• Title/Summary/Keyword: Profiled steel plate

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Flexural Capacity of the Profiled Steel Composite Beams with Truss Deck Plate (트러스 데크를 사용한 강판성형 합성보의 휨성능 평가)

  • Heo, Byung Wook;Kwak, Myong Keun;Bae, Kyu Woong;Jung, Sang Min;Kang, Suk Kuy
    • Journal of Korean Society of Steel Construction
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    • v.19 no.4
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    • pp.413-423
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    • 2007
  • Slimfloor composite-beam systems could considerably reduce the story height of a building if the steel beam would be installed deep into the concrete floor slab. However, as the depth of the steel beam's installation is limited, it cannot cope with the various demands of building systems. To address this problem, a profiled steel beam section that can control the depth of the steel beam's and slabs' installation was developed in this study. Presented herein are the results of an experiment that was conducted focusing on the flexural behavior of the partially connected composite beams with profiled steel beams encased in composite concrete slabs. Five full-scale specimens with different slab types, with or without shear connection and reinforcement bars, were constructed and tested in this study. As a result, the shear bond stress without an additional shear connection was found to be $0.20{\sim}0.76N/mm^2$due to the inherent mechanical and chemical bond stress.

Strength Behavior of Simply Supported Longitudinally Profiled Plates (단순지지 압연변두께 강판의 압축강도 특성)

  • Hwang, Won-Sup;Kim, Hyun-Min
    • Journal of Korean Society of Steel Construction
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    • v.13 no.3
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    • pp.245-254
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    • 2001
  • This paper presents the basic data for the strength behavior of longitudinally profiled plates(LP plate). The effects of loading conditions, thickness and slenderness ratio of plates are examined by using FEM analysis. The analysis results shown that the strength behavior of LP plate is varied with the loading conditions. The major causes of the reduction in strength are the distribution of deflection and the slenderness ratio of plate. Based on the results, this paper presents some discussions about the strength evaluation of LP plate with considering the equivalent thickness.

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An Experimantal Study on the Flexible Capacity of New Shape Flat Deck Plate(ACE-DECK) for Using Composite Slabs Systems. (신형상의 합성용 평데크플래이트(ACE-DECk)의 휨성능에 대한 실험적 연구)

  • Oh, Sang-Hoon;Jang, In-wha;Bae, Kyu-woong;Heo, Byung-wook;Yang, Myung-sook
    • Journal of Korean Society of Steel Construction
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    • v.13 no.3
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    • pp.265-277
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    • 2001
  • This paper present a study on the flexural behavior of composite slabs using the flat-type profiled(ACE-DECK) steel deck plate which are developed recently. Forty eight composite slabs with different thickness, span, shear span and deck profile were tested to evaluate the flexural capacity and compared to the existing traperzodial deck profiles (KEM, ALPHA-DECK) According to the experiment results, flat-type profiled steel deck plate indicates more excellent capacity than existing traperzodial deck profiles in strength, stiffness, and ductility. The equation proposed by ASCE code for the effective moment of inertia are more acceptable than the equation proposed by ACI code. Thus, in this paper, test results are summarized by strength, stiffness, and deformation capacity for the specimens.

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Local buckling behaviour of steel plate elements supported by a plastic foam material

  • Mahendran, M.;Jeevaharan, M.
    • Structural Engineering and Mechanics
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    • v.7 no.5
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    • pp.433-445
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    • 1999
  • Sandwich panels comprising steel facings and a polystyrene foam core are increasingly used as roof and wall claddings in buildings in Australia. When they are subjected to loads causing bending and/or axial compression, the steel plate elements of their profiled facing are susceptible to local buckling. However, when compared to panels with no foam core, they demonstrate significantly improved local buckling behaviour because they are supported by foam. In order to quantify such improvements and to validate the use of available design buckling stress formulae, an investigation using finite element analyses and laboratory experiments was carried out on steel plates that are commonly used in Australia of varying yield stress and thickness supported by a polystyrene foam core. This paper presents the details of this investigation, the buckling results and their comparison with available design buckling formulae.

