PSI - Issue 78

Gennaro Magliulo et al. / Procedia Structural Integrity 78 (2026) 1847–1854

1850

frequencies of the non-structural components, as described in studies by Brincker et al. (2001) and Peeters et al. (1999). A detailed description of the preliminary results from the in-situ campaign is available in de Anelis et al. (2025). In parallel with the field investigations, an experimental program was initiated in the laboratory at the Civil Engineering Laboratory (LInC) of the University of Sannio. Specifically, a full-scale fire suppression system was tested, with the capability to subject it to continuous pressurization via a specially designed pumping system. This approach enables realistic simulation of operating conditions and damage scenarios. The experimental setup allowed the reproduction of various types of stress and degradation in the system: from lateral deformation imposed on the piping, to joint failure, to modification of support constraints. An additional innovative feature of the setup is the integration of an intelligent monitoring system designed to detect significant changes in the operational conditions of the network and to signal when critical thresholds are exceeded. Laboratory testing is ongoing; complete results will be published in future scientific papers. 3. Testing methodologies for the seismic qualification of non-structural elements using dynamic simulation systems 3.1. Development and application of an advanced experimental protocol for shaking table testing Seismic simulation using a shaking table is currently one of the most reliable techniques for the experimental study of non-structural elements vulnerable to dynamic loads, particularly those that primarily respond to acceleration stimuli or combinations of acceleration and displacement. However, a critical analysis of the protocols currently in use has revealed several limitations, including poor representativeness of real conditions and limited adaptability to different categories of non-structural elements. Within the ENRICH project, a new experimental protocol was therefore developed with the aim of overcoming these limitations by proposing a flexible tool updated according to the latest technical knowledge and regulations. The protocol introduces an innovative approach based on constructing specific Required Response Spectra (RRS), defined from the characteristic dynamic parameters of the building and the analyzed component, in accordance with Italian technical standards. The adopted formulation, shown in equation (1), includes factors such as the installation height of the component (z), the total height of the building (H), the natural period of the component (T a ) and of the structure (T 1 ), the soil amplification coefficient (S), and various specific coefficients determined based on the dynamic behavior of the system. ( ) = ⎩⎪⎨ ⎪⎧ 4 � 1+ � + ( 1+ ) ( 1 − 0 ) ( − 0 ) < 1 5 � 1+ � 1 ≤ < 2 � 5 ( 1+ ) 1+4 ( 1− 2 ) 2 � ≥ 2 (1) The robustness and effectiveness of the protocol were verified through the use of seismic signals recorded in real buildings, which served as benchmarks for comparative tests. The experimental results confirmed the accuracy of the proposed approach, highlighting its advantages over pre-existing methods in terms of both reliability in predicting critical behaviors and adaptability to different case studies. Specifically, the study by D’Angela et al. (2024) evaluated the predictive capacity of the protocol in estimating the seismic vulnerability of acceleration-sensitive non-structural elements, modeled as single-degree-of-freedom (SDOF) systems with inelastic behavior. The assessment was conducted over a wide range of frequencies and conditions, using dynamic inputs from recordings on instrumented reinforced concrete buildings. The seismic capacity was correlated to various damage states (DS) and compared with the demands imposed by the simulated signals, interpreting the demand-to-capacity ratio as an indicator of the estimated safety margin. The analysis led to the definition of safety factors associated with seismic capacity, useful to ensure that applications of the protocol comply with the performance levels required for seismic qualification. The systematic