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In-plane flexural response of self-centering masonry walls (SMWs)

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Abstract

This paper reports on a comprehensive research on the performance of self-centering masonry walls (SMWs). A summary of an experimental study is presented. Finite element (FE) study was performed and verified against experimental results to predict the behaviour of SMWs. Using the verified FE modelling; Phase I of a parametric study was conducted aiming at developing a refined approach to better predict the ultimate capacity of SMWs. Subsequently, an equation was derived to estimate the length of the plastic hinge, which was then incorporated into an analytical method to determine the force–displacement behaviour of SMWs. In the analytical approach, displacement compatibility rather than strain compatibility was considered assuming the rocking mechanism of SMWs. Using experimental results; it was shown that the analytical approach could be used to effectively predict the force–displacement response of SMWs. The verified analytical method was then used to carry out Phase II of the parametric study, resulting in developing a new equation to estimate the depth of neutral axis depth. Using this new equation and plastic hinge expression developed in Phase I of the parametric study, a simplified expression was proposed to determine the flexural capacity of SMWs. Using both laboratory tests and numerical modelling analysis, it was indicated that both of the proposed refined and simplified method could significantly improve the strength prediction of SMWs.

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Abbreviations

A ps  s :

Pre-stressing steel area

A ps  i :

Pre-stressing steel area of the ith PT steel

α,β :

Equivalent stress block parameters

c :

Neutral axis depth

d :

Effective depth of the section

d i :

Distance from the extreme compression fiber to the ith pre-stressing steel

d t :

Distance from the outermost tensile steel to the extreme compression fibre

E m :

Module of elasticity of masonry

E PS :

Young’s modulus of the pre-stressing steel

f m0 :

Maximum compressive stress in masonry at decompression point

f m  j :

Masonry stress at distance xj from the neutral axis

f m :

Masonry axial stress

f’ m :

Masonry compressive strength

f ps :

PT steel stress at ultimate flexural strength

f ps  i :

The ith pre-stressing steel stress at ultimate flexural strength

f pu :

Ultimate rupture stress of pre-stressing steel

f py :

Yield stress of pre-stressing steel

f se :

Initial stress in the pre-stressing steel after losses

f se  i :

Effective stress in the ith pre-stressing steel after stress losses

f yh :

Confining steel yield strength

h w :

Wall height

h″:

Lateral dimension of the confined core

K :

Effective yield stiffness

L pl :

Plastic hinge length

L ps :

Unbonded length of the pre-stressing steel

L w :

Wall length

M, M n :

Moment capacity of the wall

N :

Gravity load

s h :

Longitudinal spacing of confining steel

t w :

Thickness of the wall

T :

Total tension force

T i :

Tension force of the ith pre-stressing steel

T FEM :

Total PT force at peak load obtained from finite element approach

T EXP :

Total PT force at peak load from experimental study

V :

Lateral force corresponding to wall rotation θ

V 0 :

Base shear at decompression point

V FEM :

Lateral strength of the wall obtained using finite element approach

V EXP :

Lateral strength of the wall from experimental study

V EQN :

Lateral strength of the wall obtained using design equations

Δ :

Wall top displacement due to wall rotation

Δ 0 :

Wall top displacement at decompression point

Δ f :

Total wall top displacement

Δ i :

Elongation of the ith pre-stressing steel

ε 0 :

Maximum compressive strain in concrete at decompression point

ε m :

Masonry strain at the extreme compressive fiber

ε m j :

Masonry strain at distance xj from the neutral axis

ε mu :

Ultimate masonry compressive strain

ε pu :

Ultimate strain of pre-stressing steel

ε py :

Yield strain of pre-stressing steel

ε se i :

Initial strain in the ith pre-stressing steel after immediate losses

θ :

Wall rotation

θ 0 :

Wall rotation at decompression point

θ m :

Wall rotation at ultimate flexural strength

ρ s :

Volumetric ratio of the confining steel

σ ps i :

Stress in the ith pre-stressing steel

φ 0 :

Maximum wall curvature at decompression point

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Authors and Affiliations

  1. University of South Australia, UniSA STEM, Mawson Lakes, SA, 5095, Australia

    Reza Hassanli

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  1. Reza Hassanli
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Correspondence to Reza Hassanli.

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Hassanli, R. In-plane flexural response of self-centering masonry walls (SMWs). Archiv.Civ.Mech.Eng 21, 63 (2021). https://doi.org/10.1007/s43452-021-00215-5

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