## 5 Results
### Damage Patterns
This observation supports the premise that the design objective of facilitating plasticization within the energy dissipation plates--as intended through the use of replaceable joints--has been effectively realized. In the case of the two-story frame, similar patterns of plasticization are evident at the upper level, specifically on the energy dissipation plates associated with the ACPH configuration; 3. In analyzing the two bay frames, designated as 2B1S and 2B2S, it was noted that the first-floor beams of the RC framework exhibited signs of plasticization adjacent to both the outer column face and the mid-column faces. Furthermore, upon integrating a replaceable joint into the ACPH frame, consistent with the configuration observed in single-bay frames, the region of plasticization corresponded to the 3 mm-thick energy dissipation plates inherent to the ACPH design. When the span increased, the middle column did not exhibit any plasticization; however, plasticization was observed in the ACPH components located to the left and right of the middle column. The visualization of von Mises stress values is illustrated in Figure 15. This metric involves quantifying both normal and shear stresses to characterize the point of material failure, specifically in terms of yielding. The evaluation of von Mises stresses across the frames revealed that the replaceable joints in all configurations exhibited stress distribution consistent with their intended design. The primary expectation for these joints is that the 3 mm-thick energy dissipation plates located in both the upper and lower sections will first reach their yield strength and undergo plastic deformation, while the remainder of the joint structure remains in the elastic range. Consequently, it is evident that all frames demonstrate that the replaceable joints function as designed. Notably, in the joint region of the central column, identified as the area experiencing the highest stress, there was a significant contribution to maintaining the column's performance within elastic limits, aligning with the intended function of the joint. The simulation findings provide significant evidence for the damage localization capability of the ACPH system. Figures 12 and 13 show that the tension and compression damage indices in typical RC frames hit critical levels (0.87 to 0.90) close to beam-column interfaces, suggesting major cracking and even concrete crushing. By comparison, the ACPH-equipped frames showed much lower damage values as the indices stayed below 0.2 throughout the connecting zones. This difference draws attention to a significant movement in inelastic energy absorption from concrete and into the specific steel subassembly. The plastic strain fields (Figure 14) support this trend even further. Plastic deformation was common in RC frames and ran into both beam ends and column edges. In frames with ACPH, plastic stresses, however, were severely localized within the energy-dissipating steel plates. While the surrounding concrete remained mostly elastic, the PE33 values in some areas hit critical yielding levels. Corresponding to the 3 mm Q235 steel fuse plates,  
Figure 15: von Mises stress distribution contours in the energy-dissipating steel plates of the ACPH units at peak deformation levels for representative frame configurations. (**a**) 1B1S-ACPH—1 st Story; (**b**) 1B2S-ACPH—1 st Story; (**c**) 1B2S-ACPH—2 nd Story; (**d**) 2B1S-ACPH—1 st Story; (**e**) 2B2S-ACPH—1 st Story; and (**f**) 2B2S-ACPH—2 nd Story. this plastic concentration was particularly chosen for its flexibility and low yield strength in relation to other structural components. The von Mises stress distribution in Figure 15 further verifies that the ACPH effectively attained and maintained yielding in its assigned fuse areas without notable overstress in either the beams or columns. This obvious damage localization confirms the functional significance of the hinge as a sacrificial energy dissipation mechanism.