Shear bond failure in composite slabs - a detailed experimental study

Chen, Shiming; Shi, Xiaoyu; Qiu, Zihao

doi:10.12989/scs.2011.11.3.233

Cited by 33 publications

(11 citation statements)

References 12 publications

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“…where C is the length of the perimeter of the interface between the concrete and steel beam sections, L eff is the effective shear span length from the support to the cross section, required to ensure the full bond strength and τ yb is the shear bond strength, which ranges from 0.1 to 0.8 N/mm 2 [10,13,17,18]. Notice that the resultant shear forces at the interface act on the steel section and on the concrete section at the same position (y b ) and the same magnitude of force but in opposite directions.…”

Section: Bending Moment Capacity Of Composite Shallow Cellular Beammentioning

confidence: 99%

Flexural behavior of shallow cellular composite floor beams with innovative shear connections

Chen

Limazie

Tan

2015

Journal of Constructional Steel Research

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Section: Bending Moment Capacity Of Composite Shallow Cellular Beammentioning

confidence: 99%

Flexural behavior of shallow cellular composite floor beams with innovative shear connections

Chen

Limazie

Tan

2015

Journal of Constructional Steel Research

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“…According to the previous research results and the international design recommendations (Eurocode 4 (ENV 1994-1-1) [15], BSI 5950 [16], Jeong et al [17], Chen et al [18]), the shear strength at the interface of concrete and steel beam ranges from 0.1 to 0.8 N/mm 2 .…”

Section: Fundamental Assumptionsmentioning

confidence: 99%

Numerical procedure for nonlinear behavior analysis of composite slim floor beams

Limazie

Chen

2015

Journal of Constructional Steel Research

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“…Shear-bond failure, also known as slip failure, is the most common (1) (2) (3) (4). Bending or flexure failure occurs in slender slabs (long and shallow), normally with a low resistance and high ductility.…”

Section: Introductionmentioning

confidence: 99%

An experimentally validated study for open rib profiles steel‐concrete composite slabs behavior in partial connection

Soltanalipour¹,

Ferrer²,

Marimon³

2019

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In this paper the strength of steel deck-concrete composite slabs is studied. Conventional slabs with open and dovetail profiles are studied with different designs, galvanized and stainless steel. Partial connection method (PCM) in Eurocode-4 is permitted for slabs with ductile longitudinal shear behavior. Ductility, as explained in the clause 9.7.3(3), depends on the fact that the failure load exceeds the load corresponding to the slip (0.1 mm) in more than 10%; then the slab is classified as ductile. Apparently, the aim of this criterion is to ensure the slab can undergo further deflections until the whole yielding of the cross-section is achieved, as required hypothesis by the PCM. The aim of this paper is to study the stresses developed at the cross-section of composite slabs with open and dovetail profile, in order to evaluate the yielding degree of the cross-section. Based on the results of this study, it is recommended to exclude open profiles from partial connection method (PCM), even if the slab is classified as ductile through Eurocode definition. Although all studied specimens are classified as ductile according to Eurocode-4 clause 9.7.3(3), the observed stress distribution at cross-section proves that yielding occurs in the slab with re-entrant profile only, whereas slabs with open-rib profiles remain almost elastic until their brittle failure.

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Shear bond failure in composite slabs - a detailed experimental study

Cited by 33 publications

References 12 publications

Flexural behavior of shallow cellular composite floor beams with innovative shear connections

Flexural behavior of shallow cellular composite floor beams with innovative shear connections

Numerical procedure for nonlinear behavior analysis of composite slim floor beams

An experimentally validated study for open rib profiles steel‐concrete composite slabs behavior in partial connection

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