The Stability Study on Steel-Concrete Composite Plates

Nie, Jianguo; Fa-xiong, LI; Wu, Lili

doi:10.3850/978-981-08-6218-3_cc-fr014

Cited by 8 publications

(21 citation statements)

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“…The average spacing of cracks l cr is affected not only by net cover thickness of concrete, reinforcement ratio and reinforcement diameter, but also by partial prestressing ratio R p (R p =(A r f ry +A p f py )/A s f sy ) in negative bending regions and spacing of shear connectors p [4] . The expansion of crack in concrete flange in negative bending region is heavily impacted by R p : When R p became smaller, the cracking load decreased and cracks expanded more rapidly.…”

Section: Average Spacing Of Cracksmentioning

confidence: 99%

“…In terms of test results and analysis, formulas were proposed for estimating cracks space and maximum crack width. Based on experimental study of 18 partially prestressed continuous steel−concrete composite beams, Yu Zhiwu and Guo Fengqi [4] discussed laws of crack formation and expansion in negative bending region and presented empirical formulas for calculating crack width of SCCPIT by consideration of combined force ratio, spacing of shear connectors and relative height ratio of steel girder to concrete slab.…”

Section: Introductionmentioning

confidence: 99%

“…In general, current studies of calculation method for crack width of SCCPIT's are scarce and calculated results of crack width by proposed empirical formulas in literature [2], [3] and [4] vary greatly from each other. In addition, there is no calculation formula for crack width of SCCPIT in corresponding design codes like Eurocode4 and AASHTO LRFD Bridge Design Specification (2004).…”

Section: Introductionmentioning

confidence: 99%

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Calculation of Crack Width of Steel-Concrete Composite Beam Prestressed with Internal Tendons

Jiang

Bai

Xue

2014

AMR

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Steel-concrete composite beam prestressed with internal tendons (SCCPIT) is composed of prestressed concrete slab, steel beam and shear connectors, etc. At present, there is no calculation formula for crack width of SCCPIT in current design codes like European standard Eurocode 4 or American code ASSHTO LERD Bridge Design Specification (2004). In this paper, calculation formulas for crack width of nonprestressed steel-concrete composite beam provided in Code for Design of SteelConcrete Composite Structure (DL/T 50851999) were adopted as a basis for modification. On the basis of available test results, calculation formulas for uneven coefficient of reinforcement strain and average crack space were modified by consideration of concrete slab width and combined force ratio. Hence, empirical calculation formulas for crack width of SCCPIT under negative moment were proposed. In order to verify accuracy of proposed formulas, available test results including results of five simply supported SCCPITs previously conducted by author were introduced, and comparisons indicated that calculated values were in good agreement with test results.

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Section: Average Spacing Of Cracksmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Calculation of Crack Width of Steel-Concrete Composite Beam Prestressed with Internal Tendons

Jiang

Bai

Xue

2014

AMR

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“…The structure is applicable to nuclear containment, liquid and gas retaining structures and blast resistant shelters. The SPCC can also be used in strengthening and rehabilitating existing structures [4] [5] .…”

Section: Introductionmentioning

confidence: 99%

Flexural Behavior of Steel Plate-Concrete Composite Beams

Nie

Zhao

2008

KEM

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In this paper, the steel plate-concrete composite (SPCC) beam is developed, in which traditional steel beam in the steel-concrete composite beam is replaced by a steel plate. The aim to develop this type of composite beam is to provide a theoretical basis for design of SPCC structures and SPCC-strengthened structures. In order to investigate the flexural behavior of SPCC beams, tests were conducted on five specimens with loading cases of four-point or three-point bending. All the beams were identical in geometry, longitudinal reinforcement, stirrup, and concrete strength but various in steel plate thickness, shear connection degree, shear span length and cut-off position of steel plate. The structural behavior of the tested SPCC beams, including strain, deflection, crack width, load carrying capacity and deformability, etc., were measured and analyzed. Based on test results, it can be concluded that by means of appropriate shear connection degree and anchorage length, steel plate and concrete can work together very well and the SPCC beams have a very good ductility. The ultimate strength of the SPCC beams can be calculated by means of the same plastic method as reinforced concrete beams.

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“…Nie et al carried out thirteen tests of composite beams in three groups, and the test showed that the actual shear strength of the shear studs in the composite beam was much larger than the calculated value. Based on ensured quality of the stud, the phenomenon of self-destruction rarely occurs between the composite floor slabs and steel beams even for full shear connection and partial shear connection [23]. Because of these provisions, the critical failure mode is in bearing failure.…”

Section: Ultimate Tensile Capacity P Slab Of Double-span Composite Flmentioning

confidence: 99%

Progressive Collapse Assessment of the Steel Moment-frame with Composite Floor Slabs Based on Membrane Action and Energy Equilibrium

Shi¹,

Wang²,

Dong³

2017

TOBCTJ

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Background and Objective:Progressive collapse resistance of the steel moment-frame with composite floor slabs can be assessed by sudden column loss scenarios. In order to investigate the progressive collapse-resistant capacity of the steel moment-frame with composite floor slabs, a simplified approach based on the theory of membrane action and energy equilibrium principle is presented, which assessed the behaviour of progressive collapse resistance of this frame subjected to the removal of a penultimate column via the static and dynamic analysis. Mateial and Method:The residual vertical bearing capacity model considering of the membrane action and tie force (TF) method of composite floor slabs is developed to evaluate the force mechanism of the composite floor slabs. An energy-based theoretical framework is proposed for calculating the maximum allowable dynamic demands based on the nonlinear static Pulldown analysis, which is used to explore the relationship between of dynamic and static response in the progressive collapse process. Furthermore, the finite element software SAP2000 is used to calculate the numerical example to verify the reliability of this simplified approach. Results:The results show that the composite floor slabs significantly improve the structural progressive collapse-resistant ability and this simplified approach evaluates the progressive collapse resistance of the whole structure effectively. Conclusion:The existence of the floor can increase the ductility of the structure, and increase the progressive collapse-resistant ability. The appropriate value of the DIF depends on the ductility and amount of inelastic action the structure would experience during the column removal scenario.

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The Stability Study on Steel-Concrete Composite Plates

Cited by 8 publications

References 0 publications

Calculation of Crack Width of Steel-Concrete Composite Beam Prestressed with Internal Tendons

Calculation of Crack Width of Steel-Concrete Composite Beam Prestressed with Internal Tendons

Flexural Behavior of Steel Plate-Concrete Composite Beams

Progressive Collapse Assessment of the Steel Moment-frame with Composite Floor Slabs Based on Membrane Action and Energy Equilibrium

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