## 4 Numerical Modeling and Methodology
### Finite-Element Modeling Strategy  
[PERSON] et al. [15] analyzed the methodology used for designing, constructing, and evaluating a half-scale precast specimen. This framework verified the ACPH concept through rigorous cyclic loading tests. Details of the experimental process are meticulously covered, including fabrication techniques and measurements of deformations, strains, crack propagation, and energy dissipation in the cited paper. This thorough examination builds confidence in the ACPH's ability to localize damage to replaceable steel components while maintaining the integrity of surrounding concrete structures. The authors examine the ACPH-1-300 specimen, emphasizing the hinge 300 mm from the column face. This half-scale model employs 35 MPa concrete common in mid-rise precast structures, utilizing Q345B and Q235B steel energy-dissipating plates (EDPs) for effective hysteretic responses during deformation. The setup features a single-bay subassembly with a pinned column loaded with 450 kN, simulating seismic conditions via a horizontally oscillating actuator. The beam beyond the hinge bears standard loads and allows easy steel fuse replacement. During reversed cyclic loading at \(\pm\)4.44% drift, the steel plates showed stable buckling under compression without sudden fractures. Minor cracks (0.15 to 0.20 mm) formed at the  
Figure 2: Exploded and assembled views of the ACPH configuration. concrete beam's end but did not affect structural integrity. The ductility ratio reached 9.39, indicating the hinge design's effectiveness in directing plastic deformations to the steel element. The equivalent viscous damping ratio stabilized at 10%, surpassing the typical 5-6% in standard reinforced concrete frames, suggesting proficient energy dissipation. A finite element model (FEM) was calibrated using ABAQUS 6.14 [33], revealing that variables like column face distance, hinge length, and beam reinforcement significantly influence hinge yielding. The hinge should maintain lower bending capacity than the beam but higher shear capacity, adhering to \"weak in flexure, strong in shear.\" Optimal performance requires the hinge-to-beam capacity ratio, \(\lambda\), to be under 0.9. The FEM developed in the present research builds upon the foundational work of [PERSON] et al. [15], yet it exhibits critical differences in terms of its scope, modeling methodology, and practical application. [PERSON] et al. [15] specifically concentrated on a singular beam-column subassembly equipped with an ACPH system, subjected to quasi-static cyclic loading conditions within a controlled laboratory setting. Their investigation primarily aimed at validating the local hysteretic behavior and energy dissipation capabilities of the ACPH mechanism at a component-specific level. In contrast, the model constructed for this study aspires to represent the ACPH mechanism within comprehensive precast frame systems, encompassing four distinct multi-story and multi-bay configurations. This advanced modeling technique integrates material degradation represented by the CDP model and utilizes actual earthquake time-history data derived from the Mw 7.7 Kahramanmaras seismic event. This methodological framework facilitates an in-depth examination of system-level seismic responses, focusing on critical parameters such as base shear requirements, period extension, strain distribution, and residual strength capacity. Furthermore, the current model meticulously monitors damage indices, strain profiles, and von Mises stress distributions across various structural components, allowing for a thorough evaluation of the role ACPH devices play in damage localization, overall ductility, and post-earthquake repairability within a structural context. These enhancements illustrate a substantial progression beyond the narrowly defined scope of [PERSON] et al.