# Tension Performance of Precast Bridge Deck Longitudinal Joints with Different Configurations
## 1 Introduction  
The construction of cast-in-place (CIP) bridge decks causes traffic congestion, owing to the transportation of equipment and tools to the site and generates dust, noise, and air pollution. Additionally, the inherent need to work on a narrow site prolongs the construction period and increases labor costs [1; 2; 3; 4; 5; 6; 7]. When verifying the structural performance of CIP barrier walls using tensile tests, [PERSON] and [PERSON] [8] noted the necessity of preventing early thermal cracking using supplementary measures, and [PERSON] and [PERSON] [9] reported that early cracking in CIP bridge decks increases the risk of corrosion by water. Problems associated with chlorides and freeze-thaw cycles can further aggravate the damage caused by cracking in bridge decks. Therefore, several studies [10; 11; 12; 13; 14; 15; 16] have been conducted to develop and evaluate precast concrete bridge deck systems that address the issues associated with CIP bridge decks. Precast concrete bridge deck units are prefabricated, and subsequently transported to the construction site, where they are installed and connected by casting non-shrink concrete in the joint between units. This system reduces traffic congestion and avoids environmental issues associated with new bridge constructions. Moreover, [PERSON] and [PERSON] [17] observed that precast systems provide an approach that is more suitable for construction than the CIP method when replacing or repairing existing bridge decks. However, in recent years, multiple instances of leakage and cracking have been observed in the longitudinal joints of existing precast bridge decks. These issues occur because theconnection between the precast bridge deck units cannot be completed until the non-shrink concrete has cured for 28 days; during this time, the differential displacement between the deck components initiates cracks that propagate when the joint is subjected to tension. As a result, several studies have been conducted to develop the connectivity and constructability of precast bridge deck joints [18; 19; 20; 21; 22; 23; 24; 25]. [PERSON] et al. [26] determined which precast bridge deck joints can be assembled within the shortest time in the field and evaluated methods for casting the non-shrink joint concrete to address the cracking problem. Other researchers have investigated methods to increase the connectivity provided by precast bridge deck joints by employing novel materials [27; 28; 29; 30; 31; 32]. Additionally, researchers have noted that the tensile load transfer performance of the longitudinal joint between precast deck units must be ensured to provide sufficient connectivity and ensure integral deck behavior. Shear keys are typically provided between precast bridge deck units to increase their shear stiffness and capacity. [PERSON] and [PERSON] [33] proposed a precast bridge deck joint, which was less than 20 mm wide, that employed two shear keys, and conducted direct shear experiments. They determined that it provided optimal shear performance and cross-sectional efficiency. [PERSON] et al. [34] reported that the bending resistance increased when ultra-high-performance concrete (UHPC) was placed on the precast bridge deck joint. [PERSON] et al. [35] established that large studs did not significantly affect the shear resistance or flexibility limits in the type of shear connectors. Therefore, they concluded that the connection problem could be solved by fillet welding. [PERSON] et al. [36] demonstrated that finite element analysis is suitable for simulating motion and strength. In summary, research on precast bridge decks is being actively conducted. However, most of these studies focus on the shear behavior of precast bridges, and studies on the joints of the precast bridge decks are limited. The precast bridge deck is located above the bridge's piers and girders. These joints on the precast bridge deck produce more tensile loads due to negative moments when the vehicle is under load.