Composite Action of Structural Steel Beams and Precast Concrete Slabs for the Flexural Strength Limit State

2007 ◽  
Vol 7 (2) ◽  
pp. 123-133 ◽  
Author(s):  
B Uy ◽  
M A Bradford
Keyword(s):  
Flexural Strength ◽  
Structural Steel ◽  
Precast Concrete ◽  
Limit State ◽  
Concrete Slabs ◽  
Steel Beams ◽  
Composite Action ◽  
Strength Limit

scholarly journals Design for Deconstruction for Sustainable Composite Steel-Concrete Floor Systems

2018 ◽  
Author(s):  
Jerome F. Hajjar ◽  
Lizhong Wang ◽  
Mark D. Webster
Keyword(s):  
Raw Materials ◽  
Precast Concrete ◽  
Composite Beams ◽  
Flexural Behavior ◽  
Concrete Slabs ◽  
Steel Beams ◽  
Design Strategies ◽  
Composite Action ◽  
Floor Systems ◽  
Headed Stud

Conventional steel-concrete composite floor systems utilizing steel headed stud anchors and metal decks are cost-effective and widely used solutions for non-residential multi-story buildings, due in part to their enhanced strength and stiffness relative to non-composite systems. Because these systems use steel headed stud anchors welded onto steel flanges and encased in cast-in-place concrete slabs to achieve composite action, it is not possible to readily deconstruct and reuse the steel beams and concrete slabs. As the building industry is moving towards sustainability, there are clear needs for developing sustainable steel-concrete composite floor systems to facilitate material reuse, minimize consumption of raw materials, and reduce end-of-life building waste. This paper presents the behavior and design strategies for a sustainable steel-concrete composite floor system. In this system, deconstructable clamping connectors are utilized to attach precast concrete planks to steel beams to achieve composite action. The load-slip behavior of the clamping connectors was studied in pushout tests, and the test results showed that the clamping connectors possess similar shear strength to 19 mm diameter shear studs and much greater slip capacity. Four full-scale beam tests were performed to investigate the flexural behavior of the deconstructable composite beams under gravity loading and validate the connector behavior attained from the pushout tests. All the beams behaved in a ductile manner. The flexural strengths of the composite beam specimens closely match the strengths predicted for composite beams by the design provisions of the American Institute of Steel Construction (AISC).

Structural behavior of alternative low floor height system using structural "tee," half precast concrete, and horizontal stud

2005 ◽  
Vol 32 (2) ◽  
pp. 329-338 ◽  
Author(s):  
Young K Ju ◽  
Sang-Dae Kim
Keyword(s):  
Composite Beam ◽  
Precast Concrete ◽  
Steel Structure ◽  
Monotonic Loading ◽  
Concrete Slabs ◽  
Steel Beams ◽  
Height System ◽  
Loading Tests ◽  
Beam Height ◽  
Storey Building

Conventional composite construction consisting of steel beams and concrete slabs has been widely used throughout the world. When compared with a concrete flat-slab structure, however, the reduced beam height is a significant problem and is particularly important in a city where land prices are higher because a height reduction of 15 cm per storey can lead to a 750 cm reduction in the total height for a 50 storey building (equivalent to two storeys). In this paper a newly developed composite beam, the technical, economical, and convenient (TEC) beam, is proposed and experimentally investigated using a series of monotonic loading tests. The results show that the capacity of the proposed system is in agreement with design code predictions, and the system demonstrates a reliable composite behavior between steel beam and concrete slab.Key words: composite beam, steel structure, monotonic loading, flexural capacity.

scholarly journals Development and Application of Precast Concrete Floor Panels with Structural Steel Beams on Umeda Center Project

1986 ◽  
Vol 24 (12) ◽  
pp. 33-40
Author(s):  
S. Wada ◽  
H. Okumoto ◽  
Y. Sugimoto ◽  
K. Nishikawa
Keyword(s):  
Structural Steel ◽  
Precast Concrete ◽  
Steel Beams ◽  
Concrete Floor

scholarly journals Deconstructable Flush End Plate Beam-to-Column Composite Joints: Component- Based Modelling

2018 ◽  
Author(s):  
Mark Andrew Bradford
Keyword(s):  
Composite Structures ◽  
Precast Concrete ◽  
Limit State ◽  
Structural Response ◽  
High Strength ◽  
Steel Beams ◽  
Composite Joints ◽  
Building Structures ◽  
Initial Stiffness ◽  
End Plate

Within a paradigm of designing building structures for their end-of-life deconstruction, thispaper addresses flush end plate beam-to-column composite joints that may be dis-assembledand reused elsewhere. The joints consist of steel beams bolted to steel columns, and these aremade composite over the joint with precast concrete slabs attached to the top flange of thesteel beams with post-tensioned high strength bolted shear connectors installed in clearanceholes. Joints of this type experience partial shear connection, and accordingly their designneeds to incorporate this effect. Experimental work reported elsewhere by the authors showsthat a structural system of this type may indeed be deconstructed, even when loaded beyondthe serviceability limit state, and that the moment-rotation response is both robust andductile. A numerical modelling using ABAQUS software is introduced in the paper, and theresults of this are used identify the parameters most influential in the structural response,and to propose equations for the initial stiffness, moment capacity and rotation capacity of ajoint. These equations are consistent with the component-based representation of theEurocode 4 and draft Australian AS2327 composite structures standard.

