Experimental verification referring to the new shape of the perforated steel strip

Abstract Perforated steel strips are used as reliable shear connectors many years. During this time, many different shapes of the openings or recesses were developed to improve the durability and resistance of the shear connection. Behaviour of these strips were mainly verified by experimental research, but many parameters could not be measured. Numerical analysis provides not only easy and fast way of testing the behaviour of specimens, but also the possibility to improve the geometry of the strips. Modified steel strips can be deeply investigated in simulations and subsequently verified by push-out tests in laboratories. The combination of these two methods can bring the spectrum of the information that can complexly describe the behaviour, durability and also the weak points of the shear connection, especially in case of the new or modified shape.

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Shear behavior of large stud shear connectors embedded in ultra-high-performance concrete

Advances in Structural Engineering ◽

10.1177/1369433220939208 ◽

2020 ◽

Vol 23 (16) ◽

pp. 3401-3414

Author(s):

Yuqing Hu ◽

Huiguang Yin ◽

Xiaomeng Ding ◽

Shuai Li ◽

JQ Wang

Keyword(s):

Numerical Analysis ◽

High Performance ◽

High Performance Concrete ◽

Concrete Slab ◽

Shear Behavior ◽

Shear Capacity ◽

Ultra High Performance Concrete ◽

Shear Connectors ◽

Push Out ◽

Static Shear

In this article, the static shear behavior of large-headed studs embedded in ultra-high-performance concrete was investigated by push-out test and numerical analysis. A total of nine push-out specimens with single and grouped studs embedded in ultra-high-performance concrete and normal strength concrete slabs were tested. In the testing process, only shank failure appeared without cracks occurring on the surface of ultra-high-performance concrete slab when the steel–ultra-high-performance concrete specimens reached ultimate shear capacity. The shear capacity of specimens with large studs embedded in ultra-high-performance concrete slab increased by 10.6% compared those in normal concrete, and the current design codes such as Eurocode4, AASHTO LFRD 2014, and GB50017-2003 all underestimate the shear capacity of such kind of steel–ultra-high-performance concrete composite structures according to experimental results. Numerical models were established using ABAQUS with introducing damage plasticity material model. The influence of stud diameter, concrete strength, thickness of clear cover, and spacing of studs on the static shear behavior was thoroughly investigated via parametric analysis. Based on the experimental and numerical analysis, the existence of wedge block and the decrease of axis force are beneficial for improving the shear capacity of stud shear connectors.

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Study on Flexural Behavior of the Steel-Full Depth Precast Concrete Panel Beams

Advanced Materials Research ◽

10.4028/www.scientific.net/amr.163-167.1980 ◽

2010 ◽

Vol 163-167 ◽

pp. 1980-1986

Author(s):

Yi Min Dai ◽

Can Li ◽

Jian Xiang Ouyang

Keyword(s):

Cross Section ◽

Precast Concrete ◽

Concrete Strength ◽

Flexural Behavior ◽

Work Behaviors ◽

Entire Cross Section ◽

Shear Connectors ◽

Shear Connection ◽

Push Out ◽

Composite Steel

Based on twelve push-out specimens with different holes filling different materials,the paper compared and analyzed the capacity and the corresponding slip value of the stud shear connector.Meanwhile, tests were also conducted on three composite steel-FDPCP(Full-Depth Precast Concrete Panel) beams with different holes shape and degree of shear connection to investigate the characteistics of load-displacement,load-deflection,load-strain of the total cross section and monolithic action of the entire cross section in the paper. The results show that, as to the two different kinds of holes shape ,the strength of the stud shear connectors of square push-out specimens was huger than that of circular specimens with the same condition; the strength of stud shear connectors in steel-concrete composite structure was decided by the strength of concrete surrounding the shear in the holes, with increasing concrete strength, the strength of stud shear connectors improved greatly; the composite steel-FDPCP beams failed in bending,plane section was maintained in composite beams throughout the testing process.the composite steel-FDPCP beams have some merits :good bearing capacity, good anti-bend capability, fast pile-driving pace and perfect work behaviors as a whole;the ultimate flexural capacity of the composite steel-FDPCP beams with a full shear connection is close to that of a partial shear connection. The outputs of this study are very useful for further understanding of the characteristics of the composite steel-FDPCP beams,it is also expected that the results presented in this paper should be valuable for the design of the composite steel-FDPCP beams.

