## 2 Experimental Section
### Production of Beams  
Seven concrete beams were manufactured. Each beam had a rectangular cross section of 300 mm (width) \(\times\) 450 mm (height), and total and net spans of 3.3 and 3.0 m, respectively. The cover of the tensile part of the concrete was 30 mm thick for each beam. Concrete beams are typically designed as double-reinforced beams with more tension bars than compression bars. Therefore, for this experiment, the concrete beams were produced as doubly reinforced beams with more tension steel area than compression steel area. For the compression bars, three D13 deformed bars were used; for the tension bars, three D16 deformed bars were used. For the stirrups, D10 bars were placed at 100 mm intervals along the length of the beam. Plastic pipes with 35 mm inner diameter were used to create lifting holes. These pipes were fixed onto the shear steels before concrete pouring. Figure 1 shows the cross-sectional dimensions of the beam, and the internal and external reinforcing bars.  
Figure 1: _Cont._The anchorages installed at both ends of the beam to fix the external prestressing tendons must not have any performance problems until the beam is destroyed by both the force generated on the external prestressing tendons by the applied load, and the prestressing force. An examination of the load resistance mechanism of the end anchorages reveals that the shear generated by the pull of the external tendon is resisted by the shear capacity of the anchors used to fix the anchorage. An analytical investigation was conducted to evaluate the shear resistance capacity of the anchorages that were used in this experiment. Furthermore, the fixing specifications of each anchorage were determined to have the same shear resistance as these of the afore-mentioned investigation. The allowable shear resistance was calculated as 210 kN.  
In the case of the existing anchorages, the force generated by the prestress force and the applied load is resisted by the shear of the steel rebars and stud anchors set in the lifting holes. One steel rebar and eight stud anchors were used to fix each anchorage and concrete beam. On the other hand, for the anchorage proposed in this study, the force generated by the prestress force and the applied load is resisted by one steel rebar, six stud anchors, and the steel plates comprising the anchorage.  
The threaded steel rebar was fit into the premade hole for lifting the steel concrete beam, and was then fixed with fastening nuts. On the other hand, the stud anchors were mounted by making holes in the concrete, inserting anchor bolts, and fastening anchor nuts. Figure 2 shows the dimensions and shapes of the end anchorages mounted on the beam to fix the external steel tendons.  
Figure 1: Beam details. (**a**) CON: the control beam; (**b**) LHS: the beam applied with the conventional anchorage Type I; (**c**) LHT: the beam applied with the conventional anchorage Type II; (**d**) LHU: the beam applied with the conventional anchorage Type III; (**e**) JBM series: the beams applied with the newly proposed anchorage.  
Figure 2: _Cont._  
It should be noted that the proposed new anchorage is a natural extension of the anchoring schemes of the anchorages that were proposed in previous studies [14; 15], provided the steel concrete beam has a free end. Therefore, this anchoring scheme cannot be applied if there is continuity of the steel concrete beams over the support, such as with the continuous beam.