## 4 Verification of Evaluation Methods
### Outline of Previous Experiments  
Two PC beam-column subassembage specimens (PCJ05, PCJ06) and two PC cantilever beam-type specimens (PCX01, PCX02) tested by the authors [28; 60] are presented here. The details of the specimens are shown in Figure 10, and their properties are briefly summarized in Table 1. The test setup of the specimens is given in Figure 11. The precast RC column and beam members were fabricated independently, and they were attached by the interface mortar. The posttension force was then applied to the debonded partial tendons. Specim PCJ05 has the shortest tendon length, while the other specimens have almost the same tendon length. The initial prestressing ratio (\(\lambda\)), which is the ratio of the total initial prestress force \(\Sigma T_{t0}\) to the total yielding force \(\Sigma\sigma_{y}A_{t}\) of the tendons, ranged from 0.5 to 0.8. As shown in Figure 11a, the PC beams of specimens PCX01 and PCX02 were set vertically, and cyclic loads were applied to the inflection point. A linear slider and a pin-connecting device were attached to the loading point to ensure simple horizontal loading. Peak drift angles of 0.1, 0.2, 0.4, 0.67, 1.0, 2.0, 3.0, 4.0, and 5.0 percent were included by the loading plan, and two cycles were loaded for each peak drift angle. For the subassemblage specimens PCJ05 and PCJ06 shown in Figure 11b, the beam members were supported by a horizontal roller, while the bottom of the columns was supported by a universal joint. The horizontal cyclic load and the constant axial compressive load (axial compression ratio of 0.09) were applied at the top of the columns through a tridirectional joint by three oil jacks. The specimens were loaded for two cycles with peak drift angles of 0.25 and 0.5 percent, and for three cycles with peak drift angles of 1.0, 1.5, 2.0, 3.0 and 4.0 percent, successively. For all the specimens, the flexural failure begins from the cover concrete spalling occurring at the beam-column interface, at which the PC connection reaches its maximum strength. The yielding of longitudinal reinforcement did not occur in either the PC or RC zones. Crack maps of the beams in specimens PCJ05 and PCJ06 after the final peak drift angle are presented in Figure 12. The crack positions and the lengths were traced from the photographs taken in the tests. The crack widths were also measured visually with a crack scale. Figure 11: Test setup: (**a**) PCX01 and PCX02; (**b**) PCJ05 and PCJ06 (mm). \begin{table}
\begin{tabular}{c c c c c c c c c} \hline \hline \multirow{2}{*}{**Specimen**} & \multicolumn{2}{c}{**Beam**} & \multicolumn{2}{c}{**Concrete**} & \multicolumn{5}{c}{**Debonded Tendon**} \\ \cline{2-10}  & \(\mathbf{b\times D\) **(mm)**} & \(\mathbf{\sigma_{B}\) **(MPa)**} & \(\mathbf{E_{t1}\) **(MPa)**} & \(\mathbf{\varepsilon_{t\epsilon}\) **(\%)**} & \(\mathbf{\varepsilon_{ty}\) **(\%)**} & \(\mathbf{\sigma_{ty}\) **(MPa)**} & \(\mathbf{\Sigma A_{t}\) **(mm\({}^{2}\))**} & \(\mathbf{I^{\prime}\) **(mm)**} & \(\mathbf{\lambda^{a}}\) \\ \hline PCJ05 & & 90.1 & 0.46 & 0.70 & 1006.0 & 692.7 & 400 & 0.8 \\ PCJ06 & & 70.8 & 0.46 & 0.70 & 1006.0 & 692.7 & 800 & 0.8 \\ PCX01 & & 95.2 & 0.45 & 0.71 & 998.5 & 692.7 & 800 & 0.5 \\ PCX02 & & 95.2 & 0.43 & 0.69 & 996.1 & 454.0 & 800 & 0.5 \\ \hline \hline \end{tabular}  
* Ratio of initial prestressing force to yield strength of tendon (\(T_{t0}/T_{ty}\)).  
\end{table} 
Table 1: Specim properties. Figure 10: Specim details (mm). Regarding the columns, the subassemblage specimens PCJ05 and PCJ06 are designed according to the strong column-weak beam concept. Thus, almost no crack was observed at the columns and the beam-column joints. Most of the deformation in PC beams was resulted from the main crack opening at the beam-column interface, but some cracks can also be observed around the boundary between the PC and RC zones. The maximum crack width gradually increased with the increase in peak drift angles.