An Experimental Study on the Shear Behavior of Composite Slabs Using Newly Developed Flat Deck-Plate(ACE-DECK) (신개발된 평데크플레이트(ACE-DECk)를 이용한 합성술래브의 전단거동에 관한 실험적 연구)

  • Heo, Byung-wook;Yang, Myung-Sook;Bae, Kyu-woong;Oh, Sang-Hoon
    • Journal of Korean Society of Steel Construction
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    • v.13 no.3
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    • pp.255-263
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    • 2001
  • Longitudinal shear failure is the most common failure-type in composite slabs. In this paper, the shear-connection behavior of composite slabs with a particular profiled steel sheeting, so called ACE-DECK, having a depth of 60mm is studied experimentaly. Twenty two pull-out test specimens of different shapes, concrete topping thickness, and different steel sheeting thickness are carried out. It is founded that the shear connection behavior of composite slabs are not affected significantly in the steel sheeting thickness and concrete topping thickness. A new type of profiled steel sheeting is more effective in shear-bond strength that of existing flat-type deck plate, which can offer longitudinal shear strength in composite slope up to $3.6kgf/cm^2$

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Tests on composite slabs and evaluation of relevant Eurocode 4 provisions

  • Salonikios, Thomas N.;Sextos, Anastasios G.;Kappos, Andreas J.
    • Steel and Composite Structures
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    • v.13 no.6
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    • pp.571-586
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    • 2012
  • The paper addresses some key issues related to the design of composite slabs with cold-formed profiled steel sheets. An experimental programme is first presented, involving six composite slab specimens tested with a view to evaluating Eurocode 4 (EC4) provisions on testing of composite slabs. In four specimens, the EC4-prescribed 5000 load cycles were applied using different load ranges resulting from alternative interpretations of the reference load $W_t$. Although the rationale of the application of cyclic loading is to induce loss of chemical bond between the concrete plate and the steel sheet, no such loss was noted in the tests for either interpretation of the range of load cycles. Using the recorded response of the specimens the values of factors m and k (related to interface shear transfer in the composite slab) were determined for the specific steel sheet used in the tests, on the basis of three alternative interpretations of the related EC4 provisions. The test results confirmed the need for a more unambiguous description of the m-k test and its interpretation in a future edition of the Code, as well as for an increase in the load amplitude range to be used in the cyclic loading tests, to make sure that the intended loss of bond between the concrete slab and the steel sheet is actually reached. The study also included the development of a special-purpose software that facilitates design of composite slabs; a parametric investigation of the importance of m-k values in slab design is presented in the last part of the paper.

Experimental Study on the Shear Capacity of Cap-Type Shear Connectors With Constant Intervals (단속배치된 캡 형상의 전단연결재의 전단내력에 관한 실험 연구)

  • Oh, Myoung Ho;Lee, Min Seok;Kim, Young Ho;Kim, Myeong Han
    • Journal of Korean Association for Spatial Structures
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    • v.18 no.2
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    • pp.121-128
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    • 2018
  • The push-out tests have been conducted on the specimens which consist of the steel beam with U-shape section and the cap-type shear connectors with constant intervals. Existing equations for the evaluation of shear connector strength have been investigated on the basis of test results. The reinforcing bars for longitudinal reinforcement and the penetrative bars for transverse reinforcement didn't have much effect on the shear capacity of the cap-type shear connector. The larger the width of cap-type shear connector was profiled, the greater the shear strength turned. The shear capacities of cap-type shear connectors with constant intervals were evaluated on the basis of push-out test results, and those were possible to be determined with proper safety margin using the Eurocode 4. The slip capacity of cap-type shear connector was shown to exceed the limit value of 6mm for sufficiently ductile behavior.