Constitutive models for cohesive zones in mixed-mode fracture of plain concrete

Lens, Luciani Neves; Bittencourt, Eduardo; D'Avila, Virgínia Maria Rosito

doi:10.1016/j.engfracmech.2009.07.020

Cited by 40 publications

(21 citation statements)

References 25 publications

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“…With this concept, Yuval and Leslie [44] recently put forward a new cohesive zone model for mixed mode interface fracture in bimaterials. Other similar CZMs can be also found in [45].…”

Section: Mixed Modementioning

confidence: 52%

The Cohesive Zone Model for Fatigue Crack Growth

Liu

2013

Advances in Mechanical Engineering

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In the past decade, the cohesive zone model has been receiving increasing attention as a powerful tool for the simulation of fatigue crack growth. When applying cohesive zone model to fatigue fracture problem, three aspects should generally be taken into account, that is, unloading-reloading path, damage evolution during cyclic loading, and crack surface contact and friction behavior. This paper addresses the critical views of these aspects. Before that, the formulation of cohesive zone model and identification of cohesive zone model parameters and its numerical implementation have been reviewed.

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“…With this concept, Yuval and Leslie [44] recently put forward a new cohesive zone model for mixed mode interface fracture in bimaterials. Other similar CZMs can be also found in [45].…”

Section: Mixed Modementioning

confidence: 52%

The Cohesive Zone Model for Fatigue Crack Growth

Liu

2013

Advances in Mechanical Engineering

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“…The cohesive fracture approach was pioneered by Dugdale [1960] and Barenblatt [1962], refined by Hillerborg et al [1976], and has been successfully applied and studied in a range of ductile, quasi-brittle and brittle materials (see Bažant and Plaňas [1997] for review). Cohesive fracture models have been used extensively to examine Mode 1 (opening) fractures in concrete and other quasibrittle materials [Plaňas et al, 2003], with additional work on shear (Mode 2/3) and mixed-mode fracture [Bažant, 2002;Elices et al, 2002;Plaňas et al, 2003;Lens et al, 2009;Hogberg, 2006;Walter and Olesen, 2008].…”

Section: Introductionmentioning

confidence: 99%

Fracture propagation in Indiana Limestone interpreted via linear softening cohesive fracture model

2015

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We examine the use of a linear softening cohesive fracture model (LCFM) to predict single-trace fracture growth in short-rod (SR) and notched 3-point-bend (N3PB) test configurations in Indiana Limestone. The broad goal of this work is to (a) understand the underlying assumptions of LCFM and (b) use experimental similarities and deviations from the LCFM to understand the role of loading paths of tensile fracture propagation. Cohesive fracture models are being applied in prediction of structural and subsurface fracture propagation in geomaterials. They lump the inelastic processes occurring during fracture propagation into a thin zone between elastic subdomains. LCFM assumes that the cohesive zone initially deforms elastically to a maximum tensile stress (σ max ) and then softens linearly from the crack opening width at σ max to zero stress at a critical crack opening width w 1 . Using commercial finite element software, we developed LCFMs for the SR and N3PB configurations. After fixing σ max with results from cylinder splitting tests and finding an initial Young's modulus (E) with unconfined compressive strength tests, we manually calibrate E and w 1 in the SR model against an envelope of experimental data. We apply the calibrated LCFM parameters in the N3PB geometry and compare the model against an envelope of N3PB experiments. For accurate simulation of fracture propagation, simulated off-crack stresses are high enough to require inclusion of damage. Different elastic moduli are needed in tension and compression. We hypothesize that the timing and location of shear versus extensional micromechanical failures control the qualitative macroscopic force-versus-displacement response in different tests. For accurate prediction, the LCFM requires a constant style of failure, which the SR configuration maintains until very late in deformation. The N3PB configuration does not maintain this constancy. To be broadly applicable between geometries and failure styles, the LCFM would require additional physics, possibly including elastoplastic damage in the bulk material and more complicated cohesive softening models.

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“…In recent years, rock mechanics is supposed to consider the most striking feature of rock masses that their blocky structures are caused by the discontinuity surfaces such as joints, cracks, and faults. As frictional force is overcome by shear stress induced by far-field stresses near the crack surface, the crack surface is inclined to slide over each other, which induces stress concentration on tip of crack and leads to the initiation and splitting propagation of the wing crack at last [1][2][3]. Worse, the existence of seepage pressure could reinforce the trend of the microfracture and fault degradation to fractured rock masses.…”

Section: Introductionmentioning

confidence: 99%

“…Schematic drawing of multiple interacting cracks. is the horizontal stress in the crack 3. is the horizontal stress in the rock bridge, and is the length of the rock bridge.…”

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confidence: 99%

Evolution Procedure of Multiple Rock Cracks under Seepage Pressure

Liu

Cao

Lin

2013

Mathematical Problems in Engineering

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In practical geotechnical engineering, most of rock masses with multiple cracks exist in water environment. Under such circumstance, these adjacent cracks could interact with each other. Moreover, the seepage pressure, produced by the high water pressure, can change cracks' status and have an impact on the stress state of fragile rocks. According to the theory of fracture mechanics, this paper discusses the law of crack initiation and the evolution law of stress intensity factor at the tip of a wing crack caused by compression-shear stress and seepage pressure. Subsequently, considering the interaction of the wing cracks and the additional stress caused by rock bridge damage, this paper proposes the intensity factor evolution equation under the combined action of compression-shear stress and seepage pressure. In addition, this paper analyzes the propagation of cracks under different seepage pressure which reveals that the existence of seepage pressure facilitates the wing crack's growth. The result indicates that the high seepage pressure converts wing crack growth from stable form to unstable form. Meanwhile, based on the criterion and mechanism for crack initiation and propagation, this paper puts forward the mechanical model for different fracture transfixion failure modes of the crag bridge under the combined action of seepage pressure and compression-shear stress. At the last part, this paper, through investigating the flexibility tensor of the rock mass's initial damage and its damage evolution in terms of jointed rock mass's damage mechanics, deduces the damage evolution equation for the rock mass with multiple cracks under the combined action of compression-shear stress and seepage pressure. The achievement of this investigation provides a reliable theoretical principle for quantitative research of the fractured rock mass failure under seepage pressure.

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Constitutive models for cohesive zones in mixed-mode fracture of plain concrete

Cited by 40 publications

References 25 publications

The Cohesive Zone Model for Fatigue Crack Growth

The Cohesive Zone Model for Fatigue Crack Growth

Fracture propagation in Indiana Limestone interpreted via linear softening cohesive fracture model

Evolution Procedure of Multiple Rock Cracks under Seepage Pressure

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