###### Abstract  
In recent years, earthquake disasters have seriously damaged nonstructural components, so it is necessary to study their seismic performance. However, the existing scholarly research mainly concentrates on multistorey and high-rise buildings, and there are still deficiencies in the analysis of the seismic performance of the nonstructural components in large-span structures under seismic action. In this paper, the acceleration responses of a single-layer spherical reticulated shell structure are compared with those described in the current seismic design codes of the nonstructural components, and it is found that the current codes are not fully applicable to the seismic design of the nonstructural components in reticulated shell structures. The calculation formulas of the acceleration response spectra of single-layer spherical shell nodes are theoretically derived, and the shell node acceleration response spectra are affected by higher-order modes, orthogonal horizontal seismic input directions, and the membrane stiffness of the shell nodes. The variations in the acceleration responses of the shell nodes with node position and rise-to-span ratio are analysed, and a design method for the equivalent seismic action of the nonstructural components in a single-layer spherical reticulated shell with a roofing system is proposed. single-layer spherical reticulated shell; acceleration response spectra; roofing system; seismic action +
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substructures on the seismic response of double-layered reticulated shells and proposed the equivalent static loads analysis method to quantify the interaction between the shell and the higher multistorey substructure modes. Based on the above-mentioned research, the seismic performance of large-span space structures has been significantly improved; however, with the increasing types of nonstructural components in public buildings, the seismic performance of the nonstructural components has become a key problem that cannot be ignored in the design and analysis. Figure 1a-c shows that many nonstructural components are arranged in public buildings, which ensures the normal operation of public building functions. However, under the action of an earthquake, the seismic damage of the nonstructural components is usually more serious than that of the main structure [7]. [PERSON] et al. [8] performed a statistical analysis on the seismic damage of the nonstructural components in large-span space structures in the 1995 MS 7.3 Hanshin earthquake and the 2011 MS 9.0 East Japan earthquake and found that the economic losses caused by the seismic damage of the nonstructural components are relatively serious, causing serious injury and even death. [PERSON] et al. [9] investigated the seismic damage of various buildings under the 2017 Jiuzhaigo MS 7.0 earthquake and found that serious seismic damage of the nonstructural components occurred in the three local long-span buildings. Figure 2a-c shows that the seismic damage of the nonstructural components in a gymasium, an airport terminal, and an opera house will cause serious economic losses in these public buildings. Therefore, the seismic performance of the nonstructural components is the key to ensuring the safety and sustainable operation of public buildings. At present, the seismic design codes of the nonstructural components have been formulated in most counties, and calculation methods for the nonstructural components under the seismic action in the current main codes are summarized in Table 1. According to the above provisions on the seismic performance of the nonstructural components, the  
Figure 1: The suspended equipment in large-span buildings: (**a**) American Airlines Center; (**b**) Shenyang Aerospace University Gymnasium; (**c**) Wuhan shelter hospital for COVID-19 patients in 2020.