Deformation Limits for Structural Walls with Confined Boundaries

2012 ◽  
Vol 28 (3) ◽  
pp. 1019-1046 ◽  
Author(s):  
İlker Kazaz ◽  
Polat Gülkan ◽  
Ahmet Yakut
Keyword(s):  
Reinforced Concrete ◽  
Parametric Study ◽  
Load Ratio ◽  
Limit States ◽  
Structural Walls ◽  
Limit Values ◽  
Structural Wall ◽  
Ultimate Deformation ◽  
Wall Models ◽  
Computationally Intensive

For accurate analytical assessment of performance and damage in reinforced concrete members, well-defined deformation limits at particular damage states are required. With advanced and computationally intensive finite element analyses, we establish deformation limits at yield and ultimate limit states for adequately confined rectangular reinforced concrete structural walls in terms of drift ratio, plastic rotation, and curvature. To investigate the deformation limits of structural walls, a parametric study on isolated cantilever wall models is performed. The primary variables of the parametric study are the shear-span-to-wall-length ratio, wall length, axial load ratio, normalized shear stress, the amount of horizontal web reinforcement, and the amount of longitudinal reinforcement at the confined boundary of structural wall models. Expressions and limit values are proposed for yield and ultimate deformation capacity of structural walls, based on the most influential parameters. The proposed equations are found to be promising when compared to results of experiments.

scholarly journals Numerical Study on the Ultimate Deformation of RC Structural Walls with Confined Boundary Regions

2017 ◽  
Author(s):  
Rafik Taleb ◽  
Hidekazu Watanabe ◽  
Susumu Kono
Keyword(s):  
Numerical Study ◽  
Plastic Hinge ◽  
Computational Cost ◽  
Fe Model ◽  
Response Curves ◽  
Limit States ◽  
Structural Walls ◽  
Ultimate Deformation ◽  
Rc Structural Walls ◽  
Backbone Curves

For accurate assessment of performance levels in reinforced concrete (RC) members, it is important to well define deformation limits at particular damage states. For RC walled building, investigation of the deformation limits of RC structural walls is required to define limit states and corresponding limiting values. Numerical investigations were carried out on barbell shape and rectangular RC walls with confined boundaries to evaluate response curves and ultimate deformations. A nonlinear 2D and 3D finite elements (FE) models were built in order to simulate the load-deformation relations under monotonic loading as well as cracking and damage patterns of previously tested walls. The FE models were able to simulate the backbone curves with good accuracy as well as the ability of boundary columns in reducing damage level. The 3D FE model simulated very well the ultimate deformation compared to 2D models. A sectional fibre model combined with plastic hinge length and shear deformation component is proposed in order to simulate the backbone curves and the ultimate deformation with less computational cost compared to 3D FE analysis. The model was able to provide relatively accurate backbone curves with very good estimation of ultimate drift.

Sustainable Reinforced Concrete Design of Structural Walls

2021 ◽  
Vol 891 ◽  
pp. 218-222
Author(s):  
Styliani Papatzani ◽  
Ioannis Giannakis ◽  
Sotirios A. Grammatikos ◽  
Michael D. Kotsovos ◽  
Subrata Chandra Das
Keyword(s):  
Reinforced Concrete ◽  
Cyclic Loading ◽  
Natural Resources ◽  
Compressive Force ◽  
Transverse Reinforcement ◽  
Structural Walls ◽  
Structural Wall ◽  
Target Values

Sustainability calls for reduction in the use of natural resources and man-made materials. In light of this, the present study demonstrates the potentials of the reduction of transverse reinforcement in structural walls. A structural wall 1.7 m long was designed following the Greek Code for Reinforced Concrete (GCRC). This wall was then constructed and tested under cyclic loading. The theoretical value of the uncracked stiffness was four times greater than the value calculated after the experiment. The wall was also designed according to the Compressive Force Path method (CFP), which allowed for a significant reduction in the transverse reinforcement for the same target values.

scholarly journals The Structural Performance of Reinforced Concrete Members with Monolithic Non-Structural Walls under Static and Dynamic Loads

Buildings ◽  
2020 ◽  
Vol 10 (5) ◽  
pp. 87
Author(s):  
Walid Ahmad Safi ◽  
Yo Hibino ◽  
Koichi Kusunoki ◽  
Tomohisa Mukai ◽  
Yasushi Sanada ◽  
...  
Keyword(s):  
Reinforced Concrete ◽  
Experimental Tests ◽  
Base Shear ◽  
Reinforced Concrete Frame ◽  
Concrete Wall ◽  
Structural Walls ◽  
Cross Sectional ◽  
Structural Wall ◽  
Drift Capacity ◽  
Concrete Frame

