Development of Lightweight Composite Beams with High Shear Capacity

2022 ◽  
Vol 119 (1) ◽  
Author(s):  
Tayseer Z. Batran ◽  
Basem H. AbdelAleem ◽  
Assem A. A. Hassan
Keyword(s):  
Composite Beams ◽  
Shear Capacity ◽  
High Shear

scholarly journals Longitudinal shear capacity of the slabs of composite beams

1976 ◽  
Vol 3 (4) ◽  
pp. 514-522 ◽  
Author(s):  
M. N. El-Ghazzi ◽  
H. Robinson ◽  
I. A. S. Elkholy
Keyword(s):  
Composite Beam ◽  
Shear Failure ◽  
Concrete Slab ◽  
Compressive Force ◽  
Longitudinal Shear ◽  
Composite Beams ◽  
Shear Capacity ◽  
Slab Width ◽  
Two Parameters ◽  
Concrete Elements

The longitudinal shear failure of the slab of composite beams is constrained to occur at a predetermined shear surface. A method for calculating the longitudinal shear capacity of the slab of simply-supported steel–concrete composite beams is presented. The method is based on analyzing the stresses at failure of the concrete elements located at the slab shear surface.A design chart based on estimating the transverse normal stress required within the concrete slab to achieve the full ultimate flexural capacity of the composite beam is proposed. Alternatively, using elastic–plastic stress distribution across the concrete slab, the longitudinal compressive force due to bending and hence the applied moment can be predicted for any longitudinal shear capacity of the slab. The proposed design and analysis when compared to previous tests and analysis showed good agreement.The slab width and the shear span of the composite beam are found to be two important parameters which cannot be neglected when estimating the longitudinal shear capacity of the slab. These two parameters have been neglected in the empirical solutions previously adopted.

Experimental Study on Shear Behavior of Perfobond Connector with Boot Shaped Slots

2019 ◽  
Author(s):  
Zhanchong Shi ◽  
Qingtian Su ◽  
Xinyi He ◽  
Quanlu Wang ◽  
Kege Zhou ◽  
...  
Keyword(s):  
Failure Modes ◽  
Shear Stiffness ◽  
Shear Capacity ◽  
High Shear ◽  
Test Results ◽  
Precise Location ◽  
Construction Problem ◽  
Circular Holes ◽  
New Type ◽  
Push Out

<p>In order to solve the construction problem of perforating rebars’ precise location and it’s getting through the circular holes for the the conventional perfobond connector, a new type of perfobond connector with boot shaped slots was proposed. This new type perfobond connector has the advantage of convenient construction and pricise location. Three groups of push-out tests with nine specimens were carried out to study the shear capacity of the new type perfobond connector. The effect of the number and the spacing of boot shaped slots on failure modes, shear capacity, peak slip and shear stiffness were mainly studied. The test results show that the new type of perfobond connector with boot shaped slots has a high shear capacity and a good ductility, it could be widely applied on the connection between the steel and the concrete structures.</p>

scholarly journals Effect of local instability on fire response of steel beams

2017 ◽  
Vol 1 (2) ◽  
pp. 170-179 ◽  
Author(s):  
Venkatesh Kodur ◽  
Mohannad Z. Naser
Keyword(s):  
Shear Loading ◽  
Shear Capacity ◽  
Valuable Insight ◽  
High Shear ◽  
Local Instability ◽  
Steel Girders ◽  
Fire Response ◽  
Limit States ◽  
Flexural Mode ◽  
Content Type

Purpose This purpose of this paper is to quantify the effect of local instability arising from high shear loading on response of steel girders subjected to fire conditions. Design/methodology/approach A three-dimensional nonlinear finite element model able to evaluate behavior of fire-exposed steel girders is developed. This model, is capable of predicting fire response of steel girders taking into consideration flexural, shear and deflection limit states. Findings Results obtained from numerical studies show that shear capacity can degrade at a higher pace than flexural capacity under certain loading scenarios, and hence, failure can result from shear effects prior to attaining failure in flexural mode. Originality/value The developed model is unique and provides valuable insight (and information) to the fire response of typical hot-rolled steel girder subjected to high shear loading.

