## 2 Experimental Work  
Experimental work was carried out in two phases. The first phase consisted of testing six prestressed deck panels and the second phase consisted of testing of six partial-depth precast non-prestressed sUHPC deck panels. Table 1 presents the test matrix of the entire stock of specimens, as well as some specimens from prior research programmes. Five types of reinforcement were listed in Table 1: Type A is high strength steel rebar with yielding strength of 690 MPa and ultimate strength 1030 MPa; Type B and Type C are #10 and #13 carbon fiber reinforced plastic rebar, respectively, with ultimate tensile strength equal 2172 and 2068 MPa. Type D is the prestressing steel strand with yielding strength of 416 MPa and ultimate strength of _1380_ MPa; Type E is the normal strength steel rebar with yielding strength of 250 MPa. Prestressed deck panels were divided into three groups, with two identical specimens in each group. The first group consisted of two high strength concrete (HSC) panels, which had no steel fibers and coarse aggregates but included conventional shear reinforcement (#10-s:75 mm c/c). The flexural reinforcement comprised of 5.5 mm dia. high-strength steel wires. The second group consisted of prestressed high strength fiber reinforced concrete (HSFRC) deck panels with no shear reinforcement and having 2% steel fibers by volume. The third group was optimized prestressed HSFRC (O-HSFRC) panels. Optimization was carried out by modifying the thickness of panels and prestressing force. Depth of panels for the first two groups was 127 mm, and for the optimized panels, the depth was reduced to 102 mm. Width for all the panels was fixed as 457 mm. The span length was 1.22 m with prestressing carried out in the direction perpendicular to traffic. Design of HSFRC deck panels was carried out following the Precast/Prestressed Concrete Institute (PCI) recommended guidelines [24]. Prestressing was carried out using the method of pre-tensioning. Force transfer was carried out on the 28 th day of casting, and then the panels were moved to the lab to perform the test, within a week after force transferring. Average concrete strength was 69 MPa with a standard deviation of 4.42 MPa. The ultimate tensile strength of prestressing wires was 1380 MPa. An initial prestressing of 965 MPa was applied. Prestress losses were assumed to be 25% at the preliminary design stage. Deck panel sections were designed to satisfy the allowable stress limits for concrete and steel, both at the mid-span and support sections. The ultimate condition was also checked for the sections. The compressive strength of HSC/HSFRC was obtained by testing three 100 \(\times\) 200 mm cylinders for each batch. Figure 1 presents some details of specimen preparations. \begin{table}
\begin{tabular}{c c c c c c c c c} \hline \hline \multirow{2}{*}{**Ref./Phase**} & \multirow{2}{*}{**Group**} & \multirow{2}{*}{**Span**} & \multirow{2}{*}{**Width**} & \multirow{2}{*}{**Depth**} & \multicolumn{2}{c}{**Reinforcement**} & \multicolumn{2}{c}{**28-Days Concrete**} \\  & & & & & **Fleewal—Top** & **Fleewal Bottom** & **Shear** & **Compressive Strength** \\ \hline  & & **m** & **mm** & **mm** & **\(\varphi\) (mm)** & **\(\varphi\) (mm)** & **\(\varphi\) (mm)** & **\(\varphi\) (mm)** & **MPa** \\ \hline [PERSON] et al. [5] & 1 TIS-12791 & 1.22 & 300 & 127 & No. 13M-Type A & No. 22M Type A & - & 124 \\  & 1 TIS-11492 & 1.22 & 381 & 114 & No. 10M-Type A & No. 16M Type A & - & 166 \\  & 1 TIS-102 & & & 102 & & & 186 \\ \hline  & 1 TIS-10201 & & & 102 & & & & 166 \\  & 1 TIS-12792 & & & 102 & & & & 166 \\  & 1 TIS-12791 & 1.22 & 381 & No. 10 M-Type B & No. 13 M-Type C & - & 166 \\  & 1 TIS-12792 & & & 102 & & & & 166 \\  & 1 TIS-102 & & & 102 &  
Panels tested in the second phase were also divided into three groups. In each group, one panel had normal aggregate (NA) concrete as the top layer, whereas the other panel had recycled aggregate (RA) concrete as the top layer.