Abstract
The seismic performance of a single-layer spherical reticulated shell is the key problem to be solved in the design and analysis of this structure. In previous studies, the influences of roofing systems on the seismic performance of shells were usually ignored, resulting in large discrepancies between the results of analyses and the actual stress states of shells. In this paper, the finite element analysis method is applied to a shell with a roofing system, and the applicability of the method is proven by static loading experiments. The influences of roofing systems on the seismic performance of shells are obtained from seismic response curves, the proportions and distributions of plastic members and the failure behaviours of the shells during strong earthquakes. The mechanism of the influence of the roofing system on the seismic response of a shell is revealed by analysing the damage of purlin joints and the energy consumption of the components of the shell. The relationships that describe the influence of different parameters of reticulated shells and roofing systems on the seismic response of the shells are studied, and the results show that the roofing system can greatly change the seismic response and failure of a shell under strong earthquake conditions.
Highlights
At present, the seismic performance of reticulated shells has been systematically studied; the influences of roofing systems have been ignored in most studies
To further analyse the nonlinear response of reticulated shells undergoing strong earthquakes, Shen Shizhao et al [5,6,7] examined the dynamic stability of reticulated shell structures and their failure mechanisms during strong earthquakes, proposed analysing the complete dynamic time history in the full load domain to investigate the seismic response of reticulated shell structures from the elastic stage to the failure stage, and identified typical strong earthquake failure modes and remediation methods for reticulated shell structures
The percent change in maximum node displacement of the reticulated shell before and after the addition of a roofing system is defined as the seismic influence coefficient of the roofing system (γ), as shown in Equation (1), where Dshell,max is the maximum node displacement of the reticulated shell without a roofing system, and Dshell,roof is the maximum node displacement of the reticulated shell with a roofing system
Summary
The seismic performance of reticulated shells has been systematically studied; the influences of roofing systems have been ignored in most studies. The roof panel and reticulated shell members were connected by common nodes in the finite element analysis, which is inconsistent with the structural form of the roofing system in practical engineering, which consists of purlin, purlin hanger, pillar and roof panels All of these components determine the influence mechanism of the roofing system on the seismic performance of spherical reticulated shells. The fundamental frequency of the reticulated shell structure with the roofing system obtained by the previous research method is 19% and 7% higher than that of the bolted purlin roofing system and welded purlin roofing system established by the method in this paper This difference occurs because the effects of the connection strength and stiffness between roof panel and shell members are not considered in previous studies, which significantly overestimates the skin effect of the roof panel on the reticulated shell structure. The finite element analysis method in this paper can reflect the influence of the main components of the roofing system in the reticulated shell structure and provide a better finite element analysis method for the seismic response analysis and strong earthquake failure analysis of reticulated shell structures with roofing systems
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