The role of softening in the numerical analysis of RC framed structures

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Franco Bontempi

Reinforced Concrete beams with tension and compression softening material constitutive laws are studied. Energy-based and non-local regularisation techniques are presented and applied to a R.C. element. The element characteristics (sectional tangent stiffness matrix, element tangent stiffness matrix restoring forces) are directly derived from their symbolic expressions through numerical integration. In this way the same spatial grid allows us to obtain a non-local strain estimate and also to sample the contributions to the element stiffness matrix. Three examples show the spurious behaviors due to the strain localization and the stabilization effects given by the regularisation techniques, both in the case of tension and compression softening. The possibility to overestimate the ultimate load level when the non-local strain measure is applied to a non softening material is shown.

The role of softening in the numerical analysis of RC framed structures

The role of softening in the numerical analysis of RC framed structures

The role of softening in the numerical analysis of RC framed structures

The role of softening in the numerical analysis of RC framed structures

The role of softening in the numerical analysis of RC framed structures

The role of softening in the numerical analysis of RC framed structures

The role of softening in the numerical analysis of RC framed structures

The role of softening in the numerical analysis of RC framed structures

The role of softening in the numerical analysis of RC framed structures

The role of softening in the numerical analysis of RC framed structures

The role of softening in the numerical analysis of RC framed structures

The role of softening in the numerical analysis of RC framed structures

The role of softening in the numerical analysis of RC framed structures

The role of softening in the numerical analysis of RC framed structures

The role of softening in the numerical analysis of RC framed structures

The role of softening in the numerical analysis of RC framed structures

The role of softening in the numerical analysis of RC framed structures

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Wind turbines are complex structures that should deal with adverse weather conditions, are exposed to impacts or ship collisions and, due to the strategic roles in the energetic supplying, can be the goal of military or malevolent attacks. Even if a structure cannot be design to resist any unforeseeable critical event or arbitrarily high accidental action, this kind of systems should be able to maintain integrity and a certain level of functionality also under accidental circumstances, which are not contemplated or cannot be considered in the usual design verification. According to a performance-based design view, the entity of actions to be resisted and the services levels to be maintained are the design objectives, which should be defined by the stakeholders and by the designer in respect of the regulation in force. For what said above, the structural integrity of wind turbines is a central issue in the framework of a safe design: it depends on different factors, like exposure, vulnerability and robustness. Particularly, the requirement of structural vulnerability and robustness are discussed in this paper and a numerical application is presented, in order to evaluate the effects of a ship collision on the structural system of an offshore wind turbine. The investigation resorts nonlinear dynamic analyses performed on the finite element model of the turbine and considers three different scenarios for the ship collision. The review of the investigation results allows for an evaluation of the turbine structural integrity after the impact and permits to identify some characteristics of the system, which are intrinsic to the chosen organization of the elements within the structure.

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Seismic protection measures for bridges can be used both for obtaining acceptable performances from new structures that for retrofitting existing ones. With the modern design philosophy based on probabilistic Performance-Based Earthquake Engineering (PBEE) approaches, the engineers are allowed to investigate different design solutions in terms of vulnerability assessment. However, if probabilistic PBEE approaches are nowadays well established and widely studied also for bridges, the topic of using the PBEE frameworks for the evaluation of the effectiveness of seismic protection devices for bridges is not extensively treated in literature. The first objective of this work is to deal with the problem of assessing the earthquake performance of an highway bridge equipped with different bearing device: the elastomeric bearings (ERB) and the friction pendulum systems (FPS). The second purpose is to evaluate the efficiency of a structure-dependent IM in case of isolated system. The examined structure is an highway bridge with concrete piers and steel truss deck. A FE model of the bridge is developed by using nonlinear beam-column elements with fiber section and the devices are modeled by specific elements implementing their nonlinear behavior. The effectiveness of the different retrofitting strategies has been carried out in terms of damage probability. Choosing the example of slight damage, and referring to the curvature ductility as EDP, the probability of damage during a period of 50 years is: 23% for the structure without isolation, 7% for the structure equipped with ERB, and 3% for the structure equipped with FPS isolation.

