## 5 Results and Discussion
### Results of Ultimate Resistance Analysis for Wave Loads  
The ultimate wave resistance was assessed by incrementally applying a load until the platform reached its collapse mechanism, utilizing the nonlinear pushover analysis method. This analysis was conducted using the \"Collapse\" module of the SACS (Structural Analysis Computer System) program, which accounts for both structural and foundation nonlinearity. As a result, the Resistance Reserve Factor (RSR) was determined, quantifying the relationship between the lateral base shear at structural collapse (ultimate wave design resistance) and the reference shear from the design wave. The RSR was calculated by dividing the maximum shear before platform collapse by the shear obtained from operational and storm analyses. An example of the RSR computation for the 225\({}^{\circ}\) direction is provided in Equation (4). \[RSR=\frac{shear\ maximum}{shear\ reference} \tag{4}\]  
\[RSR=\frac{5677\ \text{ton}}{2132\ \text{ton}}=2.66\]  
\[2.66>2.2\ (minimum\ required)\]  
Table 8 presents the RSR results for all directions, indicating that the collapse mechanism in all cases is governed by the plasticization of structural elements. Moreover, the piles exhibit sufficient load capacity as none reach 100% utilization. Figures 10 and 11 illustrate the platform's maximum shear state, followed by its collapse configuration. Additionally, the lateral graphs depict the load-displacement response, with key nodes located at the platform base and the beam-column connection at the second level. Figure 10 shows that at a load factor of 1.020, the maximum shear (5534 tons) is reached. This occurs as plasticization initiates in certain jacket elements and pile node P001, triggering the collapse mechanism. When the load factor increases to 1.035, the platform undergoes complete collapse due to extensive plasticization. Regarding foundation performance, the maximum pile load capacity is observed at node P007, reaching 63.1% in tension--well below the failure threshold of 100%. The force-deformation behavior of nodes P001 (pile base) and 1A28 (beam-column connection at the second level) was also analyzed. The corresponding graphs indicate stable behavior up to a load factor of 1.020, where displacement reaches 77 cm at node P001 and 115 cm at node 1A28. Beyond this point, displacement increases drastically until structural collapse occurs at a load factor of 1.035. \begin{table}
\begin{tabular}{c c c c c c c c c c c c} \hline \hline  & \multicolumn{6}{c}{**Resistance Reserve Factor (RSR)**} & \multicolumn{6}{c}{**Collapse Mechanism**} \\ \hline \multirow{3}{*}{**Direction**} & **Load** & **Maximum** & \multirow{3}{*}{**Shear**} & \multirow{3}{*}{**RSR**} & \multirow{3}{*}{**RSR**} & \multirow{3}{*}{**Status**} & \multicolumn{3}{c}{**Collapse By**} & \multicolumn{3}{c}{**Pile Capacity**} \\  & **Shear** & & **(Ton)** & & & & **Minimum** & & **Plasticization** & **Pile** & **\%** & **Pile** & **Type** \\  & **Load** & **(Ton)** & & & & & & **of Elements** & **Collapse** & & \\ \hline
0\({}^{\circ}\) & 1.020 & 5571.15 & 2022.39 & 2.728 & 2.20 & OK & YES & NO & 81.7\% & P008 & Compression \\
45 & 1.005 & 5698.17 & 2130.64 & 2.726 & 2.20 & OK & YES & NO & 92.3\% & P008 & Compression \\
90 & 1.000 & 6599.93 & 2520.79 & 2.806 & 2.20 & OK & YES & NO & 71 It is observed in Figure 11 that applying a load factor of 0.995 results in the maximum shear (5707 tons); this is because in this step, some elements in the jacket and the piles with nodes P001, P002, and P003 begin to present plasticization, which causes the collapse mechanism to start. Applying a load factor of 1.005 causes the platform to collapse due to the plasticization of elements. On the other hand, the behavior of the foundation and piles is as follows: the maximum load capacity of the pile for node P008 = 84.6% in tension, less than 100% of their load capacity. The nodes P001 (at the base of the piles) and 1A28 (in the beam-column connection at the second level) were graphed, in which the behavior in terms of force-deformation is shown.