Behaviour of headed studs in composite beams: push-out tests

1988 ◽  
Vol 15 (2) ◽  
pp. 240-253 ◽  
Author(s):  
B. S. Jayas ◽  
M. U. Hosain
Keyword(s):  
Composite Beams ◽  
Shear Capacity ◽  
Concrete Slabs ◽  
Steel Beam ◽  
Principal Mode ◽  
Pull Out ◽  
Factor Design ◽  
Headed Stud ◽  
Load And Resistance Factor ◽  
Push Out

This paper briefly summarizes the results of tests conducted on 18 full-size push-out specimens and 4 pull-out specimens. The objective of the project was to study the behaviour of headed studs in composite beams with ribbed metal decks perpendicular and parallel to the steel beam. The longitudinal spacing of the headed studs and the rib geometry of the metal decks were the principal experimental parameters.Five of the push-out specimens had solid concrete slabs, in five specimens the ribbed metal deck was placed parallel to the steel beam, and in the remaining eight specimens the metal deck was perpendicular to the steel beam. In most cases 38 mm deck and 16 × 76 studs were used.Test results obtained by the authors appear to indicate that with some exceptions the current Canadian Standards Association and Load and Resistance Factor Design codes are able to predict stud strength correctly for specimens with solid slabs and with parallel ribbed slabs only when failure occurs owing to stud shearing, i.e., when the studs are spaced sufficiently apart. It is recommended that these codes include a provision to check the possibility of concrete-related failures when the longitudinal stud spacing approaches or falls below six times the stud diameter for solid and parallel ribbed slabs.Stud pull-out was the principal mode of failure in the specimens with perpendicular ribbed metal decks. An equation recently proposed by Hawkins and Mitchell appears to underestimate the capacity for specimens with 38 mm deck. For specimens with 76 mm deck, their equation overestimates the stud capacity. The authors have proposed two separate but similar empirical equations for specimens with 38 and 76 mm deck. Key words: composite beam, headed stud, stud shear capacity, stud pull-out failure, minimum stud spacing, perpendicular deck, parallel deck.

scholarly journals Numerical evaluation of the plastic hinges developed in headed stud shear connectors in composite beams with profiled steel sheeting

2018 ◽  
Author(s):  
Valentino Vigneri ◽  
Christoph Odenbreit ◽  
Matthias Braun
Keyword(s):  
Bearing Capacity ◽  
Numerical Evaluation ◽  
Composite Beams ◽  
Shear Capacity ◽  
Embedment Depth ◽  
Shear Connector ◽  
Load Bearing Capacity ◽  
Plastic Hinges ◽  
Load Bearing ◽  
Headed Stud

For composite beams using novel steel sheeting, the current Eurocode 4 rules sometimes overestimate the load bearing capacity of the shear connector. This is due to the larger rib heights and the smaller rib widths in comparison with the old studies, which have been carried out to calibrate the current design equations. The RFCS Project “DISCCO” investigated this phenomena and the working group under mandate M515, CEN/TC250/SC4/SC4.T3 is enhancing this equation and working on a proposal to be taken over in the new version of Eurocode 4.The proposed new equation covers the failure behaviour of the shear connection more in detail. The test results show, that the failure consists in a combined concrete cone and stud in bending. Due to the geometry of novel steel sheeting, the load bearing capacity of the headed stud shear connector is no more limited by its shear capacity, but by its bending capacity.A 3D non-linear finite element model is developed and validated through the support of the DISCCO push-out tests. A good agreement between numerical and experimental results in terms of force-slip behaviour is achieved. Special attention of this work lies on the numerical evaluation of the number of plastic hinges ny: a stress-based procedure is presented and the results are compared to the equations presented for new Eurocode 4.The numerical simulations show that the upper plastic hinge moves up as the slip increases due to the progressive crushing of the concrete in the rib. From the parametric study, it turns out that ny is linearly proportional to the embedment depth. Compared to pre-punched hole decking, through-deck welding specimen activates less plastic hinges in the studs because of the higher stiffness provided at the base of the stud.

