Mechanisms of Shear Resistance of Concrete Beams

Fenwick, R. C.; Pauley, Thomas

doi:10.1061/jsdeag.0002092

Cited by 171 publications

(36 citation statements)

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“…However, this type of crack branching has not been observed experimentally. Furthermore, on the basis of his own experimental work, he found that the crack widths were an order of magnitude greater than those considered by Fenwick and Paulay (1968) and suggests that in such a case aggregate interlock would play a much smaller role. Kotsovos (1988) suggests that the majority, if not all, of the shear resistance at the ultimate limit state is carried by the concrete compressive zone and he proposes a model which assumes that the compressive force follows a bi-linear path from the middle cross-section to the supports.…”

Section: Tension Zone Vs Compression Zonementioning

confidence: 90%

“…It is expected that the shear failure mechanisms will differ depending on the loading arrangement, in particular, the ratio between the shear span, a , and the effective depth of the beam, . For fairly small and large values of a/d the full flexural capacity will be reached (Kotsovos, 1983, Fenwick andPaulay, 1968). For intermediate values of a/d, web-shear or flexure-shear failures d are likely.…”

Section: Failure Mechanismsmentioning

confidence: 99%

“…For intermediate values of a/d, web-shear or flexure-shear failures d are likely. In addition, the loading arrangement will most likely influence the portion of the shear force resisted by either the tension zone or the compression zone of the concrete (Fenwick and Paulay, 1968).…”

Section: Failure Mechanismsmentioning

confidence: 99%

“…Aggregate interlock can be an important factor and in beams tested by Fenwick and Paulay (1968) with an a/d ratio greater than 3 (final failure due to diagonal cracking) it was found that approximately 60% of the resistance of the beam was a result of aggregate interlock.…”

Section: Tension Zone Vs Compression Zonementioning

confidence: 99%

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External Prestressed Carbon Fiber-Reinforced Polymer Straps for Shear Enhancement of Concrete

2002

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The use of fiber reinforced polymers (FRPs) for the strengthening and repair of existing concrete structures is a field with tremendous potential. The materials are very durable and hence ideally suited for use as external reinforcement. Although extensive work has been carried out investigating the use of FRPs for flexural strengthening (e.g. Meier et al., 1992) a fairly recent development is the use of these materials for the shear strength enhancement of concrete.The current system investigates the use of post-tensioned non-laminated carbon fiber reinforced polymer (CFRP) straps as external shear reinforcement for concrete. Experiments were carried out on an unstrengthened control beam and beams strengthened with external CFRP straps. It was found that the ultimate load capacity of the strengthened beams was significantly higher than that of the control specimen.Existing design codes and analysis methods were found to underestimate the ultimate resistance of the control specimen and the strengthened beams. Nevertheless, the modified compression field theory provided insight into possible failure mechanisms and the influence of the strap prestress level on the structural behaviour.It is concluded that the use of these novel stressed elements could represent a viable and durable means of strengthening existing concrete infrastructure.

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Section: Tension Zone Vs Compression Zonementioning

confidence: 90%

Section: Failure Mechanismsmentioning

confidence: 99%

Section: Failure Mechanismsmentioning

confidence: 99%

Section: Tension Zone Vs Compression Zonementioning

confidence: 99%

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External Prestressed Carbon Fiber-Reinforced Polymer Straps for Shear Enhancement of Concrete

2002

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“…This suggests that the model fails to capture an important aspect of structural behaviour. Fenwick and Pauley [71] found that arch action can only occur at the expense of slip (complete loss of bond transfer). Swamy et al [72] also showed that arch action action can be developed in a beam only when the steel is fully unbonded between strong end anchorages.…”

Section: Shear-transfer Actionsmentioning

confidence: 99%

Predicting shear failure in reinforced concrete members using a three-dimensional peridynamic framework

Hobbs¹,

Hattorri²,

Orr³

2021

Preprint

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The assumptions made in design codes can result in unconservative predictions of shear strength for reinforced concrete members. The limitations of empirical methods have prompted the development and use of numerical techniques. A three-dimensional bond-based peridynamic framework is developed for predicting shear failure in reinforced concrete members. The predictive accuracy and generality of the framework is assessed against existing experimental results. Nine reinforced concrete beams that exhibit a wide range of failure modes are modelled. The shear-span-to-depth ratio is systematically varied from 1 to 8 to facilitate a study of different load-transfer mechanisms and failure modes. A comprehensive validation study such as this has until now been missing in the peridynamic literature. A bilinear constitutive law is employed, and the sensitivity of the model is tested using two levels of mesh refinement. The predictive error between the experimental and numerical failure loads ranges from +3% to -57%, highlighting the importance of validation against a series of problems. The results demonstrate that the model captures many of the factors that contribute to shear and bending resistance. New insights into the capabilities and deficiencies of the peridynamic model are gained by comparing the expected load-transfer mechanisms with the predictive error.

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Constitutive modelling of aggregate interlock in concrete

Jefferson

2002

Num Anal Meth Geomechanics

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SUMMARYA model for formed cracks in concrete is presented. The model can be used in isolation for existing cracks or linked with other damage or plasticity models and applied once a crack has fully formed. It can be applied directly to interface finite elements or used to control the behaviour of crack planes in more general constitutive models that are applied to 2D and 3D continuum elements. The focus of the present development is on aggregate interlock and crack closing behaviour, which is examined from available experimental data. A contact function is derived and is used to differentiate between three contact states. These states are named open, where there is no contact, interlock, for which the stresses depend upon the nearest distance to the contact surface and closed, for which the stresses depend upon the relative displacements directly. The model is developed within an elasto-plastic framework using effective stresses, which are related to the total stresses via a contact proportion function. The relationship between the effective normal and shear yield stresses is found to be parabolic and the yield shear stress to be dependent upon the opening and embedment displacements. The performance of the model is assessed against experimental data from shear-normal tests and it is concluded that the model is able to represent the key characteristics of the behaviour of formed cracks in concrete.

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Mechanisms of Shear Resistance of Concrete Beams

Cited by 171 publications

References 0 publications

External Prestressed Carbon Fiber-Reinforced Polymer Straps for Shear Enhancement of Concrete

External Prestressed Carbon Fiber-Reinforced Polymer Straps for Shear Enhancement of Concrete

Predicting shear failure in reinforced concrete members using a three-dimensional peridynamic framework

Constitutive modelling of aggregate interlock in concrete

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