## 3 Results  
The acceleration responses of single-layer reticulated shell nodes are compared with current codes in this section. The analysis examines examples of the horizontal and vertical acceleration responses of the shell nodes in the D6053-W, D6053-LSWM, and D6053-HHWM structures under three-dimensional ground motions. The Chinese code specifies \begin{table}
\begin{tabular}{c c c c c} \hline
**No.** & **Name and Time** & **Station** & **Fault Distance (m)** & **PGA (g)** \\ \hline GM-1 & San Fernando (1971) & LA-Hollywood Stor FF & 22.77 & 0.17 \\ GM-2 & Imperial Valley-06 (1979) & Delta & 22.03 & 0.33 \\ GM-3 & Parkfield (1966) & Cholame-Shandon Array \#8 & 12.90 & 0.28 \\ GM-4 & Kobe (1995) & Shin-Osaka & 19.15 & 0.08 \\ GM-5 & Duzce (1999) & Bolu & 12.04 & 0.37 \\ GM-6 & Imperial Valley-06 (1979) & Compuertas & 15.30 & 0.04 \\ GM-7 & Victoria Mexico (1980) & Chihuahua & 18.96 & 0.04 \\ \hline \end{tabular}
\end{table} 
Table 2: The information from the ground motion records. Figure 3: FEM of the composition of the shell with a roofing system [42]. the equivalent horizontal force (\(F_{\rm H}\)) and vertical force (\(F_{\rm V}\)) of the nonstructural components under earthquake action, as shown in Equation (9) [43]:  
\[F_{\rm H}=\gamma_{\rm EH}\gamma\eta\xi_{1}\xi_{2}a_{\rm max}G,\ F_{\rm V}=\gamma_{ \rm FV}\gamma\eta\xi_{1}\xi_{2}a_{\rm max,v}G \tag{9}\]  
where \(\gamma_{\rm H}\) and \(\gamma_{\rm V}\) are the horizontal and vertical seismic action coefficients, taken as 0.5 and 1.0, respectively; \(a_{\rm max,v}\) is the maximum vertical seismic influence coefficient; and \(G\) is the gravity of the nonstructural component. Billboards, decorative connections, and fireproof ceilings are selected as common nonstructural components in large-span space structures. The relevant parameters of these nonstructural components are shown in Table 3.  
As shown in Figure 4, the solid lines represent the design values according to the relevant Chinese code, and the red dots represent the results of finite analysis of the peak accelerations of the shell nodes. Figure 4a-c shows that the peak values of the horizontal acceleration of the shell nodes considerably exceed the specification, and the number of nodes exceeding specification requirements tends to decrease as the ring approaches the central node of the shell. As shown in Figure 5a-c, the vertical acceleration response of the shell nodes is more intense than the horizontal response, and the shell nodes in each ring exceed the requirements of the Chinese code. The peak vertical acceleration values of the shell nodes tend to increase as the ring approaches the central node of the shell, which indicates that the nonstructural components closer to the central node of the shell should agree with the more serious vertical seismic requirements. Figure 4b,c and Figure 5b,c show that the bolted and welded purlin roofing systems change the horizontal and vertical acceleration extremums of the shell nodes, indicating that it is necessary to consider the influence of the roofing system when analysing the acceleration response spectra of reticulated shell nodes. The above analysis shows that the current Chinese code is not applicable to the seismic design of the nonstructural components in single-layer spherical reticulated shells, and the same conclusion is also true for ASCE 7-10. Figure 4: Comparison of horizontal acceleration peak values of the nodes of shells under 1.40 m/s\({}^{2}\) seismic acceleration and the Chinese code: (**a**) D6053-W; (**b**) D6053-LSWM; (**c**) D6053-HHWM.