Evaluate the performance of an accelerated initial stiffness method in three dimensional finite element analysis

Dang, Hoang K.; Yacoub, Thamer; Curran, J.H.; Visser, Matthew; Wai, Daniel

doi:10.1016/j.compgeo.2014.07.014

Cited by 4 publications

(2 citation statements)

References 9 publications

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“…3D-NLFEA uses an Initial Stiffness Method (ISM) to maintain the equilibrium between the internal and external forces during the global iteration. To accelerate the convergence, the so-called Tangent Stiffness Like Projection Method (TSLPM) is used along with the Process Modification (PM) [7] or with the accelerated ISM [8] . To capture sudden drops in the load-deflection curve when the peak load reaches, the arc-length method is used [9] .…”

Section: Methodsmentioning

confidence: 99%

Numerical Investigation of Reinforced Concrete Beam Due to Shear Failure

Piscesa

Alrasyid

Prasetya

et al. 2021

JTS

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This paper investigates the possibility of using a multi-surface plasticity model to predict shear failure in reinforced concrete beams. The analysis is carried out using the in-house software called 3D-NLFEA. The constitutive model for the concrete material is based on the plasticity-fracture model, which had previously developed to simulate the behavior of concrete cover spalling in reinforced concrete columns.To obtain the asymmetric shear failure pattern, random material properties imperfection for each meshed element is used. Two beams available in the literature are investigated and compared with the analysis results using 3D-NLFEA. From the comparisons, excellent agreement between the analysis and the test result was obtained. 3D-NLFEA can predict the peak load accurately. The peak load prediction only varies 2.19% for beam OA1 and 3.28 % for beam OA2, and it was lower than the test results. The failure crack patterns also show a typical diagonal crack extension from the support to the loading steel plate.

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Section: Methodsmentioning

confidence: 99%

Numerical Investigation of Reinforced Concrete Beam Due to Shear Failure

Piscesa

Alrasyid

Prasetya

et al. 2021

JTS

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“…Modified initial stiffness method [20] was used in 3D-NLFEA to accelerate the convergence in the global nonlinear iteration. 3D-NLFEA have been used to simulate RC column wrapped with CFRP under eccentric load and was found to be successful in predicting the load-deflection response of the available test result [21].…”

Section: B 3d-nlfea Finite Element Packagementioning

confidence: 99%

3D non-linear finite element analysis of concentrically loaded high strength reinforced concrete column with GFRP bar

Prasetyo

Piscesa

Rasyid

et al. 2020

Journal of Civil Engineering

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The use of High Strength Concrete (HSC) material in Reinforced Concrete (RC) column has become widely used. HSC was found to be durable, strong in compression, but it has low ductility. This low ductility of HSC can be improved by providing confinement. However, for HSC with concrete strength higher than 70 MPa, additional clause for confinement in ACI 318-19 generates denser arrangement of transverse bars and eventually creates weak planes between the concrete core and the cover. These weak planes can trigger early cover spalling. To reduce the utilization of confining bars, high-strength Glass Fiber Reinforce Polymer (GFRP) bar can be used. However, the performance of GFRP bar varies significantly from their uniaxial behavior in tension or compression to the real performance when it is used as the main reinforcement. For that reason, this paper tries to investigate the behavior of HSC RC column with bars made of conventional steel rebar and with GFRP bars. Due to limited data on the strain gauge reading on the GFRP bars from the available test result, an inverse analysis is carried out to determine the best stress-strain curve for GFRP bars used as the main reinforcement. For that purpose, an inhouse finite element package called 3D-NLFEA is used. From the comparisons, it was found out that the peak load, softening behavior, and the concrete core enhancement prediction agrees well with the test result. From the inverse analysis, only 25% and 45% of the GFRP bar yield strength can be deployed when loaded under compression and tension, respectively.

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