Concrete‐to‐Concrete Friction

Tassios, T. P.; Vintzēleou, Elisabeth N.

doi:10.1061/(asce)0733-9445(1987)113:4(832)

Cited by 148 publications

(61 citation statements)

References 3 publications

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“…Investigation in this regard is of great importance for assessing the performance and predicting the lifetime of transportation infrastructures (bridge slabs and girders), hydropower plants, and thermal energy facilities under service loads. Tassios and Vintzeleou (1987), reporting an investigation carried out at the national Technical University of Athens, proposed formalistic models for smooth and rough interfaces under static and low-repetition cyclic actions. The behavior of cracks under cyclic shear loading is characterized by considerable irreversible damage of the crack interfaces, and the overall response of cracks can only be described if load history effects are taken into account (Walraven 1980).…”

Section: Introductionmentioning

confidence: 99%

Shear Fatigue Response of Cracked Concrete Interface

Gebreyouhannes

Kishi

Maekawa

2008

ACT

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The shear fatigue behavior of cracked concrete interface was experimentally investigated on a single crack plane to quantify the degree of deterioration per load cycle. A simple experimental setup was used, in which a finite lateral stiffness was provided to the crack interface by using unbonded steel bars. The effects of loading amplitude, loading pattern and water exposure were examined. Time-dependent behavior of shear transfer under sustained shear load was also investigated. The shear fatigue response of cracked concrete interface was found to be characterized by gradual increments of shear slip and dilation and majority of the incremental displacements to occur in the first few cycles. The degree of deterioration was found to be highly sensitive to the load amplitude level and loading pattern. The relative extent of deterioration in the case of reversed cyclic loading was much larger than that of single-sided fatigue loading. Worse yet, the downward flow of water through the crack interface was found to accelerate the shear fatigue degradation. The experimental results are summarized and a simplified phenomenological model is proposed to quantify the degeneration of shear stiffness in terms of intrinsic accumulated normalized slip with respect to crack opening.

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Section: Introductionmentioning

confidence: 99%

Shear Fatigue Response of Cracked Concrete Interface

Gebreyouhannes

Kishi

Maekawa

2008

ACT

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“…In the present study, the cyclic behaviour of interfaces is described by the constitutive model developed by Vassilopoulou and Tassios [33] where the models of friction and dowel resistance of Tassios and Vintzileou [34], Vintzileou and Tassios [35,36] are adopted. The interface model accounts for the combined shear force resistance mobilized along interfaces due to sliding both under monotonic and cyclic imposed deformations.…”

Section: Friction and Dowel Resistancementioning

confidence: 99%

“…The shear stress transferred through friction at the interface is described by the following set of equations [34]:…”

Section: Constitutive Law For Friction Resistancementioning

confidence: 99%

Flexural behaviour of reinforced concrete jacketed columns under reversed cyclic loading

Thermou

Papanikolaou

Kappos

2014

Engineering Structures

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“…This action would take place when the surface of the old concrete has been roughened, or shotcrete has been placed and if the steel bar is adequately anchored. As it is demonstrated in figure 4 (Tassios and Vintzeleou [14]) when a shear stress is applied, a slip is produced and the contact surface between the old and the new concrete must open as one surface rides up over the other due to the roughness. A qualitative description of friction resistance τ f due to clamping action.…”

Section: Clamping Action Of Transversal Reinforcementmentioning

confidence: 99%

Towards a European code for seismic assessment and strengthening of existing buildings

Dritsos¹

2007

WIT Transactions on the Built Environment, Vol 93

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In Europe, actions towards preparing a code document regarding assessment and strengthening of existing reinforced concrete structures are already present in the draft document Part 3 of EC8. However, for the case of strengthening by the addition of new reinforced concrete, specific provisions, to check the capacity of the connections between contact surfaces, are missing.Structural design of strengthened concrete elements can be placed into the framework of the currently known processes of design, which are used for new constructions, supplemented by a crucial investigation at the interface between the contact surfaces, to ensure that failure in each strengthened element precedes failure at the interface, between the old and the new material. For that reason, shear forces and shear resistances at the interfaces, between the old and the new element, must be examined. An evaluation of the shear force that develops between the contact surfaces can be obtained in a similar way as for steel and concrete composite structural elements. The main mechanisms that contribute to the shear resistance at the interface are: (a) concrete-to-concrete adhesion, (b) concrete-to-concrete friction, (c) connecting action from steel bars placed across the interface between the old and the new concrete and (d) bent steel bars welded between the bars of the old and the new concrete. The total shear resistance between contact surfaces can be found by summing the individual shear resistances that are mobilised by each individual mechanism for a common interface slip. To prevent a brittle failure at the interface, a minimum amount of steel shear connectors in the form of dowels or bent steel bars must be provided.

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Concrete‐to‐Concrete Friction

Cited by 148 publications

References 3 publications

Shear Fatigue Response of Cracked Concrete Interface

Shear Fatigue Response of Cracked Concrete Interface

Flexural behaviour of reinforced concrete jacketed columns under reversed cyclic loading

Towards a European code for seismic assessment and strengthening of existing buildings

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