existing experimental results. The hysteresis curves, skeleton curves, ductility, and stiffness curves of Specimen ND-1 and Specimen ND-2 are compared. The results show that the reinforcement effect is significant. Twenty-four models are built to study the seismic behavior on different influence parameters. The parameters are slit width, thickness of corrugated steel plate shear walls, concrete strength of nonductile RC frame, and boundary conditions of corrugated steel plate shear walls at slotted parts. The results indicate that the strength is declined with the increase of slit width. With the increase of thickness and concrete strength, the strength and stiffness are enhanced. The strength is larger with the boundary than without. Slit width and thickness have an important impact on the stiffness. Concrete strength and boundary conditions have little impact on stiffness. The strengthened nonductile RC frames have enough ductility.

Nonlinear Winkler-based Frame Element with Inclusion of Shear-Flexure Interaction Effect for Analysis of Non-Ductile RC Members on Foundation

Non-ductile reinforced concrete (RC) members are common in the existing RC frame buildings with the old seismic code (lightly and inadequately detailed transverse reinforcement) and may suffer shear failure or flexure-shear failure. To investigate the failure behaviors of those RC structures, performance-based numerical models are needed. Thus, a new fiber frame element on Winkler-based foundation including the interaction effects between shear and flexure was developed to analyze non-ductile RC frames resting on foundation, in this study. The proposed element is formulated for implementation in displacement-based finite element formulation under the kinematic assumptions of Timoshenko beam theory. As a result, axial and flexural mechanisms are automatically coupled through the fiber-section model, while shear and flexural actions interact via the UCSD shear-strength model within the framework of modified Mergos-Kappos interaction procedure to evaluate sectional shear force and shear stiffness within the shear constitutive law. Therefore, the presented model is simple, but able to capture several salient behaviors of non-ductile RC frames resting on foundation, including interaction between shear and flexure, soil-structure interaction, degradation of shear strength due to inelastic flexural deformation, and shear failure. Those features and efficiency of the proposed model are demonstrated by two numerical simulations in this work.

Fragility assessment of non-ductile RC frame buildings exposed to combined ground shaking and soil liquefaction considering SSI

The recent strong seismic events have demonstrated that most damage to coastal buildings is often associated with liquefaction effects. The occurrence of earthquake-induced ground shaking and liquefaction may be dramatic for buildings and poses a considerable threat to people. However, the influence of the simultaneous action of ground shaking and soil liquefaction considering soil-structure interaction (SSI) effects on the structural behaviour of buildings has not been adequately studied yet. In this respect, we propose a methodology for the fragility assessment of non-ductile reinforced concrete (RC) moment-resisting frame buildings exposed to combined ground shaking and soil liquefaction, based on a fully coupled numerical approach considering SSI. A fully coupled (u-P) formulation is employed, which can capture in cohesionless soils the permanent shear-strain accumulation during dilation and soil liquefaction. Two-dimensional incremental dynamic analysis of the nonlinear SSI systems is conducted for the estimation of the building response. The proposed methodology yields either conventional fragility curves, or coupled fragility surfaces, which are a function of more than one intensity measures and provide useful and important information for an integrated fragility assessment. It is shown that the height of the building resting on liquefiable soil may significantly affect its vulnerability to combined ground shaking and soil liquefaction, with the non-ductile low-rise RC frame buildings suffering more structural damages compared to the mid- and high-rise ones. Also, the high-rise buildings, even susceptible to liquefaction, do not sustain severe structural damages but only sink or tilt. The proposed fragility models can be adapted to estimate the risk of typical non-ductile RC frame buildings exposed to ground shaking and soil liquefaction.

Lateral cyclic performance of a CFRP retrofitted two-story RC frame with open ground story

This study presents the cyclic performance of a reinforced concrete (RC) frame retrofitted using carbon fiber-reinforced polymer (CFRP) jackets. A damaged two-story non-ductile RC frame with the open ground story and the masonry-infilled top story was considered as the test specimen in the experimental investigation. Only shear-damaged ground story columns were retrofitted using CFRP jacketing. The retrofitted frame was subjected to a gradually-increasing reversed cyclic lateral loading to investigate its lateral strength, mode of failure, displacement ductility, and the energy dissipation potential. Test results showed that the retrofitted frame sustained a roof drift of 2.5% without any substantial reduction in the lateral resistance. An analytical investigation was also carried out to predict the lateral strength and displacement ductility of the retrofitted frame using the theoretical models available in the literature. The analytical model predicted the lateral strength of the retrofitted frame to a reasonable accuracy.

