# Study on Shear Resistance and Structural Performance of Corrugated Steel-Concrete Composite Deck
###### Abstract
The reinforcement skeleton is welded to the bending steel plate, providing added torsional resistance to the structure. The shear studs, welded to the bending steel plates as shear connection keys, contribute to the small size and strong shear resistance of the structure. This design feature provides effective anti-slip and anti-peel characteristics in the bending steel-concrete deck slab [4; 5; 6]. As a new type of steel-concrete composite structure, the shear connection member is a vital component in steel-concrete composite structures used in highway bridges and offshore structures. It facilitates the full utilization of the unique properties of both materials and ensures their coordination and synchronization of the two deformations [7]. The pinned shear key, with its excellent shear resistance, straightforward construction process, and easy-to-produce materials, has been welcomed by the engineering community. It is located at the interface between the concrete and the bending steel plate, bending that is mainly caused by the longitudinal shear force of the bridge deck, in the role of structural shear, and it also plays a role in limiting the relative slip of the interface between the bending steel plate and the concrete [8; 9; 10]. It can be said that the excellent shear performance of the shear connection key determines the working performance of the combined deck. Therefore, it is particularly important to study the shear performance and slip of shear connection keys. In 2008, [PERSON] conducted a study on predicting the partial-interactive behavior of steel-concrete composite slabs using a simplified model. The research involved performing nonlinear partial-interaction analyses to address the partial-interactive problem. Parameters like interaction level and shear span ratios were varied. A simplified model describing the partially interactive system's structural performance was developed from collected data and validated through tests [11]. In 2009, [PERSON], [PERSON], and [PERSON]. Figure 1: Schematic diagram of the corrugated steel–concrete composite deck slab. B. studied shear connection bonds using push-out and beam tests. They suggested using test data with ample shear span length for accurately determining the longitudinal shear resistance of steel-concrete composite bridge slabs subjected to surface loads [12]. In 2010, [PERSON], [PERSON], [PERSON], and [PERSON] tested corrugated steel-concrete composite deck members subjected to symmetrical loading. The study analyzed the force performance under these conditions and offered a theoretical explanation for the normal pressure on the contact surface concerning the structural longitudinal shear performance [13; 14]. In 2011, [PERSON] and [PERSON] focused on the flexural behavior of non-prestressed and prestressed composite beams with corrugated webs. The proposed flexural behavior model accurately estimated behavior before and after concrete addition. Horizontal shear strengths were evaluated, considering shear bond and concrete strength [15]. In 2012, [PERSON] et al. predicted the ultimate strength of steel-concrete-steel sandwich beams with various shear connectors. Design recommendations were made based on minimum connector spacing to prevent shear cracking and local buckling [16]. In 2013, [PERSON] et al. proposed a shear resistance reduction factor for bolted shear connectors after investigating shear connector height effects [17]. In 2014, [PERSON] et al. explored shear strength and moment-shear interaction in steel-concrete composite beams. Thickness and shear connection were identified as key factors affecting shear capacity [18]. In 2017, a static analysis by [PERSON], [PERSON] using a full-scale model showed that the stress distribution in the studs themselves and the damaged state of the con-crete around them depend on their locations. Design equation coefficients for studs with heads as shear connectors for steel-concrete composite decks are proposed, taking into account the effects of normal forces and the position of each stud [19].