Salari R, Spacone E (2001) Analyses of Steel-concrete composite frames with bond-slip. Shariati M, Ramli Sulong NH, Suhatril M, Shariati A, Khanouki MMA, Sinaei H (2013) Comparison of behaviour between channel and angle shear connectors under monotonic and fully reversed cyclic loading. Shim C, Lee P, Yoon T (2004) Static behavior of large stud shear connectors. E J Mater Concr Struct Pavements 64(1):122–141 Saidi T, Furuuchi H, Ueda T (2008) The transferred shear force-relative displacement relationship of the shear connector in steel-concrete sandwich beam and its model. Qiu S, Fan J, Nie J, Tang L, Song S (2021) Experimental and theoretical study on the shear stiffness of angle shear conncetors. Ollgaard JG, Slutter RG, Fisher JW (1971) Shear strength of stud connectors in lightweight and normal weight concrete. Nielsen MP, Hoang LC (2016) Limit analysis and concrete plasticity. University of Illinois at Urbana Champaign, College of Engineering. Newmark NM (1951) Full-scale tests of channel shear connectors and composite T-beams. Li Z, Zhao C, Deng K, Wang W (2018) Load sharing and slip distribution in multiple holes of a perfobond rib shear connector. Li Y, Ge X, Mi C, Zhang H (2004) Rock-soil-concrete failure criterion and strength parameter estimation.
Lam D, El-Lobody E (2005) Behavior of headed stud shear connectors in composite beam. (ASCE)ST.1943-541X.0001267ĭeng W, Zhang J, Liu D, Liang Z (2015) Launching experimental study on the mechanical properties of angle steel shear connectors. (ASCE)BE.1943-5592.0001031ĭai X, Lam D, Saveri E (2015) Effect of concrete strength and stud collar size to shear capacity of demountable shear connectors. Ĭao J, Shao X, Deng L, Gan Y (2017) Static and fatigue behavior of short-headed studs embedded in a thin ultrahigh-performance concrete layer. Ĭhaallal O, Nollet MJ, Perraton D (2011) Strengthening of reinforced concrete beams with externally bonded fiber-reinforced-plastic plates: design guidelines for shear and flexure. Sectional moment of inertia of angle steel θĪhn JH, Lee CG, Won JH, Kim SH (2010) Shear resistance of the perfobond-rib shear connector depending on concrete strength and rib arrangement. Initial stiffness of the angle steel shear connector λĬharacteristic coefficient of the elastic foundation beam E s Tensile strength of concrete, which can be obtained from the following equation: \(f_\) (Chaallal et al., 2011). Width of the angle steel shear connector t Peak load of angle steel shear connector S 0 The theoretical expression of parameter n and slip S 0 at the peak load is obtained by using the elastic foundation beam theory.Ĭompressive strength of concrete cylinder f cuĬompressive strength of 150 mm cubic concrete F max The model is also suitable for the large-angle steel shear connector that is used in practice. Based on the theory of elastoplastic limit analysis, a calculation model for wedge-shaped failure is built, which is superior to previous models.
A piecewise function is assumed for the load–slip relationship for the angle steel shear connector, and the predicted result is in good agreement with the experimental results. The following conclusions can be drawn: The failure mode of the angle steel’s extended part is similar to the failure of the cantilever beam under a uniformly distributed load, and the angle steel’s spacing affected the failure mode.
The failure shape and size of the wedge were analyzed. Based on the theory of elastoplastic limit analysis, a strength model for concrete wedge failure was proposed. The ascending and descending segments of the load–slip curves were obtained.
The effects of concrete strength, connector thickness, and the spacing between connectors were considered in the test. To investigate the stiffness and the failure mode of shear connectors, 50 angle steel shear connector specimens were tested by a push-out test based on a servo loading system. Shear connectors have been widely used to combine concrete and steel in steel–concrete composite bridges.