###### Abstract
\begin{table}
[PERSON]begin{tabular}{c c c} \hline
**No.** & **Codes and Standards** & **Calculation Formula** \\ \hline
1 & China: code for seismic design of non-structural components [10] & \(F=\gamma\gamma\xi_{1}\xi_{2}\alpha_{\max}G\) \\ \hline
2 & America: minimum design loads for buildings and other structures [11] & \(F=\frac{0.4\mu_{p}S_{\infty}W_{p}}{R_{p}/T_{p}}\left[1+2\frac{z}{h}\right]\) \\ \hline
3 & Europe: design of structures for earthquake resistance-Part 1 (general rules, seismic actions, and rules for buildings) [12] & \(F_{EU}=M_{\rm NC}\alpha\times S\left[\frac{3\times\left(1+\frac{z}{h}\right)} {1+\left(1-\frac{z}{h}\right)}-0.5\right]\times\frac{\xi_{7z}}{q_{s}}\) \\ \hline \end{tabular}
\end{table} 
Table 1: Standards, building codes, and calculations of the seismic action for the nonstructural components. of the nonlinear behaviour of a multiple-degrees-of-freedom frame structure on the floor acceleration response spectra and found that the nonlinearity of the main structure can reduce the floor acceleration response and increase the influence of high-order vibration modes of the main structure. [PERSON] et al. [22; 23] conducted an analysis of the floor acceleration response spectra of a system with multiple-degrees-of-freedom and proposed a modified calculation method for the nonstructural components in reinforced concrete high-rise buildings under seismic action based on Eurocode 8. [PERSON] et al. [24] analysed floor acceleration response spectra of reinforced concrete structures with different floors in Europe and further improved the calculation method of the equivalent seismic action of the nonstructural components in reinforced concrete structures presented in Eurocode 8. [PERSON] et al. [25] carried out a time history analysis of steel structures with different heights, evaluated the horizontal floor acceleration response spectra of the nonlinear frames under the action of earthquakes, and studied the influence of the second and higher modes on the acceleration response spectra at different positions in the steel frames. For the seismic design and analysis of the nonstructural components in complex structures that cannot be directly applied according to the current codes, the random vibration method and shaking table test are usually used to analyse the seismic performance of the nonstructural components. [PERSON] et al. [26; 27] established the floor response spectrum method of a main structure based on the random vibration method, developed a seismic action calculation program for the nonstructural components on the basis of multistorey buildings, and proposed design suggestions for seismic action calculations of the nonstructural components in the relevant Chinese code. [PERSON] [28] proposed a multimode method for the estimation of floor response spectra on the basis of the seismic response analysis of multistorey steel frame buildings in Los Angeles. This method takes the coupling effect into consideration, establishes equivalent modal systems, and develops floor acceleration response spectra by incorporating the capacity spectrum method in conjunction with ductility-based floor response spectra for each modal system. [PERSON] et al. [29; 30] derived calculation formulas of the floor acceleration response spectra in buildings in nuclear power plants; the formulas take into account the coupling effects of various modes of the main structures and the nonstructural components and establishes statistical relationships between the seismic response spectra of equipment and ground response spectra according to different site conditions. [PERSON] [31] studied the seismic fragility of a suspended ceiling system on the basis of the shaking table test, analysed the influence mechanism of each component in the seismic failure mechanism suspended ceiling system, and proposed an improvement suggestion for the seismic performance of the suspended ceiling system. [PERSON] et al.