PSI - Issue 64

Austin Martins-Robalino et al. / Procedia Structural Integrity 64 (2024) 418–425 Martins-Robalino and Palermo / Structural Integrity Procedia 00 (2019) 000 – 000

420

3

2.1. Material Properties

The material properties of the reinforcement and concrete present in each wall are shown in Table 1. Note that after casting of Wall SWS, significant honeycombing was found along the base of the wall which required removal of damaged normal concrete (NC) and repair using self-consolidating concrete (SCC). Tension tests were conducted on coupons using an extensometer to measure strain while compressive strength was determined using cylinders. All tests were performed in triplicate except for the SMA which was taken from a cyclic tensile test reported by Soto-Rojas (2020).

Table 1. Material properties of Wall SWS and SWN.

Reinforcement Properties

Reinforcement Type

Modulus of Elasticity (GPa)

Yield Strength (MPa)

Tensile Strength (MPa)

Tensile Strain (%)

Rupture Strain (%)

Wall

SWS SWN SWN SWN

10M 10M

197 186 203

428 435 463 338

558 564 627

14.7 14.0 12.3 16.0

17.4 15.8 16.5 16.0

#13

SMA

42

1034

Concrete Properties

Compressive Strength (MPa)

Wall

Concrete Type

Aggregate Size (mm)

28 Day Test

Day of Testing

SWS SWS SWN

NC

47.2 57.3 36.9

50.8 73.4 39.3

14

SCC

8

NC

14

3. Numerical Modelling Numerical modelling was performed using the two-dimensional nonlinear finite element program VecTor2 (Vecchio et al., 2013). While the accuracy of a finite element model can be assessed on a number of parameters, for this paper the results will focus on the model’s ability to capture peak load, ultimate displacement, and failure method. 3.1. Preliminary Analysis VecTor2 allows users to select from a wide range of constitutive models for various concrete and reinforcement material phenomena. The constitutive models used for the preliminary analysis are shown in Table 2 and consist of all default models; the only exception being the Concrete Hysteretic Response which was changed to the Palermo 2002 with Decay model. This model was chosen as it expanded the default Non-linear with Plastic Offsets model to better represent concrete damage during reloading and has been used to successfully model RC and SMA slender shear walls (Abdulridha & Palermo, 2017; Cortés-Puentes et al., 2018; Soares et al., 2021). All materials were defined based on properties presented in Table 1 with concrete compressive strength reflecting Day of Testing.

Table 2. Constitutive models used in preliminary analysis.

Concrete Constitutive Models

Compression Pre-Peak Compression Post-Peak Compression Softening

Dilation

Hognestad (Parabola) Modified Park-Kent

Variable - Isotropic

Cracking Criterion Crack Stress Calc Crack Width Calc

Mohr-Coulomb (Stress) Basic (DSFM/MCFT)

Vecchio 1992

Tension Stiffening Tension Softening

Modified Bentz 2005 Nonlinear (Hordijik)

Agg/2.5 Max Agg.

Crack Slip Calc

Walvern