## 4 Selection and Modeling of a Case-Study Super-High-Rise Building
### Modeling of the Case-Study Building  
The numerical model of the case-study building was established using the PERFORM-3D software [18]. The building core walls were modeled using the General Wall element in PERFORM-3D, considering both the axial-flexural interaction and the nonlinear shear behavior. The axial and flexural behavior of the core walls were modeled using fiber-section-based models, while the shear behavior was modeled by defining shear material. The CFT columns were modeled using a fiber section beam-column element in order to consider axial-flexural interaction. For simplicity, all of the beams were modeled using a concentrated plasticity beam-column element, and the constitutive relationship of moment-curvature for the concentrated plastic hinge in the element was determined on the basis of the static elastoplastic method, see Figure 13. For coupling beams, it is critical to include the shear effect to model the shear mechanism of coupling beams. The model adopts rigid floor constraints, where slabs are assumed to be rigid slabs, and all beams have zero axial deformation. All the material models were determined according to current design codes as well as several reference guidelines [15; 16; 17; 19; 20; 21]. Figure 14 shows the elevation view along with the bottom story view of the building model. The core walls of the case-study building were initially designed using RC shear walls, and then the RC walls were substituted with GSPCW walls with reduced wall section sizes. The load combination included 1 times dead load and 0.5 times live load. A comparison of the dynamic characteristics between the RC model and the GSPCW model are provided in Table 6. \begin{table}
\begin{tabular}{l c c c c c c} \hline \hline
**Story** & **Z1** & **Z2** & **Z3** & **Inner Wall** & **Exterior Wall** & **Truss** & **Brace** \\ \hline
1–4 & & & & & 2000 (1350) & - & \\ \hline
5–11 & & & & & 1800 (1350) & 700 \(\times\) 700 \(\times\) 50 \(\times\) 50 & - \\ \hline
12–14 & & & & & 1560 (1100) & - & 1000 \(\times\) 1000 \(\times\) 60 \(\times\) 60 \\ \hline
25–27 & \(2000\times 2000\times\) & \(2000\times 3500\times\) & \(2000\times 3500\times\) & \(600\) & 1320 (1100) & 700 \(\times\) 700 \(\times\) 50 \(\times\) 50 & - \\ \hline
28–37 & & & & & & 1000 \(\times\) 1000 \(\times\) 60 \(\times\) 60 \\ \hline
38–40 & & & & & 700 \(\times\) 700 \(\times\) 50 \(\times\) 50 & - \\ \hline
41–50 & & & & & 1080 (-) & - & 1000 \(\times\) 1000 \(\times\) 60 \(\times\) 60 \\ \hline
51–53 & & & & 400 & & 700 \(\times\) 700 \(\times\) 50 \(\times\) 50 & - \\ \hline
54–72 & \(1500\times 1500\) & \(1500\times 2000\) & \(1500\times 3000\) & \(800\) (-) & - & 1000 \(\times\) 1000 \(\times\) 60 \(\times\) 60 \\ \hline
73–75 & \(1200\times 1200\) & \(1200\times 1600\) & \(1200\times 2000\) & \(600\) (-) & \(700\times 700\times 50\times 50\) & - \\ \hline
76–86 & \(1000\times 1000\) & \(1000\times 1200\) & \(1000\times 1800\) & \(300\) & \(600\) (-) & - & 700 \(\times\) 700 \(\times\) 50 \(\times\) 50 \\ \hline
87–89 & & & & & 500 \(\times\) 500 \(\times\) 30 \(\times\) 30 & - \\ \hline
90–95 & \(500\times 500\) & \(500\times 800\) & \(650\times 1000\) & \(300\) (-) & - & 700 \(\times\) 700 \(\times\) 50 \(\times\) 50 \\ \hline
96 & & & & & & - \\ \hline \hline \end{tabular}  
* Notes: (1) The notation of section size of CFT column is height \(\times\) width \(\times\) thickness of steel plate in height direction \(\times\) thickness of steel plate in width direction. (2) The rectangular steel tube is used for truss and brace, and the notation of section size is height \(\times\) width \(\times\) thickness of steel plate in height direction \(\times\) thickness of steel plate in width direction. (3) The thickness of exterior wall for GSPCW model is in brackets, and (-) means the walls are not replaced by GSPCW walls.  
\end{table} 
Table 5: Member size of vertical components (unit: mm).