scholarly journals Experimental Study on the Shear Behavior of GFRP–Concrete Composite Beam Connections

Materials ◽  
2020 ◽  
Vol 13 (5) ◽  
pp. 1067 ◽  
Author(s):  
Jin Di ◽  
Lu Cao ◽  
Jiahao Han
Keyword(s):  
Bearing Capacity ◽  
Failure Mode ◽  
Perforated Plate ◽  
Ductile Failure ◽  
High Strength ◽  
Composite Beams ◽  
Ultimate Bearing Capacity ◽  
Shear Capacity ◽  
Perforated Plates ◽  
Plate Connections

Monotonic push-out tests were carried out on 11 specimens having high-strength bolt, T-type perforated plate, or slot-type perforated plate connections to investigate the influence of different connection types on the interface performance of glass fiber reinforced polymer (GFRP)–concrete composite beams. The effects of the number of rows and spacing of high-strength bolts on the failure mode, load–slip relationship, and shear capacity were analyzed. The effects of the number and spacing of holes in the perforated plates, and the inclusion of transverse rebar were analyzed. The results show that the failure mode of the bolt specimens is brittle failure and the perforated plate is ductile failure. The single bolt connection has the lowest ultimate bearing capacity, while the single T-shaped and slotted perforated plates are 170% and 270% times greater. The rows and spacing have no difference in bolts. The perforated plate gradually decreased with an increase in rows and gradually increased with an increase in spacing. The transverse rebar can increase the ultimate bearing capacity and ductility in the plastic stage for perforated plate. Accordingly, there are good choices for interface connectors for GFRP–concrete composite beams, while bolt connectors need to be carefully chosen.

Calculation of Shear Capacity of Steel and Concrete Composite Beams Strengthened with FRP

2012 ◽  
Vol 166-169 ◽  
pp. 3290-3293
Author(s):  
Jiong Feng Liang ◽  
Ze Ping Yang ◽  
Jian Bao Wang ◽  
Jian Ping Li
Keyword(s):  
Experimental Data ◽  
Composite Beams ◽  
Shear Capacity ◽  
Fiber Reinforced Polymer ◽  
Rc Beams ◽  
Fiber Reinforced ◽  
Reinforced Polymer

Some calculated methods of shear capacity of RC beams strengthened with FRP (fiber reinforced polymer) are reviewed based on the experimental data on shear capacity of RC beams strengthened with FRP. Therefore, according to the destruction forms of steel and concrete composite beams strengthened with FRP, the formula for calculating the shear capacity of the beams are given. The formula is expressed clearly, simple and easy to use.

scholarly journals Study on Shear Behavior of Multi-Bolt Connectors for Prefabricated Steel–Concrete Composite Beams

2021 ◽  
Vol 8 ◽  
Author(s):  
Wei Wang ◽  
Xie-dong Zhang ◽  
Xi-long Zhou ◽  
Lin Wu ◽  
Hao-jie Zhu
Keyword(s):  
Mechanical Performance ◽  
Concrete Strength ◽  
Three Dimensional ◽  
Shear Stiffness ◽  
Element Model ◽  
Composite Beams ◽  
Shear Capacity ◽  
Construction Time ◽  
Shear Connectors ◽  
Shear Performance

Multi-bolt shear connectors (MBSCs), arranging bolts as a group in several rows, can be applied in prefabricated steel–concrete composite beams or bridges (SCCBs) to reduce the construction time and meet the requirements of sustainable development. The mechanical behavior of bolt shear connectors has been broadly investigated in recent years, but they were mainly focused on the normal arrangement. The shear performance of MBSCs is not consistent with that of the same number of single bolts. In this study, a three-dimensional (3D) finite element model (FEM) was developed to investigate the multiple bolts effect and its mechanical performance. Material non-linearities and the interactions among all components were included in the FEM. The accuracy and reliability of the proposed FEM were initially verified against the available push-out test results. The validated FEM further studied the load–slip relationship, shear capacity, and shear stiffness of the MBSCs. A parametric study was carried out to determine the effect of the bolt spacing, bolt row numbers, the concrete strength, and the bolt diameter on the shear performance of MBSCs. Based on the extensive parametric analyses, design recommendations considering the multiple bolts effect for predicting the shear resistance per bolt in multi-bolt connectors were proposed and verified.