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FEASIBILITY OF USING BOLTED SHEAR CONNECTOR WITH COLD-FORMED STEEL IN COMPOSITE CONSTRUCTION

Jurnal Teknologi ◽

10.11113/jt.v78.9226 ◽

2016 ◽

Vol 78 (6-12) ◽

Author(s):

Mustapha Muhammad Lawan ◽

Mahmood Md. Tahir ◽

Emad Hosseinpour

Keyword(s):

Shear Connector ◽

Test Results ◽

Composite Construction ◽

Composite Action ◽

Shear Connectors ◽

Shear Connection ◽

Cold Formed Steel ◽

Hot Rolled ◽

Hot Rolled Steel ◽

Push Out

In conventional composite construction for hot-rolled steel (HRS) section, the composite action is usually achieved by using headed studs shear connectors. But, for cold-formed steel (CFS) section, the use of headed studs is not feasible as the section is very thin and difficult to be weld. Therefore, an innovative way of shear connection mechanism of using bolt and nut is suggested in this study. This paper presents the feasibility of using bolt as shear connector by presenting experimental test results so as to explore more on their capability to be used as shear connectors. The study investigated the structural capability of the proposed bolted shear connector when used in concrete known as Self-compacting concrete (SCC) integrated with CFS to provide the required composite action. Push out test specimens with bolted shear connector of grade 8.8 at designated intervals longitudinally spaced were fabricated, cast and tested to failure. The results showed that the proposed shear connector was structurally capable and also an appreciable strength resistance was achieved.

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A parametric study of perfobond rib shear connectors

Canadian Journal of Civil Engineering ◽

10.1139/l94-063 ◽

1994 ◽

Vol 21 (4) ◽

pp. 614-625 ◽

Cited By ~ 134

Author(s):

E. C. Oguejiofor ◽

M. U. Hosain

Keyword(s):

Compressive Strength ◽

Shear Capacity ◽

Transverse Reinforcement ◽

Shear Connectors ◽

Shear Connection ◽

New Type ◽

Flat Steel ◽

Compressive Strength Of Concrete ◽

Headed Stud ◽

Push Out

This paper summarizes the results of 40 push-out test specimens with a new type of shear connector called perfobond rib. This connector is a flat steel plate with a number of holes punched through. The test specimens were designed to study the effect of a number of parameters on the shear capacity of the connection. These were the number and spacing of rib holes, transverse reinforcement, and compressive strength of concrete. The main objective of this study was to derive an expression for predicting the capacity of perfobond rib connector based on the results of the parametric study.The test results indicate that the shear capacity of the perfobond rib connector increases with the number of rib holes as long as the hole spacing is at least 2.25 times the diameter of the holes. The effect of increasing the transverse reinforcement ratio from 0.27% to 0.36% was an increase of approximately 16% in the shear capacity of the connection. Similarly, an increase of 36% in the shear connection capacity was achieved due to a 63% increase in concrete strength.An expression for computing the shear capacity of perfobond rib connectors is proposed. A regression analysis, which is based on a model that takes into account the contributions of concrete dowels formed by the rib holes, the transverse reinforcement, and the strength of concrete, was used in the derivation. Key words: composite beam, perfobond rib connector, headed stud, push-out test, compressive strength of concrete, transverse reinforcement.

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Cohesive Zone Model Based Numerical Analysis of Steel-Concrete Composite Structure Push-Out Tests

Mathematical Problems in Engineering ◽

10.1155/2014/175483 ◽

2014 ◽

Vol 2014 ◽

pp. 1-12 ◽

Cited By ~ 4

Author(s):

J. P. Lin ◽

J. F. Wang ◽

R. Q. Xu

Keyword(s):