The required base shear and drift limit for post-disaster management buildings have increased in the Japanese Building Code following major seismic events. One method to satisfy these requirements for reinforced concrete frame buildings is to cast exterior non-structural concrete wall elements to be monolithic with frame elements, but without anchoring the longitudinal wall reinforcing. This provides additional stiffness and strength while limiting significant damage in the non-structural wall. In this study, the structural performances of such elements were evaluated using static and dynamic experimental tests. The result indicates that non-structural walls that were neither isolated by seismic slits nor anchored to the adjacent walls with longitudinal reinforcements experienced less damage and higher deformability compared with walls having seismic slits. The confinement reinforcing impact was not observed on the strength and drift capacity of the beam member, owing to the large number of transverse reinforcements. However, the confinements limited the damage and nearly prevented concrete crushing. The maximum horizontal load of the specimen could be predicted using cross-sectional analysis, and the authors propose a simple equation to predict it with sufficient accuracy.

scholarly journals Main Reasons of Structural Wall Collapse in Chile 2010 and New Zealand 2011 - Implications For Ecuador

2016 ◽  
Vol 10 (1) ◽  
pp. 469-480
Author(s):  
Maria Cristina Avalos Aguilar ◽  
Ana Gabriela Haro ◽  
Pablo Caiza Sánchez
Keyword(s):  
Reinforced Concrete ◽  
New Zealand ◽  
Reinforced Concrete Buildings ◽  
Structural Walls ◽  
Structural Wall ◽  
Compression Failure ◽  
Regular Behavior ◽  
Axial Forces ◽  
Significant Damage ◽  
Engineering Practices

Previous works on the earthquakes of Chile 2010 and New Zealand 2011 indicate regular behavior of reinforced concrete buildings with structural walls. However, some buildings suffered significant damage associated with global or local collapse due to diagonal cracking and flexural-compression failure. Structural walls located at the ground floor presented tension-compression failure was probably provoked by high axial forces at the walls extreme ends which could cause this failure in places where there is a lack of bracing and confinement. The purpose of this paper is to analyze the behavior of the reinforced concrete structural wall buildings that failed in the mentioned earthquakes, and identify some of the main reasons that caused the damage as an attempt to improve engineering practices in Ecuador to prevent catastrophic events.

scholarly journals The ductility of structural walls

1985 ◽  
Vol 18 (3) ◽  
pp. 250-269 ◽  
Author(s):  
T. Paulay ◽  
W. J. Goodsir
Keyword(s):  
Reinforced Concrete ◽  
Energy Dissipation ◽  
Shear Load ◽  
Lateral Shear ◽  
Structural Walls ◽  
Structural Wall ◽  
Full Size ◽  
Out Of Plane ◽  
Good Energy ◽  
Code Provisions

The behaviour of four approximately 1/4 full size reinforced concrete structural wall models, subjected to cyclic
lateral shear load and variable axial compression, is reported. The primary aim of the study was to investigate
the mechanism of out of plane instability and the adequacy of existing code provisions with respect to the confinement
of critical parts of the flexural compression zones of wall sections that may be subjected during an earthquake to
large inelastic displacements. While all units exhibited good energy dissipation properties, failure in the majority of cases occurred suddenly when concrete compression strains resulting from large ductility demands became excessive in the unconfined regions of the wall section. Failure by out of plane buckling was found to occur at a relatively small lateral load, after the buckled region has been subjected in a proceeding cycle to very large inelastic tensile strains. Recommendations are made for improved arrangement of the confining hoop reinforcement in the end regions of wall sections.

scholarly journals Numerical Modelling of Reinforced Concrete Slender Walls Subjected to Coupled Axial Tension–Flexure

2021 ◽  
Vol 15 (1) ◽  
Author(s):  
Xiaowei Cheng ◽  
Haoyou Zhang
Keyword(s):  
Reinforced Concrete ◽  
Plastic Hinge ◽  
Element Model ◽  
Lateral Loading ◽  
Design Parameters ◽  
Seismic Behaviour ◽  
High Rise ◽  
Ultimate Deformation ◽  
Axial Tension ◽  
Plastic Hinge Length

AbstractUnder strong earthquakes, reinforced concrete (RC) walls in high-rise buildings, particularly in wall piers that form part of a coupled or core wall system, may experience coupled axial tension–flexure loading. In this study, a detailed finite element model was developed in VecTor2 to provide an effective tool for the further investigation of the seismic behaviour of RC walls subjected to axial tension and cyclic lateral loading. The model was verified using experimental data from recent RC wall tests under axial tension and cyclic lateral loading, and results showed that the model can accurately capture the overall response of RC walls. Additional analyses were conducted using the developed model to investigate the effect of key design parameters on the peak strength, ultimate deformation capacity and plastic hinge length of RC walls under axial tension and cyclic lateral loading. On the basis of the analysis results, useful information were provided when designing or assessing the seismic behaviour of RC slender walls under coupled axial tension–flexure loading.