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Istituto Nazionale di Geofisica e Vulcanologia - Comunicato del 31-10-2002: "Alle 11:32 italiane di oggi 31 ottobre si è verificata una forte scossa di terremoto che ha colpito una vasta zona al confine tra il Molise e la Puglia. Le località più vicine all'epicentro, per alcune delle quali si hanno già notizie di danni ad edifici, sono Santa Croce di Magliano, S. Giuliano di Puglia, Larino (tutti in provincia di Campobasso). La magnitudo dell'evento è stata stimata pari a 5.4 Richter, un valore che comporta effetti fino all'VIII grado della scala Mercalli. La scossa è stata preceduta da alcune scosse nella notte (01:25, 03:27), la più forte delle quali ha avuto magnitudo 3.5. La scossa è stata seguita da numerose repliche, la più forte delle quali è avvenuta alle 14:03 e ha avuto magnitudo 3.7".

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In questo contributo si sono riportati ordinatamente i concetti generali che, in base all’esperienza degli autori, contribuiscono a comprendere le cause di un collasso strutturale o di un disastro, spiegandone l’evoluzione temporale. Preliminare a ogni indagine è la comprensione delle caratteristiche di complessità che possono presentarsi affrontando il problema in esame; l’analisi di sensibilità a specifici fattori e la presenza o assenza di robustezza strutturale sono punti che rendono la risoluzione del problema più o meno facile. Altrettanto fondamentale è la consapevolezza che un incidente ha spesso ragioni differenti e concomitanti, come illustrato dal modello di Reason. Gli strumenti che favoriscono la soluzione delle indagini sono la scomposizione gerarchica/ funzionale e la costruzione della catena temporale delle vicende con individuazione di uno snodo causale: fatto questo, in cascata si possono ricostruire i passi che completano la storia. Associato allo sviluppo temporale delle vicende è il profilo delle responsabilità che riesce a connettere attori e azioni anche distanti dal momento contingente del crollo. Fermo restando la tragicità che può aversi alla presenza di collassi strutturali, questi rappresentano eventi che mostrano il comportamento intimo delle strutture e la loro concezione: sono quindi situazioni che possono far riflettere sul modo di operare dei tecnici e che possono introdurre o affermare nuovi concetti come la cosiddetta fidatezza (dependability), mutuata dall’ambito dell’Informatica. È un concetto volto a definire la qualità globale di un sistema, attraverso la descrizione dei vari aspetti ritenuti fondamentali e dei fattori che li influenzano (Arangio et al., 2010).

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Franco Bontempi

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Introduzione al Calcolo Elasto – Plastico «a freddo» delle strutture in acciaio

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FB - PSA Esercitazione 1_12_18-II parte.pdf

FB - PSA Esercitazione 1_12_18-II parte.pdf

Franco Bontempi

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Gestione di Ponti e Grandi Strutture: Spalle - Pile - Antenne

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Franco Bontempi

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PGS - lezione 04 - MODELLAZIONI DISCRETE.pdf

PGS - lezione 04 - MODELLAZIONI DISCRETE.pdf

Franco Bontempi

PGS - lezione 03 - IMPALCATO DA PONTE E PIASTRE.pdf

PGS - lezione 03 - IMPALCATO DA PONTE E PIASTRE.pdf

PGS - lezione 03 - IMPALCATO DA PONTE E PIASTRE.pdf

Franco Bontempi

INCENDIO

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La realtà dei ponti e dei viadotti: controllo e manutenzione

La realtà dei ponti e dei viadotti: controllo e manutenzione

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ANALISI DEL RISCHIO PER LA SICUREZZA NELLE GALLERIE STRADALI.

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Approccio sistemico al progetto dei grandi ponti

Approccio sistemico al progetto dei grandi ponti

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PGS - lezione D - grandi strutture.pdf

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PGS - lezione F - ingegneria forense.pdf

PGS - lezione F - ingegneria forense.pdf

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Introduzione al Calcolo Elasto – Plastico «a freddo» delle strutture in acciaio

Introduzione al Calcolo Elasto – Plastico «a freddo» delle strutture in acciaio

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FB - PSA Esercitazione 1_12_18-II parte.pdf

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Gestione di Ponti e Grandi Strutture: Spalle - Pile - Antenne

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PGS - lezione 04 - MODELLAZIONI DISCRETE.pdf

PGS - lezione 04 - MODELLAZIONI DISCRETE.pdf

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PGS - lezione 03 - IMPALCATO DA PONTE E PIASTRE.pdf

PGS - lezione 03 - IMPALCATO DA PONTE E PIASTRE.pdf

INCENDIO

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Chapter 19_DDA_TOD Policy_First Draft 2012.pdf

Chapter 19_DDA_TOD Policy_First Draft 2012.pdf

Chapter 19_DDA_TOD Policy_First Draft 2012.pdf

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