Studio del metodo "systolic volume balance" per la stima non invasiva della portata media cardiaca

La portata media cardiaca, (cardiac output “CO”) è un parametro essenziale per una buona gestione dei pazienti o per il monitoraggio degli stessi durante la loro permanenza nell’unità di terapia intensiva. La stesura di questo elaborato prende spunto sull’articolo di Theodore G. Papaioannou, Orestis Vardoulis, and Nikos Stergiopulos dal titolo “ The “systolic volume balance” method for the non invasive estimation of cardiac output based on pressure wave analysis” pubblicato sulla rivista American Journal of Physiology-Heart and Circulatory Physiology nel Marzo 2012. Nel sopracitato articolo si propone un metodo per il monitoraggio potenzialmente non invasivo della portata media cardiaca, basato su principi fisici ed emodinamici, che usa l’analisi della forma d’onda di pressione e un metodo non invasivo di calibrazione e trova la sua espressione ultima nell’equazione Qsvb=(C*PPao)/(T-(Psm,aorta*ts)/Pm). Questa formula è stata validata dagli autori, con buoni risultati, solo su un modello distribuito della circolazione sistemica e non è ancora stato validato in vivo. Questo elaborato si pone come obiettivo quello di un’analisi critica di questa formula per la stima della portata media cardiaca Qsvb. La formula proposta nell'articolo verrà verificata nel caso in cui la circolazione sistemica sia approssimata con modelli di tipo windkessel. Dallo studio svolto emerge il fatto che la formula porta risultati con errori trascurabili solo se si approssima la circolazione sistemica con il modello windkessel classico a due elementi (WK2) e la portata aortica con un’onda rettangolare. Approssimando la circolazione sistemica con il modello windkessel a tre elementi (WK3), o descrivendo la portata aortica con un’onda triangolare si ottengono risultati con errori non più trascurabili che variano dal 7%-9% nel caso del WK2 con portata aortica approssimata con onda triangolare ad errori più ampi del 20% nei i casi del WK3 per entrambe le approssimazioni della portata aortica.

Non linear response of planar asymmetric systems

The seismic behaviour of one-storey asymmetric structures has been studied since 1970s by a number of researches studies which identified the coupled nature of the translational-to-torsional response of those class of systems leading to severe displacement magnifications at the perimeter frames and therefore to significant increase of local peak seismic demand to the structural elements with respect to those of equivalent not-eccentric systems (Kan and Chopra 1987). These studies identified the fundamental parameters (such as the fundamental period TL normalized eccentricity e and the torsional-to-lateral frequency ratio Ωϑ) governing the torsional behavior of in-plan asymmetric structures and trends of behavior. It has been clearly recognized that asymmetric structures characterized by Ωϑ >1, referred to as torsionally-stiff systems, behave quite different form structures with Ωϑ <1, referred to as torsionally-flexible systems. Previous research works by some of the authors proposed a simple closed-form estimation of the maximum torsional response of one-storey elastic systems (Trombetti et al. 2005 and Palermo et al. 2010) leading to the so called “Alpha-method” for the evaluation of the displacement magnification factors at the corner sides. The present paper provides an upgrade of the “Alpha Method” removing the assumption of linear elastic response of the system. The main objective is to evaluate how the excursion of the structural elements in the inelastic field (due to the reaching of yield strength) affects the displacement demand of one-storey in-plan asymmetric structures. The system proposed by Chopra and Goel in 2007, which is claimed to be able to capture the main features of the non-linear response of in-plan asymmetric system, is used to perform a large parametric analysis varying all the fundamental parameters of the system, including the inelastic demand by varying the force reduction factor from 2 to 5. Magnification factors for different force reduction factor are proposed and comparisons with the results obtained from linear analysis are provided.

Nonlinear modelling of non-structural masonry walls under a low-intensity earthquake motion: calibration through a parametric study

This thesis aims to understand the behavior of a low-rise unreinforced masonry building (URM), the typical residential house in the Netherlands, when subjected to low-intensity earthquakes. In fact, in the last decades, the Groningen region was hit by several shallow earthquakes caused by the extraction of natural gas. In particular, the focus is addressed to the internal non-structural walls and to their interaction with the structural parts of the building. A simple and cost-efficient 2D FEM model is developed, focused on the interfaces representing mortar layers that are present between the non-structural walls and the rest of the structure. As a reference for geometries and materials, it has been taken into consideration a prototype that was built in full-scale at the EUCENTRE laboratory of Pavia (Italy). Firstly, a quasi-static analysis is performed by gradually applying a prescribed displacement on the roof floor of the structure. Sensitivity analyses are conducted on some key parameters characterizing mortar. This analysis allows for the calibration of their values and the evaluation of the reliability of the model. Successively, a transient analysis is performed to effectively subject the model to a seismic action and hence also evaluate the mechanical response of the building over time. Moreover, it was possible to compare the results of this analysis with the displacements recorded in the experimental tests by creating a model representing the entire considered structure. As a result, some conditions for the model calibration are defined. The reliability of the model is then confirmed by both the reasonable results obtained from the sensitivity analysis and the compatibility of the values obtained for the top displacement of the roof floor of the experimental test, and the same value acquired from the structural model.