## 3 Materials and Methods
### Permanent Actions (Dead Loads)
While AS 5222 does not provide design wind loads corresponding to specific structural heights, the entire structural members are applied with a calculated wind UDL of 0.595 kN/m. The calculation details are shown in Table 7. This value is lower than the wind load calculated based on AS1170.2. Thus, AS 5222:2021 is not the primary reference in this study. The bending moments caused by the formwork table cannot be ignored in this project. Referring to AS/NZS 1170.2: 2021, the calculation details are shown in Table 8. Some of the factors for calculating the design wind pressure are the same as the factors determined in Table 6. The wind pressure is converted into equivalent bending moments exerted on the inner ends of the platform's primary beams. \begin{table}
\begin{tabular}{c c c} \hline
**Parameter** & **Value** & **Unit** \\ \hline \multicolumn{3}{c}{**Decomposed Wind Force Components**} \\ \hline \(UDL_{comp,arch}\) & \(0.41\times[V_{des}]^{2}/10^{3}\) & kN/m \\ \(UDL_{comp,girder}\) & \(0.3575\times[V_{des}]^{2}/10^{3}\) & kN/m \\ \(UDL_{comp,substructure}\) & \(0.4094\times[V_{des}]^{2}/10^{3}\) & kN/m \\ \hline \end{tabular} Notes: 1 The location of the project site is assumed to be near the Greater Sydney region. 2 As the wind direction cannot be assumed, the largest factor value of 1 was chosen. 3 The OMSS is assumed to have a large first-mode natural frequency.  
\end{table} 
Table 6: _Cont._ \begin{table}
\begin{tabular}{c c c} \hline
**Parameter** & **Value** & **Unit** \\ \hline \multicolumn{3}{c}{**Wind Loads**} \\ \hline \(P\) & 500 1 & N/m2 \\ \(C_{f}\) & 1.7 2 & \\ \(UDL_{wind}\) & 0.595 3 & kN/m \\ \(UDL_{wind\_comp}\) & 0.421 & kN/m \\ \hline \end{tabular} Notes: 1 The design wind pressure is determined in AS 5222: 2021, Table 2, under an in-service design wind speed of 28.5. 2 The factor value is obtained from AS 5222: 2021, Table 3, as the OMSS is considered as single lattice frames with flat sided sections. 3 The assumed general element width is 700 mm, and the wind UDL can be obtained.  
\end{table} 
Table 7: Calculation of wind loads complying with AS 5222: 2021. \begin{table}
\begin{tabular}{c c c} \hline
**Parameter** & **Value** & **Unit** \\ \hline \multicolumn{3}{c}{**Wind Loads**} \\ \hline \(H_{formwork}\) & 6 & m \\ \(z_{bottom}\) & 30 & m \\ \(z_{top}\) & 36 & m \\ \(C_{slp}\) & 1.3 1 & \\ \(M_{z,cut,bottom}\) & 1.188 & \\ \(M_{z,cut,top}\) & 1.206 & \\ \(V_{des,bottom}\) & 49 & m/s \\ \(V_{des,top}\) & 50 & m/s \\ \(P_{bottom}\) & 1.873 & kPa \\ \(P_{top}\) & 1.950 & kPa \\ \(M_{equivalent}\) & 34.637 & kNm/m \\ \(L_{bay\_width}\) & 1.375 & m \\ \(M_{beam\_end{tabular}}\) & 47.625 & kNm \\ \hline \end{tabular} Notes: 1 The aerodynamic shape factor is determined in AS 1576.1: 2019, Clause 2.7, for the scaffolding system.  
\end{table} 
Table 8: Calculation of wind loads caused by formwork table. Moreover, a wind analysis of the formwork system at the platform level was also conducted. Those loads are converted to equivalent bending moments on the platform edge beams. To obtain a more conservative result, wind loads are applied from three different directions: perpendicular (orthogonal), and at 45 degrees both upward and downward, as shown in Figure 47. The corresponding decomposed wind loads are included in Table 6. Dynamic wind loading analysis is ignored in this study. Load Combinations  
Although there is no universal guideline for safety factors and load combinations, as the existing national design standards are based on past experience and prevent known failures, it is crucial to ensure rigorous design compared to the existing standards [34]. The typical structural analysis method is a limit-state design, which is specifically determined in AS1170.0:2002. Since the standard is primarily intended for permanent building structures, its general principles and load assessment methodologies may not be relevant to temporary structures. However, conservative design is always required for such structures.