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

Moharrami, Mohammadreza; Koutromanos, Ioannis

doi:10.1002/eqe.2932

Cited by 27 publications

(21 citation statements)

References 44 publications

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“…As will be discussed later, this will trigger the element removal. Based on the recommendation of Moharrami and Koutromanos, 25 parameter

t

in is set equal to 1.0, and

D_{c r}

is set equal to

2.4 D_{c r, m o n}

, where

D_{c r, m o n}

is the value that governs fracture under monotonically increasing tension and can be calibrated with tensile test data.…”

Section: Analysis Methodsmentioning

confidence: 99%

“…In the smeared‐crack approach, cracking is modeled as the behavior of a continuum with solid or shell elements. These models can simulate the flexural behavior of RC or RM walls well 21–25 . However, due to the stress‐locking phenomenon, they cannot accurately simulate brittle shear behavior that is characterized by strongly localized diagonal cracks 26,27 .…”

Section: Introductionmentioning

confidence: 99%

“…These models can simulate the flexural behavior of RC or RM walls well. [21][22][23][24][25] However, due to the stress-locking phenomenon, they cannot accurately simulate brittle shear behavior that is characterized by strongly localized diagonal cracks. 26,27 The discrete-crack approach, although computationally more demanding, can represent cracks in a realistic manner by using interface elements to explicitly model the displacement discontinuity across a crack.…”

mentioning

confidence: 99%

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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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“…As will be discussed later, this will trigger the element removal. Based on the recommendation of Moharrami and Koutromanos, 25 parameter

t

in is set equal to 1.0, and

D_{c r}

is set equal to

2.4 D_{c r, m o n}

, where

D_{c r, m o n}

is the value that governs fracture under monotonically increasing tension and can be calibrated with tensile test data.…”

Section: Analysis Methodsmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

mentioning

confidence: 99%

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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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“…The failure criterion is based on the recommendation of Moharrami and Koutromanos. 26 The interface elements that are used to simulate the bond-slip and dowel action have three deformation components: the relative shear displacement ũ between the bar and masonry along the axial direction of the bar, and the relative displacements ṽ and w normal to the slip, which represent the deformation of masonry adjacent to the bar and the opening and closing of the gap created by dowel action along the two directions. The bond stress due to slip is modeled by the cyclic bond-slip law proposed by Murcia-Delso and Shing.…”

Section: Element Formulations and Constitutive Modelsmentioning

confidence: 99%

Seismic behavior of a partially grouted reinforced masonry structure: Shake‐table testing and numerical analyses

Koutras

Shing

2020

Earthq Engng Struct Dyn

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In regions of low to moderate seismicity in North America, reinforced masonry structures are mostly partially grouted. The behavior of such structures under lateral seismic loads is complicated because of the interaction of the grouted and ungrouted masonry. As revealed in past experimental studies, the performance of partially grouted masonry (PGM) walls under in-plane cyclic lateral loading is inferior to that of fully grouted walls. However, the dynamic behavior of a PGM wall system under severe seismic loads is not well understood. In this study, a full-scale, one-story, PGM building designed for a moderate seismic zone according to current code provisions was tested on a shake table. It was shown that the structure was able to develop an adequate base shear capacity and withstand two earthquake motions that had an effective intensity of two times the maximum considered earthquake with only moderate cracking in mortar joints. However, the structure eventually failed in a brittle manner in a subsequent motion that had a slightly lower effective intensity. A detailed finite element model of the test structure has been developed and validated. The model has been used to understand the distribution of the lateral force resistance among the wall components and to evaluate the shear-strength equation given in the design code. The code equation has been found to be adequate for this structure. Furthermore, a parametric study conducted with the finite element model has shown that the introduction of a continuous bond beam right below a window opening is highly beneficial.

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“…11/29 Moharrami & Koutromanos 2017;Jafari et al 2017;Dincy 2018). In addition to the two methodologies mentioned above, the numerical analysis approach can also be used to investigate the dynamic behavior of rocking walls subjected to ground excitations.…”

Section: Figurementioning

confidence: 99%

Review on the rocking wall systems as a self-centering mechanism and its interaction with floor diaphragm in precast concrete structures

Masrom

Hamid

2020

Lat. Am. j. solids struct.

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The severe damage of precast concrete wall structures that have been recorded in the past earthquake has led to the innovation of the rocking wall concept which can demonstrate free or minimum damage aftershock of an earthquake. Furthermore, extensive research works have been well conducted in the past three decades on the establishment of precast rocking wall systems, designs, details, and techniques. Despite this extensive development, little attention has been devoted to investigate the interaction between the rocking wall systems and the flooring diaphragm. The historical perspective on the development of rocking wall systems over the past few decades in the precast concrete structures is presented. Subsequently, the limited research works on the interaction of precast rocking wall to the floor diaphragm are described. Apart from that, this paper attempts to highlight the application of rocking wall systems in the context of precast connection for the precast load-bearing structures. In this contribution, the precast rocking wall-floor connection for precast load-bearing structures is proposed and presented in this paper.

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

Cited by 27 publications

References 44 publications

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

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

Seismic behavior of a partially grouted reinforced masonry structure: Shake‐table testing and numerical analyses

Review on the rocking wall systems as a self-centering mechanism and its interaction with floor diaphragm in precast concrete structures

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