Numerical simulation of conventional RC columns under concentric loading

Doran, Bilge

doi:10.1016/j.matdes.2008.08.033

Cited by 7 publications

(5 citation statements)

References 22 publications

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“…Due to the smooth yield surface for a frictional material, Drucker-Prager plasticity model would be the first choice for the elasto-plastic analyses from a point of view of failure criterion Doran, 2009). The material parameters of Drucker-Prager criterion are cohesion and internal friction angle.…”

Section: Materials Modelingmentioning

confidence: 99%

“…Since the compressive strength is the only material parameter, which can be easily measured and handled, other parameters can be expressed in terms of the compressive strength similarly to those just described in concrete design. When modeling URM walls based on the successive applications to the elasto-plastic analysis of reinforced concrete elements, the authors prefer this approach because of its simplicity Doran, 2009;Doran et al, 2009). Generally, expressions for the cohesion are in the following form:…”

Section: Materials Modelingmentioning

confidence: 99%

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Elastoplastic Finite Element analysis of masonry shear walls

et al. 2015

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Masonry is the most important construction material in Turkey. It has been used for public and residential buildings in the past several thousand years. A great number of well-preserved old masonry structures still exist proving that this form of construction can successfully resist loads and environmental impact. Traditionally, most major buildings were solid walled structures with the walls bearing directly on the ground. Engineers work hard to convert the highly indeterminate, ambiguous and nonlinear behavior of historic masonry construction into something which can be understood with mathematical certainty. Therefore, practical and accurate structural analysis techniques are needed for the preserve the historical monuments as a huge cultural heritage. This paper is focused on Nonlinear Finite Element (NLFE) modeling of masonry shear walls at a macro-level taking the geometric arrangement of constituents. In this study, 3D elasto-plastic Finite Element (FE) analysis for the masonry walls that subjected to the combinations of vertical and lateral loads, are determined to find a practical method. An original meshing procedure is introduced to consider the orthotropy along the two natural directions of the masonry while the material is still assumed to be isotropic. The paper further examines parameter studies carried out to show that the relation suggested for cohesion values of mortar joint masonry can also be adopted for the masonry walls with dry joints employing compressive stresses on the top surface of the wall despite using its compressive strength. The accuracy of the proposed approach is verified by simulating a series of experiments reported in the literature. Those papers include shear tests on masonry walls with both dry and mortar joints by Raijmakers and Vermeltfoort, Oliveira and Roca. Comparisons between the predicted and measured failure loads of the walls confirm that it is possible to reproduce the fundamental features of masonry shear walls with the proposed meshing scheme. Finally, the proposed approach is shown to fit quite well the experimental load-deformation plots of masonry walls with both dry-and mortar joint under shearcompression fracture.

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Section: Materials Modelingmentioning

confidence: 99%

Section: Materials Modelingmentioning

confidence: 99%

Elastoplastic Finite Element analysis of masonry shear walls

et al. 2015

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“…The flexural behavior of reinforced confined concrete sections is introduced by Koksal model [7]. The failure criterion proposed by Koksal is given as: The theoretical confining pressure, l f , can be found in usual way as [11] :…”

Section: Simulation Of Flexural Behavior and Moment Curvature Relationsmentioning

confidence: 99%

“…Stress acting on the core concrete (cover concrete is neglected) calculated using Koksal's model. Koksal's model has also been utilized through the 3D finite element analysis of RC and FRP-confined concrete columns [11,13] successively. Figure 3(a) demonstrates the typical axial stress-strain curves recommended by Saenz for a concrete member [12].…”

Section: Simulation Of Flexural Behavior and Moment Curvature Relationsmentioning

confidence: 99%

Modeling aspects concerning the axial behavior of RC columns

Koksal¹,

Turgay²,

Karakoç³

et al. 2011

Materials Characterisation V

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This paper is concerned with the axial behavior of the RC columns. Stress-strain relationships of experimentally tested RC columns under concentric loading are compared with the predictions of the Koksal model. Moment-curvature analyses of RC sections are also performed employing the same model in a self-developed moment-curvature program for confined concrete. Results are compared with the output of EXTRACT which uses the Mander concrete model.

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“…For such failure, it is assumed that the longitudinal reinforcement of the section supports a part of the axial load up to a maximum load defined by either the buckling [3] or the plastic [4] capacity of the bars. core concrete resistance can be enhanced by the passive confinement of transverse reinforcement, resulting in an increase in strength and deformation capacity of the columns [5][6][7]. However, concrete crushing under compressive load has been considered to be responsible for size effects reported in experimental investigations: capacity and ductility of the column are reduced when specimen size increases [7,8].…”

Section: Introductionmentioning

confidence: 99%

Residual bearing capacity of reinforced concrete columns after close-in detonations: experimental and numerical investigations.

Arlery¹,

Pontiroli²

2019

Int. J. SAFE

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Post-blast residual bearing capacity of columns is a crucial issue for the assessment of progressive collapse risk on multi-storied buildings. In this paper, experiments of small-scale near-field detonation on reinforced concrete columns are presented, during which pressure loadings and dynamic displacements are measured. Post-blast residual bearing capacities of the columns are also measured by quasi-static compressive tests up to failure. Experimental results show gradual transition from global to local damage, but strongly non-linear loss of capacity with stand-off distance reduction. Numerical simulations are performed to simulate both blast and compressive tests. First, the complex dynamic loading and response of the columns can only be correctly reproduced thanks to detailed dynamic 3D fluid calculation, performed with OuRANOS code [26], and comprehensive concrete behavior description with PRm model [29], implemented in AbAQuS-Explicit. Then, low loading rate calculations with AbAQuS-Explicit can reasonably restitute the quasi-static response of blastdamaged columns under increasing compressive load.

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Numerical simulation of conventional RC columns under concentric loading

Cited by 7 publications

References 22 publications

Elastoplastic Finite Element analysis of masonry shear walls

Elastoplastic Finite Element analysis of masonry shear walls

Modeling aspects concerning the axial behavior of RC columns

Residual bearing capacity of reinforced concrete columns after close-in detonations: experimental and numerical investigations.

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