scholarly journals Experimental study on notched connectors for glulam-lightweight concrete composite beams

BioResources ◽  
2020 ◽  
Vol 15 (2) ◽  
pp. 2171-2180
Author(s):  
Yuchen Jiang ◽  
Xiamin Hu ◽  
Wan Hong ◽  
Jun Zhang ◽  
Fangqian He
Keyword(s):  
Lightweight Concrete ◽  
Shear Fracture ◽  
Concrete Slab ◽  
Composite Beams ◽  
Shear Capacity ◽  
Major Influence ◽  
Structural Element ◽  
Diagonal Compression ◽  
Concrete Type ◽  
Shear Performance

A new type of structural element, the timber-concrete composite beam, exhibited excellent structural performance. The notched connector is widely used in timber-concrete composite systems as a result of its considerable shear capacity and stiffness. Six groups of push-out tests were performed to investigate the shear performance of the notched connectors for the timber-concrete composite beams, with consideration to the varying concrete types, the shear length of the timber, and whether the notch was reinforced. From the test results, the notched connectors that corresponded to the shear fracture of concrete or timber had a low shear capacity and poor ductility. Notched connectors that simultaneously failed at the concrete slab (via shear force), as well as at the lag screw reinforcement point during bending presented the greatest shear capacity. This was followed by the notched connectors that exhibited diagonal-compression failure at the concrete slab. Screw fasteners in the notch were shown to improve the strength, ductility, and post-peak behavior of the notched connectors. In addition, the concrete type, the shear length of the timber, and whether the notch was reinforced were found to have no major influence on the slip modulus of the notched connectors.

scholarly journals Structural behaviour of ultra high performance fibre reinforced concrete composite members

2021 ◽  
Author(s):  
Luaay Hussein
Keyword(s):  
Finite Element ◽  
Reinforced Concrete ◽  
High Performance ◽  
Composite Beams ◽  
Shear Capacity ◽  
Fibre Reinforced Concrete ◽  
Test Results ◽  
Structural Behaviour ◽  
Shear Connectors ◽  
High Performance Fibre

The aging and deterioration of reinforced concrete infrastructures in North America present major technical and economical challenges to infrastructure owners. To effectively address some of the challenges, there is a need to develop innovative and cost-effective systems. The main objective of this research was to develop composite members of ultra-high performance fibre reinforced concrete and normal strength concrete or high strength concrete (UHPFRC-NSC/HSC). In order to achieve this objective, the first phase of this research investigates the structural behaviour of UHPFRC with varying fibre content beams without web reinforcement. Test results indicated that the addition of 1% of steel fibres effectively improves the shear strength of UHPC beams by 77% due to the crack-bridging stress that develops across the crack surface. In the second phase, experimental studies were carried out on UHPFRC-NSC/HSC prisms and beams without stirrups to investigate the flexural and shear capacity of those composite members. Each beam specimen was designed to have the UHPFRC layer in tension and the NSC/HSC layer in compression. Additional varied parameters included fibre volume content, and shear connectors were investigated. Test results showed that the performance of the proposed composite system in terms of the flexural and shear capacity was successfully enhanced. All composite beams failed in shear at a force that is 1.6 to 2.0 times higher than that of the NSC/HSC beam's resistance. Test results showed that the effect of using HSC versus NSC in the composite beam was negligible, and the bond strength between the two concrete material layers (UHPFRC and NSC/HSC) was significantly high that the addition of shear connectors was unnecessary. In the third phase, an analytical and finite element models to predict the ultimate shear capacity of UHPFRC composite beams were proposed and validated with the experimental results. The results of the finite element analysis showed that the size effect in structures made of UHPFRC material has little influence on the shear capacity. Finally a comparison between the finite element model and the analytical model indicated that both models developed in this research are capable of predicting the shear behaviour of UHPFRC and UHPFRC-NSC/HSC beams.

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