Numerical Study of Steel Beams in Sub-frame Assembly Validation of Existing Hand Calculation Procedures

2015 ◽  
Vol 6 (2) ◽  
pp. 123-140
Author(s):  
Naveed Iqbal ◽  
Tim Heistermann ◽  
Milan Veljkovic ◽  
Fernanda Lopes ◽  
Aldina Santiago ◽  
...  
Keyword(s):  
Numerical Study ◽  
Limit State ◽  
Design Methods ◽  
Structural Member ◽  
Steel Beams ◽  
Strength Assessment ◽  
Strength Limit ◽  
Steel Members ◽  
Hand Calculation ◽  
Calculation Procedures

The design methods currently proposed by the codes prescribe the strength assessment of structures to be based on their strength limit state. These design methods can be applied to isolated steel members to determine their design strengthin fire. The real response of a structural member is, however, more complex due to the thermal expansion and the presence of restraints against this expansion by the surrounding structure. It is therefore imperative to study the response of a structural member at high temperature in a way which includes its interaction with its surroundings. This paper focus on the numerical investigation of steel beams in structural frames connected to concrete filled tubular (CFT) columns through reverse channel connections and comparison to hand calculation procedures. Finite element models (FEM) of the sub-frames were validated against fire tests conducted on sub-frames and then their results were compared to the proposed simplified hand calculation procedures (HCM).

Combined flexure and torsion of I-shaped steel beams

1989 ◽  
Vol 16 (2) ◽  
pp. 124-139 ◽  
Author(s):  
Robert G. Driver ◽  
D. J. Laurie Kennedy
Keyword(s):  
Limit State ◽  
Bending Moment ◽  
Phase Behaviour ◽  
Inelastic Interaction ◽  
Steel Beams ◽  
Ultimate Limit State ◽  
Second Phase ◽  
Design Standards ◽  
Limit States ◽  
Interaction Diagram

Design standards provide little information for the design of I-shaped steel beams not loaded through the shear centre and therefore subjected to combined flexure and torsion. In particular, methods for determining the ultimate capacity, as is required in limit states design standards, are not presented. The literature on elastic analysis is extensive, but only limited experimental and analytical work has been conducted in the inelastic region. No comprehensive design procedures, applicable to limit states design standards, have been developed.From four tests conducted on cantilever beams, with varying moment–torque ratios, it is established that the torsional behaviour has two distinct phases, with the second dominated by second-order geometric effects. This second phase is nonutilizable because the added torsional restraint developed is path dependent and, if deflections had been restricted, would not have been significant. Based on the first-phase behaviour, a normal and shearing stress distribution on the cross section is proposed. From this, a moment–torque ultimate strength interaction diagram is developed, applicable to a number of different end and loading conditions. This ultimate limit state interaction diagram and serviceability limit states, based on first yield and on distortion limitations, provide a comprehensive design approach for these members. Key words: beams, bending moment, flexure, inelastic, interaction diagram, I-shaped, limit states, serviceability, steel, torsion, torque, ultimate.

scholarly journals Modeling of joint work of steel beam constructions with reinforced concrete ribbed floor slabs

2021 ◽  
pp. 44-57
Author(s):  
Yevhen Dmytrenko
Keyword(s):  
Reinforced Concrete ◽  
Cross Section ◽  
Precast Concrete ◽  
Concrete Slabs ◽  
Effective Width ◽  
Joint Work ◽  
Load Bearing ◽  
Reinforced Concrete Slabs ◽  
Industrial Buildings ◽  
Floor Slabs

Traditional methods of calculation of beam constructions of floors and coverings of industrial buildings assume their consideration when calculating separately from the frame structures, in particular, reinforced concrete slabs, without taking into account their joint work, which leads to a significant margin of safety. Today in Ukraine there is a significant number of industrial buildings and structures that need strengthening and reconstruction. In this regard, of particular importance are studies of the actual load-bearing capacity of the frames of single-storey and multi-storey industrial buildings, and both in the reconstruction and in new construction, the results of which will significantly reduce costs and more rationally design structures. At the same time, one of the most relevant areas is the study of the joint work of metal load-bearing structures with prefabricated reinforced concrete structures of rigid disks of coatings and floors in their calculation.           Moreover, in the national building codes, as well as in the educational and methodological literature, the calculation methods of taking into account the joint work of such constructions are not fully covered. The purpose of this work is to estimate the reduction of mass of the metal beam structure in its calculation in bending, taking into account the joint work with the rigid disk of the floor consist of precast concrete. As part of the study, the calculation of the floor beam according to the traditional calculation scheme - without taking into account the joint work with the floor slab, the calculation of its cross-section taking into account the joint work with floor slabs and experimental numerical study of the floor by the finite element method. Modeling of the floor fragment was performed in the software packages "SCAD Office" and "LIRA CAD 2019". Numerical research is aimed at verifying the feasibility of using the calculation methodology of DBN B.2.6-98-2009 to determine the effective width of the shelf when calculating the T-sections for prefabricated reinforced concrete slabs, which are included in the joint work with the floor beams. A comparative analysis of the obtained cross-section of the beam with the beam which was previously calculated by the traditional method of calculation  in stresses in the most dangerous cross section and the total mass of the beams. According to the results of the analysis, the correctness of the application of the above normative method for determining the effective width of the shelf of T-bending reinforced concrete elements was confirmed.

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