scholarly journals Displacement-Based Seismic Assessment of the Likelihood of Failure of Reinforced Concrete Wall Buildings

Buildings ◽  
2021 ◽  
Vol 11 (7) ◽  
pp. 295
Author(s):  
Amirhossein Orumiyehei ◽  
Timothy J. Sullivan
Keyword(s):  
Reinforced Concrete ◽  
Seismic Risk ◽  
Concrete Wall ◽  
Limit States ◽  
Simplified Approach ◽  
Performance Based Assessment ◽  
Assessment Approach ◽  
Reinforced Concrete Wall ◽  
Displacement Based ◽  
Assessment Procedures

To strengthen the resilience of our built environment, a good understanding of seismic risk is required. Probabilistic performance-based assessment is able to rigorously compute seismic risk and the advent of numerical computer-based analyses has helped with this. However, it is still a challenging process and as such, this study presents a simplified probabilistic displacement-based assessment approach for reinforced concrete wall buildings. The proposed approach is trialed by applying the methodology to 4-, 8-, and 12-story case study buildings, and results are compared with those obtained via multi-stripe analyses, with allowance for uncertainty in demand and capacity, including some allowance for modeling uncertainty. The results indicate that the proposed approach enables practitioners to practically estimate the median intensity associated with exceeding a given mechanism and the annual probability of exceeding assessment limit states. Further research to extend the simplified approach to other structural systems is recommended. Moreover, the research highlights the need for more information on the uncertainty in our strength and deformation estimates, to improve the accuracy of risk assessment procedures.

scholarly journals A Computational Study of the Shear Behavior of Reinforced Concrete Beams Affected from Alkali–Silica Reactivity Damage

Materials ◽  
2021 ◽  
Vol 14 (12) ◽  
pp. 3346
Author(s):  
Bora Gencturk ◽  
Hadi Aryan ◽  
Mohammad Hanifehzadeh ◽  
Clotilde Chambreuil ◽  
Jianqiang Wei
Keyword(s):  
Finite Element ◽  
Reinforced Concrete ◽  
Parametric Study ◽  
Computational Study ◽  
Element Model ◽  
Shear Behavior ◽  
Shear Capacity ◽  
Reinforced Concrete Beams ◽  
Alkali Silica Reactivity ◽  
Concrete Mechanical Properties

In this study, an investigation of the shear behavior of full-scale reinforced concrete (RC) beams affected from alkali–silica reactivity damage is presented. A detailed finite element model (FEM) was developed and validated with data obtained from the experiments using several metrics, including a force–deformation curve, rebar strains, and crack maps and width. The validated FEM was used in a parametric study to investigate the potential impact of alkali–silica reactivity (ASR) degradation on the shear capacity of the beam. Degradations of concrete mechanical properties were correlated with ASR expansion using material test data and implemented in the FEM for different expansions. The finite element (FE) analysis provided a better understanding of the failure mechanism of ASR-affected RC beam and degradation in the capacity as a function of the ASR expansion. The parametric study using the FEM showed 6%, 19%, and 25% reduction in the shear capacity of the beam, respectively, affected from 0.2%, 0.4%, and 0.6% of ASR-induced expansion.

Long-Term Deformations of Strengthened Reinforced Concrete Linear Elements

2016 ◽  
Vol 691 ◽  
pp. 51-60 ◽  
Author(s):  
Martin Krizma ◽  
Lubomir Bolha
Keyword(s):  
Reinforced Concrete ◽  
Long Term Results ◽  
Short Term ◽  
Limit States ◽  
Linear Elements ◽  
Repeated Load ◽  
The Moment ◽  
Concrete Elements ◽  
Fiber Fabric

The issue of strengthening the damaged linear reinforced concrete elements have been engaged since 2008. We focused on the analysis of resistance and the characteristics of limit states of serviceability in the damaged and subsequently strengthened elements at a short-term loading. In the introduction phase, the strengthening of the elements was carried out with the following procedures – installation of an overlayer on the coupling board or a combination of the board and use of glass – fiber fabric (GFRP). The strengthening was also affected by the type of contact (reinforced/non-reinforced) – the deformed element/coupling board and its effect on resistance, type of deformation and serviceability. In the non-reinforced contact, we applied some of the types of adjustments to the surface of the strengthened element. At the moment, we are dealing with the effects of time and repeated load on the strengthened elements. The results correspond to the reinforced contact. The values are compared with the short-term results of the strengthened beams and with the long-term results of the beams prepared for strengthening.

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