Indicators of improvements in seismic performance possible through retrofit of reinforced concrete frame buildings

Retrofitting older reinforced concrete (RC) frame buildings aims to mitigate the well-established seismic vulnerabilities of these structures. However, the impact of retrofit design decisions (e.g. increases in strength, stiffness, or deformation capacity) on global performance is unclear because capacity and fragility models for retrofit structures are rare. This study quantifies the benefits of retrofitting nonductile RC moment frames in terms of global performance metrics, such as collapse rates and economic losses. In total, 27 buildings are assessed. In doing so, it subsequently identifies structural indicators, that is, strength and deformation characteristics of the retrofit system, which are most associated with improved performance. If the performance measure of interest is collapse risk and life safety, increases to either system strength or deformation capacity are important. If the performance measure of interest is expected earthquake-induced repair costs or economic losses, strength-based indicators are most effective. Some retrofits can significantly improve collapse risk without reducing economic losses.

Experimental study on the efficiency of tapered strip dampers for the seismic retrofitting of damaged non-ductile RC frames

Many non-ductile reinforced concrete (RC) frames were significantly damaged in past earthquakes. Although demolishing of such damaged structures has become common practice, it results in a significant amount of economic loss. The efficiency of using tapered strip damper (TSD) for seismic retrofitting of damaged RC frames is investigated in this study. A full-scale one-bay single-story non-ductile RC frame was constructed and subjected to quasi-static cyclic loading until it reached its ultimate load. A specially designed TSD was used in retrofitting the damaged frame. The retrofitted frame was subjected to a similar cyclic loading, and its response was recorded. The experimental results are very similar to the analytically calculated values for the lateral stiffness and ultimate strength of the retrofitted frame. Besides, the retrofitted frame exhibited higher lateral strength and displacement capacity compared with the reference RC frame. Compared with the reference frame, the stiffness degradation of the retrofitted frame was slower, and its energy dissipation was superior. It was concluded that the employed TSD was effective in retrofitting the damaged non-ductile RC frame.

Hybrid approach for simulating shear–flexure interaction in RC walls with nonlinear truss and fiber models

An alternative approach to the nonlinear truss model (NLT) is proposed to simulate the seismic behavior of reinforced concrete (RC) walls with various aspect ratios (ratio between the height and the length of the wall, hw/lw). The alternative consists of a hybrid model comprising an NLT panel connected in series with a forced-based fiber-beam–column model through a rigid elastic beam element (HyNLT-F model). The HyNLT-F approach saves computational time as compared to the default NLT model while keeping the capabilities of modeling inelastic shear response and shear–flexure interaction under static cyclic or dynamic loading. These capabilities are first validated for the default NLT model using the experimental test data of two RC-wall panels subjected to reversed cyclic loading, one whose response is flexure-dominated and another with a shear–predominant behavior. The numerically computed lateral force–displacement relationships, lateral displacement contributions, shear–flexure interaction, and vertical strain distribution at different levels of drift demand show a good agreement with the experimentally recorded responses. The hybrid alternative is then validated using three RC-wall panel experiments with high (hw/lw = 3.1), moderate (hw/lw = 2.3) and low aspect ratio (hw/lw = 1.5). The capabilities of the hybridization are evaluated at the global and local level of response, as well as in terms of computational time needed to run the model in comparison with the default NLT model. As an application, a HyNLT-F model is implemented in a multistory non-ductile RC frame-wall structure, to evaluate the impact of the nonlinear shear response at the critical section in the global structural behavior under static and dynamic loading. The results show that the HyNLT-F can model features of the wall response such as inelastic shear and shear–flexure interaction at the critical section, which of interest for certain structural typologies.