Equivalent Plastic Hinge Length Model for Flexure-Governed RC Shear Walls

This article presents an analysis procedure for evaluation of load–deformation behavior of reinforced concrete shear walls with continuous or lap-spliced bar connections in plastic hinge zones under horizontal loads. For the shear walls with continuous bars, the lateral deformations caused by flexure, shear, and reinforcement slip are evaluated by considering their interaction. The flexural deformation is calculated by conventional fiber model. The shear mechanism is based on modified compression field theory with a softened smeared cracked reinforced concrete membrane element. Both the flexural and shear deformations are estimated separately in the plastic hinge and non-plastic hinge regions. In addition, an approach is proposed for analysis of plastic hinge length based on fracture energies of materials. For the shear walls with lap-spliced bars, due to its complicated behavior and mechanism, a simple way to deal with the lap splice is proposed. The equations regarding bond-slip of the lap splice with minimum spliced length are established and the stress and strain states of lap splices with different spliced lengths are analyzed on the basis of equilibrium of forces with a mean bond stress model. Finally, the validity of the proposed analysis procedure is confirmed by comparing the analytical results with previous experimental data.

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

International Journal of Concrete Structures and Materials ◽

10.1186/s40069-021-00471-y ◽

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.

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Investigation of Plastic Hinge Length in Reinforced Concrete Columns on Column Behavior

Advanced Engineering Forum ◽

10.4028/www.scientific.net/aef.21.45 ◽

2017 ◽

Vol 21 ◽

pp. 45-49

Author(s):

Mehmet Kamanli ◽

Alptug Unal

Keyword(s):

Reinforced Concrete ◽

Plastic Hinge ◽

Pushover Analysis ◽

Concrete Columns ◽

Analysis Program ◽

Reinforced Concrete Buildings ◽

Reinforced Concrete Columns ◽

Concrete Buildings ◽

Horizontal Stability ◽

Plastic Hinge Length

In reinforced concrete buildings in case of a possible earthquake, the buildings slamp as they lost their horizontal stability because of hinging of column ends. The assumptions for plastic hinge lengths are present during project stage of reinforced concrete buildings. According to Turkish Earthquake Regulations, although plastic hinge length is determined to be 0.5h, it's known that plastic hinge length is determined via various formulas in some other regulations all over the world. In reinforced concrete columns, it's necessary to indicate the effect of plastic hinge length on the column behavior. For this purpose, pushover analysis of 5 column samples having different plastic hinge lengths was performed with non-linear analysis program. As a result of pushover analysis, situations of plastic hinges formed in columns and their load-displacement curves were determined. The graphs and the data were compared and the results were discussed.

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Plastic hinge length of reinforced concrete columns subjected to both far-fault and near-fault ground motions having forward directivity

The Structural Design of Tall and Special Buildings ◽

10.1002/tal.729 ◽

2011 ◽

Vol 22 (12) ◽

pp. 903-926 ◽

Cited By ~ 13

Author(s):

Alireza Mortezaei ◽

Hamid Reza Ronagh

Keyword(s):

Reinforced Concrete ◽

Ground Motions ◽

Plastic Hinge ◽

Concrete Columns ◽

Reinforced Concrete Columns ◽

Near Fault ◽

Forward Directivity ◽

Far Fault ◽

Plastic Hinge Length

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Experimental Investigation on Seismic Behaviors of High-Performance Concrete Shear Walls of Rectangular Section

Advanced Materials Research ◽

10.4028/www.scientific.net/amr.255-260.2439 ◽

2011 ◽

Vol 255-260 ◽

pp. 2439-2443 ◽

Cited By ~ 1

Author(s):

Xing Wen Liang ◽

Jia Liang Kou ◽

Ming Ke Deng

Keyword(s):

High Performance ◽

High Performance Concrete ◽

Plastic Hinge ◽

Shear Walls ◽

Shear Wall ◽

Wall Structure ◽

Deformation Capacity ◽

Damage Level ◽

Wall Deformation ◽

Hinge Zone

The paper explores the failure mode, failure mechanism and deformation capacity of medium-high and low-rise shear walls. The experimental results from load-tests of 5 high-performance concrete shear walls with 1.5 and 1.0 shear span ratio indicate that the shear walls deformation capacity benefits from several bar rings like a chain along boundary element in plastic hinge zone, showing that shear wall deformation capacity design is reliable to a certain extent, in that the plastic hinge zone often influences the damage level of shear walls. With the damage at different stages, the paper divides the performance of shear wall structure into three kinds: serviceability, life-safety and collapse-prevention. Accordingly, it is proposed that the performance controlling indicators for shear wall structures is composed of storey drift ratio and the rotation of plastic hinge zone, and also provides consult values for each performance level.

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