Triaxial Constitutive Model for Concrete under Cyclic Loading

Moharrami, Mohammadreza; Koutromanos, Ioannis

doi:10.1061/(asce)st.1943-541x.0001491

Cited by 30 publications

(29 citation statements)

References 29 publications

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“…Finally, the parameter d , controlling the effect of confinement on material ductility in accordance with Equation , is assumed to be equal to the ratio of f c over 6.89 MPa (1 ksi). This value of d has been found by Moharrami and Koutromanos to give satisfactory results at the material and component level. The values of several material parameters for the concrete model are presented in Table .…”

Section: Validation Of Analysis Methodologysupporting

confidence: 61%

“…Parameter d in Equation controls the effect of the confining pressure on the evolution of the hardening variable. For confined compressive states, the value of d will lead to a more ductile behavior as explained by Moharrami and Koutromanos …”

Section: Description Of Modeling Schemementioning

confidence: 86%

“…This section describes the element types and constitutive laws used in the analysis of RC structures subjected to cyclic loading. A detailed description of the concrete and steel material models is provided by Moharrami and Koutromanos and Kim and Koutromanos, respectively. The salient features of these two models are presented here for completeness.…”

Section: Description Of Modeling Schemementioning

confidence: 99%

“…The values of κ ο and parameter a in Equation can be found if the strain ε ο at the peak compressive strength (for uniaxial stress states) and the area g c under the plot of the hardening‐softening law are given. To eliminate the possibility for spurious mesh size effects due to localization, the parameter g c is set equal to the ratio G c /h , where G c is a compressive fracture energy quantity and h is the element size. The evolution of κ is governed by the following rate equation:

\overset{κ}{true} = ((), 1 - r) . \frac{c_{c}}{g_{c}} \cdot {\frac{\partial g}{\partial \overset{σ}{true}}|}_{{\overset{σ}{true}}_{\min}} \cdot e^{d . ((), 1 + X) \frac{p}{f_{c}}}

where p = − I 1 /3 is the pressure in the material,

X = I_{1} true/ \sqrt{3 J_{2}}

, r is a weight factor, and

{\frac{∂ g}{∂ \overset{σ}{true}}|}_{{\overset{σ}{true}}_{\min}}

is the component of the plastic strain rate in the direction of the minimum principal stress.…”

Section: Description Of Modeling Schemementioning

confidence: 99%

“…Although the aforementioned studies have used three‐dimensional FE analysis for simulation of structural components under cyclic loading, there are important aspects of behavior, such as rebar buckling and rupture, which have not been accounted for. Additionally, many studies have identified and described limitations of existing triaxial models for concrete . For example, the continuum models used by Faria et al and by Deaton cannot account for the development of irreversible (plastic) compressive strains in the concrete.…”

Section: Introductionmentioning

confidence: 99%

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Finite element analysis of damage and failure of reinforced concrete members under earthquake loading

Moharrami¹,

Koutromanos

2017

Earthq Engng Struct Dyn

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Summary This paper presents a three‐dimensional analysis framework, based on the explicit finite element method, for the simulation of reinforced concrete components under cyclic static and dynamic loading. A recently developed triaxial constitutive model for concrete is combined with a material model for reinforcing steel which can account for rupture due to low‐cycle fatigue. The reinforcing bars are represented with geometrically nonlinear beam elements to account for buckling of the reinforcement. The strain penetration effect is also accounted for in the models. The modeling scheme is used in a commercial finite element program and validated with the results of experimental static and dynamic tests on reinforced concrete columns and walls. The analyses are supplemented with a parametric study to investigate the impact of several modeling assumptions on the obtained results.

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Section: Validation Of Analysis Methodologysupporting

confidence: 61%

Section: Description Of Modeling Schemementioning

confidence: 86%

Section: Description Of Modeling Schemementioning

confidence: 99%

\overset{κ}{true} = ((), 1 - r) . \frac{c_{c}}{g_{c}} \cdot {\frac{\partial g}{\partial \overset{σ}{true}}|}_{{\overset{σ}{true}}_{\min}} \cdot e^{d . ((), 1 + X) \frac{p}{f_{c}}}

where p = − I 1 /3 is the pressure in the material,

X = I_{1} true/ \sqrt{3 J_{2}}

, r is a weight factor, and

{\frac{∂ g}{∂ \overset{σ}{true}}|}_{{\overset{σ}{true}}_{\min}}

is the component of the plastic strain rate in the direction of the minimum principal stress.…”

Section: Description Of Modeling Schemementioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Finite element analysis of damage and failure of reinforced concrete members under earthquake loading

Moharrami¹,

Koutromanos

2017

Earthq Engng Struct Dyn

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Finite‐element modeling of the seismic response of reinforced masonry wall structures

Koutras

Shing

2020

Earthq Engng Struct Dyn

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Modern design codes and performance‐based earthquake engineering rely heavily on computational tools to assess the seismic performance and collapse potential of structural systems. This paper presents a detailed finite‐element (FE) modeling scheme for the simulation of the seismic response of reinforced masonry (RM) wall structures. Smeared‐crack shell elements are combined with cohesive discrete‐crack interface elements to capture crushing and tensile fracture of masonry. Beam elements incorporating geometric as well as material nonlinearity are used to capture the yielding, buckling, and fracture of the reinforcing bars. The beam elements are connected to the shell elements through interface elements that simulate the bond‐slip and dowel‐action effects. An element removal scheme is introduced to enhance the robustness and accuracy of the numerical computation. The material models and interface elements have been implemented in a commercial FE analysis program. The modeling scheme is validated with data from quasi‐static cyclic tests on RM walls as well as with results from shake‐table tests on RM building systems.

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Towards practical multiscale approach for analysis of reinforced concrete structures

Moyeda

Fish

2017

Comput Mech

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Triaxial Constitutive Model for Concrete under Cyclic Loading

Cited by 30 publications

References 29 publications

Finite element analysis of damage and failure of reinforced concrete members under earthquake loading

Finite element analysis of damage and failure of reinforced concrete members under earthquake loading

Finite‐element modeling of the seismic response of reinforced masonry wall structures

Towards practical multiscale approach for analysis of reinforced concrete structures

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