On the seismic response of rack structures affected by pinching

Fire‐Induced Collapse of Automated Rack‐Supported Warehouses

“…In the first case, significant nonlinearities are related to columns, which are perforated along the height and subjected to local and distortional buckling phenomena [5], [6], and to beam-to-column joints [7]- [9]; the latter can have a relative influence on the seismic behavior factor [10]. The seismic approach is generally non-dissipative, as the rules requested by EN1993 could be hard to implement [10], especially regarding the maximum difference of the over-strength factor between load levels [11]. The fire design of ARSWs is generally based on active or passive measures, such as sprinklers [12], intumescent coatings, or oxygen reduction systems [13], to prevent or control the fire spreading since the design of these structures using prescriptive approaches based on fire resistance time could be demanding [14].…”

“…ARSW are generally made with cold-formed sections: cshaped or hollow square sections (HSS) for columns (called uprights) and c-shaped for bracings and beams. In the first case, significant nonlinearities are related to columns, which are perforated along the height and subjected to local and distortional buckling phenomena [5], [6], and to beam-to-column joints [7]- [9]; the latter can have a relative influence on the seismic behavior factor [10]. The seismic approach is generally non-dissipative, as the rules requested by EN1993 could be hard to implement [10], especially regarding the maximum difference of the over-strength factor between load levels [11].…”