Effect of shear connector spacing and layout on the shear connector capacity in composite beams

Qureshi, Jawed; Lam, Dennis; Ye, Jianqiao

doi:10.1016/j.jcsr.2010.11.009

Cited by 101 publications

(46 citation statements)

References 12 publications

Supporting

Mentioning

Contrasting

Unclassified

Order By: Relevance

“…A load-slip function for the shear connectors is given (Aribert, 1997)), as follows: (14) where s is the end slip displacement (mm) P Rk is the resistance of the shear connector Using this load-slip function, the equivalent stiffness for a shear connector in a solid slab at a slip of 0.2 mm (typical of a load of 0. (Qureshi et al, 2011a and2011b) suggest that for composite slabs, the shear stiffness can be approximated to 40% to 60% of the stiffness in a solid slab depending on the type and depth of decking and the position of the shear connector in the deck rib.…”

Section: Figure 8 Push Test Results With 56mm Deep Re-entrant Deckingmentioning

confidence: 99%

Serviceability performance of steel–concrete composite beams

Lawson

Lam

Aggelopoulos

et al. 2017

Proceedings of the Institution of Civil Engineers - Structures

Self Cite

View full text Add to dashboard Cite

For composite beams with low degrees of shear connection, additional deflections occur due to slip in the shear connectors, which can be significant for beams with low degrees of shear connection. A design formula is presented for the effective stiffness of composite beams taking account of the stiffness of the shear connectors, which is compared to measured deflections of 6 symmetric beams and an 11m span composite beam of asymmetric profile. It is shown that the comparison is good when using a shear connector stiffness of 70 kN/mm for single shear connectors and 100 kN/mm for pairs of shear connectors per deck rib. Results of push tests on a range of deck profiles confirm these initial elastic stiffnesses. To ensure that the slip at the serviceability limit state does not lead to permanent deformations of the beam, it is proposed that the minimum degree of shear connection should not fall below 30% for un-propped beams and 40% for propped beams of symmetric cross-section.

show abstract

Section: Figure 8 Push Test Results With 56mm Deep Re-entrant Deckingmentioning

confidence: 99%

Serviceability performance of steel–concrete composite beams

Lawson

Lam

Aggelopoulos

et al. 2017

Proceedings of the Institution of Civil Engineers - Structures

Self Cite

View full text Add to dashboard Cite

show abstract

“…As shown in Figure 18, the maximum shear resistance of specimen M6 was about 17% higher than that of specimen M1 due to the higher concrete strength of the [16,17] showed that the spacing between connectors have direct effect to the shear strength of the connectors. Figure 20 shows that the connection with two shear connectors per trough has slightly better ductility while the single shear connector specimen had higher shear resistance per connector as suggested by Qureshi et al [16,17] …”

Section: Effect Of Concrete Strengthmentioning

confidence: 96%

Experimental study on demountable shear connectors in composite slabs with profiled decking

Rehman

Lam

Dai

et al. 2016

Journal of Constructional Steel Research

View full text Add to dashboard Cite

This paper presents an experimental study on shear strength, stiffness and ductility of demountable shear connectors in metal decking composite slabs through push-off tests.Twelve full-scale push-off tests were carried out using different concrete strength, number of connectors and different connector diameter. The experimental results showed that the demountable shear connectors in metal decking composite slabs have similar shear capacity and behaviour as welded shear studs and fulfilled the minimum ductility requirement of 6mm required by Eurocode 4. The shear capacity was compared against the prediction methods used for the welded shear connections given in Eurocode 4, AISC 360-10, ACI 318-08 and method used for bolted connection in Eurocode 3. It was found that the AISC 360-10 method overestimated the shear capacity while the ACI 318-08 method underestimated the shear capacity of specimens with single shear connector per trough. The Eurocodes method was found to provide a safe prediction for specimens with single and pair demountable connectors per trough. In addition, prediction methods given in both AISC 360-10 and ACI 318-08 for welded shear studs overestimated the shear capacity of specimens with 22 mm diameter demountable connectors that failed in concrete crushing.

show abstract

“…Multiple shear connectors are placed inside a single shear pocket as shown in Figure 1 (c), and the gap is filled by cement for coupled behavior. The main function of the coupled shear pockets and shear connecters is to prevent vertical separation of precast bridge deck slabs from precast girders and to minimize longitudinal movement between the deck slabs and the girders [5]. From time to time, shear pockets and shear connectors are mismatched due to dimensional errors of precast bridge deck slabs and precast girders, time dependent deformations of precast girders, and faulty shear connectors to name a few.…”

Section: Precast Bridge Connectionsmentioning

confidence: 99%

Optimal Placement of Precast Bridge Deck Slabs with Respect to Precast Girders using LiDAR

Yoon¹,

Wang²,

Sohn³

2017

Proceedings of the International Symposium on Automation and Robotics in Construction (IAARC)

View full text Add to dashboard Cite

-Many bridges have been constructed using precast components because they offer faster production, lower cost, and more efficient construction compared to conventional in-situ construction. For coupled behavior of bridges slabs and girders, shear pockets on the deck slabs and shear connectors on the girders need to be properly connected. However, precast girders can be easily deformed once they are placed on sites because of their heavy weights, time dependent effects of creep and shrinkage, pre or post tensioning, etc. Once the girders are deformed, shear pockets and shear connectors may no longer match properly. This study proposes a technique which can automatically identify mismatches between shear connectors and shear pockets using LiDAR and identify the optimal placement of precast deck slabs with respect to precast bridge connectors. First, precast bridge deck slabs and precast girders are scanned using a LiDAR. Then, unnecessary noise data are removed using a DBSCAN-based algorithm. Afterwards, the dimensional features such as locations and sizes of shear pockets and shear connectors are estimated from the point cloud data, respectively. Finally, the optimal placement of deck slabs is identified to minimize the mismatches between shear pockets and shear connectors using the Levenberg-Marquardt (LM) method. To validate the effectiveness of the proposed technique, an experiment was conducted on a real precast girder. The experimental results demonstrate that the proposed technique can effectively and efficiently estimate the optimal placement of deck slabs with respect to precast girders.

show abstract

Effect of shear connector spacing and layout on the shear connector capacity in composite beams

Cited by 101 publications

References 12 publications

Serviceability performance of steel–concrete composite beams

Serviceability performance of steel–concrete composite beams

Experimental study on demountable shear connectors in composite slabs with profiled decking

Optimal Placement of Precast Bridge Deck Slabs with Respect to Precast Girders using LiDAR

Contact Info

Product

Resources

About