## 4 Numerical Modeling and Methodology
### Finite-Element Modeling Strategy
Consequently, this research adopted this methodology to establish the tensile stress-strain curve for concrete, exemplified in Figure 4.  
In the specification of materials for steel reinforcement, critical parameters such as bulk density, modulus of elasticity, and Poisson's ratio were incorporated into the program to characterize the elastic zone and physical properties. For the plastic properties, yield stress and plastic strain values were integrated. The modulus of elasticity for the reinforcement steel was established at 200 GPa. A representative stress-plastic strain curve for steel reinforcement, derived from experimental data [15], suggests that the material behavior can be approximated as elasto-perfectly plastic. Figure 3: Compressive stress–strain curves for C35 concrete: (**a**) compressive stress–inelastic strain diagram; (**b**) compressive damage–inelastic strain diagram. The stress-strain curve representing the behavior of the steel reinforcement is depicted in Figure 5a. The experimental data referenced in the article [15] serve as the foundation for the Replaceable Plastic Joint mechanism. The study incorporates four distinct steel thicknesses, specifically utilizing the Q235 and Q345 steel grades. The modulus of elasticity for the steel utilized in the ACPH was established at 206 GPa. Notably, steel with a thickness of 3 mm was designated for the energy dissipation system, employing Q235-grade steel for this specific design region. Conversely, the zones measuring 10 mm, 15 mm, and 20 mm in thickness were constructed using the Q345 steel grade. The elasto-perfectly plastic assumption is derived from the experimental data provided, which were detailed in the referenced article. The corresponding experimental data are illustrated in Figure 5b. Despite the bilinear appearance of the curves in Figure 5, this depiction corresponds to the material input format used in ABAQUS [33], whereby stress-plastic strain curves are delineated independently from the elastic area. The initial elastic behavior, dictated by the modulus of elasticity, is managed separately via material property allocation. Consequently, in terms of total strain, the response is more appropriately characterized as trilinear, including an initial linear elastic segment followed by the yielding plateau. This modeling standard is extensively used in seismic finite element method applications and offers a basic but efficient depiction of steel behavior under cyclic loads. Figure 5 illustrates the stress-plastic strain characteristics of the reinforcing steel used in the RC frame with those of the steel plates included in the ACPH subassembly. The  
Figure 4: Tensile stress–strain curves for C35 concrete: (**a**) compressive stress–inelastic strain diagram; (**b**) compressive damage–inelastic strain diagram. Figure 5: Stress–plastic strain curves for: (**a**) the reinforcement steel and (**b**) the steel plates. reinforcement steel has an idealized elastic-perfectly plastic behavior characterized by elevated yield strength and little strain hardening, indicative of the mechanical characteristics of standard longitudinal bars in Turkish B420- or B500 [17]-grade reinforcement. On the other hand, the ACPH plates, especially the 3 mm fuse components made of Q235 steel, show a longer plastic plateau and a lower yield strength, which is in line with the energy-dissipating design used in the [PERSON] et al. experimental investigations [15]. This intentional disparity in mechanical characteristics creates a yield hierarchy that guarantees the ACPH plates experience plastic deformation before any yielding occurs in the reinforcement, therefore concentrating inelastic demand within the replaceable hinge zone. This concept corresponds with recognized performance-oriented seismic design methodologies, which promote damage concentration in ductile sacrificial elements to maintain the integrity of core structural components [36; 37].