Design of composite slabs with profiled steel decking: a comparison between experimental and analytical studies

Hedaoo, Namdeo; Gupta, Laxmikant M.; Ronghe, G. N.

doi:10.1186/2008-6695-3-1

Cited by 51 publications

(23 citation statements)

References 11 publications

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“…The slabs were tested according to EN 1994-1-1 annex B.3 [1], except that the slabs were not submitted to a cyclic load of 5000 cycles, but a lower amount, to remove the chemical bond between the steel deck and the concrete. The results confirm that the cyclic loading had no influence on the maximum bending moment, but that the deflection at this maximum load was bigger when no initial cyclic test was previously applied, as stated in previous research works [6,14,15].…”

Section: Resultssupporting

confidence: 87%

“…The shear connection is a complex phenomenon, influenced by many parameters, e.g. the type, size, spacing, but mainly the depth of the embossments [5], the shape and thickness of the steel sheet, the slenderness of the slab, the type of end anchorage and the shear span length [6].…”

Section: Composite Slabsmentioning

confidence: 99%

“…Cifuentes and Medina [14] stated that the chemical bond can safely be neglected since no noticeable difference is found in the maximum load carrying capacity, although a higher midspan deflection and end slip at ultimate loading is reached for specimens without prior cyclic loading. Wright et al [15] and Hedaoo et al [6] also pointed out the uselessness of the required cyclic loading on the determination of the ultimate load.…”

Section: Loading Proceduresmentioning

confidence: 99%

“…(5) and Eq. (6), the ratio Mtest/Mpl,Rm can be calculated for each degree of shear connection η, and subsequently be plotted against it (see Fig. 10).…”

Section: Psc Diagrammentioning

confidence: 99%

“…After calculating the ratio Mtest/Mpl,Rm for each test, with Mtest = FmaxLs/2 and Mpl,Rm determined by Eq. (6), the degree of shear connection η can be found from Fig. 10.…”

Section: Psc Diagrammentioning

confidence: 99%

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08.10: Experimental study of ferritic stainless steel composite slabs

et al. 2017

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Steel-concrete composite floors are commonly used in construction due to their favourable weightto-depth ratio and erection time. Typically, concrete is poured onto a galvanised steel deck acting as formwork. However in case of floors exposed to corrosive environments, stainless steel is likely to be chosen over galvanised steel. Besides its better corrosion resistance, stainless steel also offers desirable aesthetic appearance and good mechanical properties. Composite slabs can fail in bending, vertical shear or longitudinal shear. The latter failure mode is the most common, and its prediction depends on values obtained through full-scale tests. However, for stainless steel decks, no specific treatment exists in current design standards. This paper investigates the longitudinal shear resistance of stainless steel composite slabs through an experimental study. One short and three long span slabs, made using a Cofraplus 60 ferritic EN1.4003 stainless steel corrugated deck, are tested in accordance with Eurocode 4, annex B.3 [1]. The Partial Shear Connection (PSC) method is used to assess the longitudinal shear resistance. The experimental results together with the results provided in [2] are used to draw conclusions on the applicability of ferritic stainless steel decks in composite floors. Stainless steel in composite slabsStainless steel is an alloy with at least 10.5% of chromium and maximum 1.2% of carbon content in mass [7]. Chromium, together with other alloying elements, leads to the development of a thin, passive film when exposed to oxygen, which provides corrosion resistance and which self-repairs when damaged. This means that stainless steel slabs, in comparison to traditional carbon steel slabs, do not need any kind of coating or maintenance. Ferritic stainless steels contain little or no nickel, and hence are cheaper and more price-stable than the other stainless steel families. Furthermore their corrosion resistance is lower, though still significantly superior to that of carbon steel. Besides stainless steel decks have good fire resistance. According to [2], ferritic stainless steel decks retain more of their initial strength than galvanised steel when subjected to high temperature. Corrosion resistance combined with fire resistance makes ferritic stainless steel an economic alternative for composite decks in many applications, such as car parks. Longitudinal shear resistance of composite slabsSince no pure analytical models of the longitudinal shear resistance have yet been developed, both calculation methods for the design resistance available in Eurocode 4 [1], the m-k method and the Partial Shear Connection (PSC) method, rely on full-scale tests.

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Section: Resultssupporting

confidence: 87%

Section: Composite Slabsmentioning

confidence: 99%

Section: Loading Proceduresmentioning

confidence: 99%

“…(5) and Eq. (6), the ratio Mtest/Mpl,Rm can be calculated for each degree of shear connection η, and subsequently be plotted against it (see Fig. 10).…”

Section: Psc Diagrammentioning

confidence: 99%

“…After calculating the ratio Mtest/Mpl,Rm for each test, with Mtest = FmaxLs/2 and Mpl,Rm determined by Eq. (6), the degree of shear connection η can be found from Fig. 10.…”

Section: Psc Diagrammentioning

confidence: 99%

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08.10: Experimental study of ferritic stainless steel composite slabs

et al. 2017

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Study on the ductility of open‐rib and re‐entrant composite slabs

Soltanalipour¹,

Ferrer²,

Marimon³

2021

ce papers

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Composite slabs with profiled steel sheeting and cast‐in‐place concrete are a conventional structural flooring system worldwide. The partial connection method (PCM) is a design method limited to slabs showing a ductile longitudinal shear failure. The ductility is defined in Eurocode‐4 in terms of additional strength after certain initial slip is produced, regardless of the steel sheet profiling shape. This article shows that the slip behavior is significantly different depending on the shape of the sheeting profile. On the one hand, the slip magnitude in reentrant slabs can be large enough to drive the two materials to their yielding stresses; on the other hand, in open‐rib profiles, the slab failure is due to the vertical release of the concrete, when the slip overpasses certain geometric limit. This failure mode is generally produced much before the materials reaches their yielding stresses. This finding is consistent with both the experimental and FEM results carried out in this study.

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Multiscale Computational and Artificial Intelligence Models of Linear and Nonlinear Composites: A Review

Agarwal,

Pasupathy,

et al. 2024

Small Science

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Herein, state‐of‐the‐art multiscale modeling methods have been described. This research includes notable molecular, micro‐, meso‐, and macroscale models for hard (polymer, metal, yarn, fiber, fiber‐reinforced polymer, and polymer matrix composites) and soft (biological tissues such as brain white matter [BWM]) composite materials. These numerical models vary from molecular dynamics simulations to finite‐element (FE) analyses and machine learning/deep learning surrogate models. Constitutive material models are summarized, such as viscoelastic hyperelastic, and emerging models like fractional viscoelastic. Key challenges such as meshing, data variability and material nonlinearity‐driven uncertainty, limitations in terms of computational resources availability, model fidelity, and repeatability are outlined with state‐of‐the‐art models. Latest advancements in FE modeling involving meshless methods, hybrid ML and FE models, and nonlinear constitutive material (linear and nonlinear) models aim to provide readers with a clear outlook on futuristic trends in composite multiscale modeling research and development. The data‐driven models presented here are of varying length and time scales, developed using advanced mathematical, numerical, and huge volumes of experimental results as data for digital models. An in‐depth discussion on data‐driven models would provide researchers with the necessary tools to build real‐time composite structure monitoring and lifecycle prediction models.

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Design of composite slabs with profiled steel decking: a comparison between experimental and analytical studies

Cited by 51 publications

References 11 publications

08.10: Experimental study of ferritic stainless steel composite slabs

08.10: Experimental study of ferritic stainless steel composite slabs

Study on the ductility of open‐rib and re‐entrant composite slabs

Multiscale Computational and Artificial Intelligence Models of Linear and Nonlinear Composites: A Review

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