Numerical Analysis ◽

Cohesive Zone ◽

Composite Structures ◽

Cohesive Zone Model ◽

Constitutive Relations ◽

Shear Stiffness ◽

Shear Capacity ◽

Zone Model ◽

Shear Connectors ◽

Push Out

Push-out tests were widely used to determine the shear bearing capacity and shear stiffness of shear connectors in steel-concrete composite structures. The finite element method was one efficient alternative to push-out testing. This paper focused on a simulation analysis of the interface between concrete slabs and steel girder flanges as well as the interface of the shear connectors and the surrounding concrete. A cohesive zone model was used to simulate the tangential sliding and normal separation of the interfaces. Then, a zero-thickness cohesive element was implemented via the user-defined element subroutine UEL in the software ABAQUS, and a multiple broken line mode was used to define the constitutive relations of the cohesive zone. A three-dimensional numerical analysis model was established for push-out testing to analyze the load-displacement curves of the push-out test process, interface relative displacement, and interface stress distribution. This method was found to accurately calculate the shear capacity and shear stiffness of shear connectors. The numerical results showed that the multiple broken lines mode cohesive zone model could describe the nonlinear mechanical behavior of the interface between steel and concrete and that a discontinuous deformation numerical simulation could be implemented.

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Numerical assessment of shear connection for steel and concrete composite floors

IABSE Symposium, Guimarães 2019: Towards a Resilient Built Environment Risk and Asset Management ◽

10.2749/guimaraes.2019.1156 ◽

2019 ◽

Author(s):

Talita L. Silva ◽

Isabel B. Valente

Keyword(s):

Numerical Models ◽

Concrete Slab ◽

Shear Stresses ◽

Shear Connectors ◽

Shear Connection ◽

Numerical Assessment ◽

Connection System ◽

Parametric Analyses ◽

Push Out ◽

Composite Floors

<p>The use of steel and concrete in composite floors contributes to more sustainable constructions, because they become lighter, the overall weight of the building is reduced and the steel components can act as formwork. Composite flooring solutions are usually composed by a composite concrete slab and a steel profile. This system is mechanically successful if shear connectors are used, as they guarantee the transmission of shear stresses between the steel and the concrete components. This investigation proposes the use of a connection system, composed by a ribbed steel plate welded to the profile and is embedded into the concrete slab after the concreting phase. The study was carried out through numerical modelling to represent a group of push-out tests previously performed. From the comparison with the experimental results, it was possible to calibrate the numerical models and developed parametric analyses.</p>

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Experimental and numerical analysis of composite steel and concrete trusses

Revista IBRACON de Estruturas e Materiais ◽

10.1590/s1983-41952021000200001 ◽

2021 ◽

Vol 14 (2) ◽

Author(s):

Joel Donizete Martins ◽

Sineval Esteves Pereira Junior ◽

Ellen Martins Xavier ◽

Luiz Henrique de Almeida Neiva ◽

Arlene Maria Cunha Sarmanho

Keyword(s):

Numerical Analysis ◽

Experimental Analysis ◽

Concrete Slab ◽

Full Scale ◽

Local Effects ◽

Analytical Formulation ◽

Shear Connectors ◽

Shear Connection ◽

Full Scale Tests ◽

Good Agreement

Abstract In the present work, two composite trusses formed by tubular shapes supporting a concrete slab were evaluated. Based on analytical formulation related to the problem, according to recommendations of standards, numerical analyses were performed, with models created using the software Ansys, and an experimental analysis with full-scale tests. Good agreement between the three analysis types was observed. A possible shear connection failure in one truss was observed. With a change in the second truss's connector length, an increase in the structure's strength and rigidity was achieved. In this study, because the shear connectors were directly welded on the upper chord wall, local effects with localized plastifications were evidenced.

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FIRE RESISTACE OF SHEAR CONNECTORS FOR COMPOSITE BEAMS

Building and reconstruction ◽

10.33979/2073-7416-2020-92-6-59-65 ◽

2020 ◽

Vol 92 (6) ◽

pp. 59-65

Author(s):

G.P. TONKIH ◽

◽

D.A. CHESNOKOV ◽

◽

Keyword(s):

Fire Resistance ◽

Composite Structure ◽

Composite Structures ◽

Composite Beams ◽

Design Codes ◽

Connection Strength ◽

Shear Connectors ◽

Shear Connection ◽

Capacity Reduction ◽

Russian Research

Most of Russian research about composite structure fire resistance are dedicated to the composite slab behavior. The composite beams fire resistance had been never investigated in enough volume: the temperature evaluation within the scope of the actual Russian design codes leads to the significant reduction in the shear connection strength. Meanwhile, there no correlation between the strength decreasing and type of the shear connection. The article provides an overview of the relevant researches and offers some approaches which could take into account bearing capacity reduction of the shear connectors within composite structures design.

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