# Research on the Connection Technology of Assembled Monolithic Residential Wallboard
## 4 Comparative Analysis of Simulation Results
### Stiffness Degradation Curve Analysis  
The Code for Seismic Testing of Buildings [25] (hereinafter abbreviated as \"the Code\") specifies the formula for calculating structural stiffness:  
\[K_{i}=\frac{|+F_{i}|+|-F_{i}|}{|+X_{i}|+|-X_{i}|} \tag{1}\]  
In the formula, \(+F_{i}\), \(-F_{i}\) is the value of the load at the ith forward and reverse peak points. \(+X_{i}\), \(-X_{i}\) is the displacement value of the ith forward and reverse peak points.  
Figure 9 shows the stiffness degradation curves of the two structures. At the beginning of the forward loading, the stiffness degradation of the structure from the beginning of the force to the yielding process is the largest. When the horizontal displacement is small,  
\begin{table}
\begin{tabular}{c c c c c c c c c} \hline \hline \multirow{2}{*}{**Model**} & \multirow{2}{*}{\begin{tabular}{c} **Load** \\ **Direction** \\ \end{tabular} } & \multicolumn{4}{c}{**F/N**} & \multicolumn{4}{c}{**Displacement/mm**} \\ \cline{2-9}  & & **Field Point** & **Peak Point** & **Breaking Point** & **Yield Point** & **Peak Point** & **Breaking Point** & **Ductility** \\ \hline \multirow{3}{*}{\
\begin{tabular}{c} New \\ structure \\ \end{tabular} } & Positive & \multirow{2}{*}{15,912.4} & \multirow{2}{*}{19,139.4} & \multirow{2}{*}{16,268.5} & \multirow{2}{*}{30.2} & \multirow{2}{*}{45.7} & \multirow{2}{*}{63.2} & \multirow{2}{*}{2.1} \\  & direction & & & & & & & \\ \cline{2-9}  & Negative & \multirow{2}{*}{\(-\)13,152.8} & \multirow{2}{*}{\(-\)16,462} & \multirow{2}{*}{\(-\)13,992.7} & \multirow{2}{*}{\(-\)29.6} & \multirow{2}{*}{\(-\)45.7} & \multirow{2}{*}{\(-\)62.8} & \multirow{2}{*}{2.1} \\  & direction & & & & & & & \\ \hline \multirow{3}{*}{
\begin{tabular}{c} Original \\ structural \\ \end{tabular} } & Positive & \multirow{2}{*}{12,168.9} & \multirow{2}{*}{15,447.2} & \multirow{2}{*}{13,130.1} & \multirow{2}{*}{23.6} & \multirow{2}{*}{31.1} & \multirow{2}{*}{110.3} & \multirow{2}{*}{4.7} \\  & direction & & & & & & & \\ \hline \hline \end{tabular}
\end{table}
Table 2: Skeleton curve feature point parameters.  
prefabricated shear walls are in an elastic phase and the new structure degrades less in stiffness than the original structure. Continuing loading, the horizontal displacements of the members increase to between 22.8 mm and 57.1 mm, and the stiffness degradation of the two structures begins to slow down after yielding, but the degradation of the two structures is basically the same. In the late stage of loading, the stiffness degradation of the new structure is significantly larger than that of the original structure after displacements greater than 57.1 mm. The magnitude of stiffness degradation is basically the same for both structures until 68.5 mm of structural displacement in the early to middle stages of negative upward loading. The stiffness degradation of the new structure is significantly larger than that of the original structure after displacements greater than 68.5 mm. This indicates that the stiffness degradation properties of the two structures differ at different loading stages. The stiffness degradation of the new structure is greater in the later stages of loading, and that of the original structure is greater in the early stages of loading.