## 3 Experimental Program  
The experimental program included testing two laterally restrained precast FDDPs supported over a braced twin-steel girder bridge system shown in Figure 2a. The steel I-girders were 7500 mm in length and made of W610 \(\times\) 241. They were placed over 330 \(\times\) 330 \(\times\) 25 mm elastomeric pads supported over steel pedestals, making the clear spacing of the girder equal to 7000 mm. Transverse cross-type bracings were installed at the two ends of the steel girders to provide lateral restraints to the deck slab as specified in the CHBDC empirical design method. The spacing of the twin girders was 2000 mm, measured center-to-center of the girders. Figure 2b shows cross-section details of the precast FDDP resting over the twin girders and connected to it using shear connectors. The M25 high-strength bolts are used for the panel-to-girder connection. The precast FDDP's width was 2500 mm so that it could be supported over the twin girders to produce a slab span of 2000 mm, as depicted in Figure 2c. The precast FDDPs had a 200 mm thickness and were made of 35 MPa normal strength concrete (NSC) with a 10 mm nominal size aggregate, a 150 mm slump with added superplasticizer, and no air-entrant. Straight-ended, 16M ribbed-surface HM GFRP bars reinforced the precast FDDP, per CHBDC requirements. The slab's bottom and top transverse reinforcement were taken 16M bars @ 140 mm and 16M bars @ 200 mm, respectively. The slab was reinforced with 16M bars @ 200 mm in the bottom and top longitudinal direction (i.e., parallel to the girder). The properties of the materials of the HM GFRP bars are listed in Table 1. The specified ultimate tensile strength and modulus of elasticity of the GFRP bars were 1188 MPa and 64 GPa, respectively [57]. Two precast FDDPs were formed first to form the joint between the precast FDDPs. The first precast FDDP was of 200 mm thickness, 2400 mm length in the girder direction, and 2500 mm width, while the second precast FDDP was of 200 mm thickness, 1000 mm length in the girder direction, and 2500 width. Those two FDDP segments are shown as FDDP 1 and FDDP 2 in Figure 2c. This made the final length of the jointed slab 3700 mm in the direction of traffic. It should be noted that the short precast FDDP of 1000 mm was introduced beside the large precast FDDP in Figure 2c to ensure deck slab continuity beyond the joint. Figure 3 shows some images of the construction and detailing of the tested FDDPs with the three types of adopted joints. The panel-to-girder connection was made using shear pockets to achieve the full composite action. Shear bolts were used to establish such full composite action between the girder and the precast panel every 1200 mm. Figure 4 shows cross-sections and views of the shear pockets between and at the transverse closer strips. UHPFRC (Ductal joint-fill JS1000 produced and supplied by Lafarge Canada Inc., Stoney Creek, ON, Canada) was used as filling material for the shear pockets and the closure strips [58]. Typical UHPFRC composition and material properties are available elsewhere [51], while a state-of-the-art \begin{table}
\begin{tabular}{c c c c c c} \hline \hline \multirow{2}{*}{**Product Type**} & \multirow{2}{*}{**Bar Size**} & \multirow{2}{*}{\begin{tabular}{c} **Bar Area** \\ **(mm\({}^{2}\))** \\ \end{tabular} } & \multirow{2}{*}{\
\begin{tabular}{c} **Guaranteed** \\ **Tensile Strength** \\ **(MPa)** \\ \end{tabular} } & \multirow{2}{*}{
\begin{tabular}{c} **Modulus of** \\ **Elasticity (GPa)** \\ \end{tabular} } & \multirow{2}{*}{**Strain at Failure**} \\ \hline Ribbed-surface & 15M (\#5) & 201 & 1188 & 64 & 2.6\% \\ \hline \hline \end{tabular}
\end{table} 
Table 1: Mechanical properties of GFRP bars used in this study. report on UHPFRC for the bridge community was produced by [PERSON] and [PERSON] (2013) [59]. The authors used Ductal JS1000 in this research since it was approved by the Ontario Ministry of Transportation for use in Ontario bridge construction.