## 1 Introduction  
Building elements known as non-structural components (NSCs) do not withstand loads [1]. In comparison to primary structural elements, damage to NSCs may cause more significant direct and indirect economic losses. Structures, especially crucial ones like hospitals, airports, and systems with significant historical or cultural value, may not operate properly if NSCs, including expensive and necessary equipment, are destroyed [2; 3]. The results of earlier studies show that the seismic behavior of non-structural components is equally relevant to structural components. The current norms and recommendations were produced in a large part using empirical methodologies, refined via earlier learning and technical skills [4]. Therefore, it is imperative to construct non-structural elements in a way that can withstand earthquakes, ensuring their stability and the continued operation of the building in the aftermath of seismic events. To do this, the FRSs must be established at the NSCs' location in the main structure. One decoupling analysis technique is the floor response spectrum (FRS) approach [5; 6; 7; 8]. Without considering the secondary system's effect, the dynamic analysis of the primary structure is conducted initially. The acceleration response history is sent into a secondary system to create the response spectrum. The design force of the secondary system may thus be calculated using the resultant FRS. An investigation into the dynamic analysis of NSCs revealed that the probability of NSC damage increases when the response of the primary structure is intensified [9]. Researchers initiated studies on methods for generating FRSs in the 1970s. Formerly, the component and its supporting framework were frequently seen as single system in several ways. [PERSON] et al. [10] developed a procedure to generate a smooth FRS. In order to accurately determine floor acceleration spectra, a novel method was devised and validated [11]. [PERSON] et al. [12] conducted a study to investigate the seismic demands on nuclear facilities. Their findings indicated that floor spectra derived from dynamic analysis exhibited notable fluctuations, particularly in tuned conditions. Extensive research has been conducted on the FRSs of multi-story buildings [13; 14; 15; 16; 17]. [PERSON] and [PERSON] [18] found that earthquake-induced floor acceleration demands in high-rise buildings can significantly deviate from current US seismic guidelines. [PERSON] et al. [13] developed a successful procedure for constructing floor spectra in elastic MDOF systems, useful for controlling damage at the serviceability limit state. Further research is required to extend it to inelastic MDOF systems. [PERSON] and [PERSON] [19] recently investigated floor acceleration demands in a twelve-story, reinforced-concrete shear wall building, and the analysis concluded that, even with a modest [PERSON] demand of 1.5, the nonlinear behavior of non-structural components resulted in a favorable decrease in floor response spectra, notably in the resonance areas. Little recent research has examined the impact of structural irregularities on FRSs. The effect of a vertical stiffness irregularity on the floor response spectrum was investigated [20], and the research shows that the amplification of the floor acceleration is higher at the soft-story level. The impact of a torsional irregularity on the tri-directional response spectra of industrial buildings was studied [21], and the analysis concluded that the buildings with variations in mass and stiffness result in FRS intensification. The most recent research [20] examined the impact of an irregularity (vertical stiffness) on FRSs and found that the soft-story level exhibits a greater amplifying influence on the floor acceleration. While various techniques for generating floor response spectra have been documented in the existing literature [12; 16; 22; 23], none of them sufficiently address the evaluation of how the location of a soft story affects the seismic design of NSCs.