Deformabilita' Dei Ponti Di Grande Luce Soggetti All'azione Di Carichi Viaggianti

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Deformabilita' Dei Ponti Di Grande Luce Soggetti All'azione Di Carichi Viaggianti Università degli Studi della Calabria Dottorato di Ricerca in Ingegneria dei Materiali e delle Strutture XIX ciclo Settore disciplinare ICAR/08 DEFORMABILITA’ DEI PONTI DI GRANDE LUCE SOGGETTI ALL’AZIONE DI CARICHI VIAGGIANTI Tesi presentata per il conseguimento del titolo di Dottore di Ricerca in Ingegneria dei Materiali e delle Strutture da Daniele V. Cavallaro Coordinatore del Corso di Dottorato Tutor del Candidato Prof. Domenico Bruno Prof. Domenico Bruno Dipartimento di Strutture Novembre 2006 ii A Nicoletta iii iv Indice Sommario .........................................................................xv 1 Introduzione.................................................................1 1.1 Stato dell’arte................................................................................... 2 1.2 Stato attuale della ricerca................................................................. 7 1.3 Obiettivi della tesi...........................................................................11 2 Il carico mobile ..........................................................13 2.1 Premessa .........................................................................................13 2.2 Sistema continuo .............................................................................17 2.2.1 Trave percorsa da una forza concentrata ...................................17 2.2.1.1. Massa del carico trascurabile rispetto a quella della trave...................... 17 2.2.1.2. Massa della trave trascurabile rispetto a quella del carico...................... 21 2.2.2 Trave percorsa da un carico uniforme........................................24 2.2.2.1. Lunghezza del carico pari a 1/4 della luce della trave (/LLp = 0.25)..... 26 2.2.2.2. Lunghezza del carico pari a metà della luce della trave (/LLp = 0.5).... 29 2.2.2.3. Lunghezza del carico pari alla luce della trave ()LLp = ........................ 32 3 I ponti strallati...........................................................37 3.1 Introduzione ....................................................................................37 3.2 Statica dello strallo .........................................................................38 3.3 Formulazione del problema..............................................................43 3.3.1 Definizione del carico viaggiante................................................46 3.3.2 Equilibrio nel piano verticale della travata ................................47 3.3.3 Flessione delle torri....................................................................50 3.3.4 Torsione della travata................................................................51 v 3.3.4.1. Pila ad “H”............................................................................................. 51 3.3.4.2. Pila ad “A”............................................................................................. 53 3.3.5 Torsione delle torri ....................................................................55 3.3.6 Condizioni al contorno e condizioni iniziali del problema ...........58 3.4 Formulazione adimensionale del problema.......................................60 4 I ponti sospesi ............................................................69 4.1 Introduzione ....................................................................................69 4.2 Statica del cavo...............................................................................69 4.3 Formulazione del problema..............................................................75 4.3.1 Interazione tra il cavo e la travata.............................................77 4.3.2 Equilibrio della travata..............................................................79 4.3.3 Equilibrio del cavo.....................................................................80 4.3.4 Condizioni al contorno e condizioni iniziali del problema ...........82 4.4 Formulazione adimensionale del problema.......................................83 5 I ponti misti ...............................................................89 5.1 Introduzione ....................................................................................89 5.2 Formulazione del problema..............................................................90 5.2.1 Azioni sulla travata ...................................................................94 5.2.2 Equilibrio della travata..............................................................96 5.2.3 Equilibrio del cavo.....................................................................97 5.2.4 Flessioni delle torri ....................................................................98 5.2.5 Condizioni al contorno e condizioni iniziali del problema ...........99 5.3 Formulazione adimensionale del problema.....................................101 6 Metodo di risoluzione............................................... 107 6.1 Introduzione ..................................................................................107 6.2 Il Metodo delle Differenze Finite ...................................................109 6.3 Schema di integrazione..................................................................111 6.3.1 Stabilità ed accuratezza dello schema ......................................113 6.4 Implementazione della procedura di risoluzione .............................113 7 Risultati numerici .................................................... 119 7.1 Introduzione ..................................................................................119 vi 7.2 I ponti strallati..............................................................................120 7.3 I ponti sospesi ...............................................................................128 7.4 I ponti misti ..................................................................................134 8 Conclusioni............................................................... 143 8.1 Osservazioni sui risultati ottenuti..................................................146 Bibliografia..................................................................... 149 vii viii Indice delle figure Figura 2.1: Sistema ad un grado di libertà a massa variabile..........................14 Figura 2.2: Andamento della massa variabile al variare del tempo .................16 Figura 2.3: Andamento della massa mobile al variare del tempo ....................16 Figura 2.4: Trave semplicemente appoggiata percorsa da una forza F viaggiante ..............................................................................................17 Figura 2.5: Abbassamento dinamico in mezzeria della trave adimensionalizzato rispetto allo spostamento statico vo al variare di α e β nell’ipotesi di massa del carico trascurabile rispetto a quella della trave ......................20 Figura 2.6: Massimo abbassamento dinamico in mezzeria della trave adimensionalizzato rispetto allo spostamento statico vo al variare di α per diversi valori di β nell’ipotesi di massa del carico trascurabile rispetto a quella della trave....................................................................21 Figura 2.7: Trave semplicemente appoggiata percorsa da una massa m viaggiante ..............................................................................................21 Figura 2.8: Abbassamento dinamico in mezzeria della trave adimensionalizzato rispetto allo spostamento statico vo al variare di α e β nell’ipotesi di massa della trave trascurabile rispetto a quella del carico ......................23 Figura 2.9: Massimo abbassamento dinamico in mezzeria della trave adimensionalizzato rispetto allo spostamento statico vo al variare di α e di 1/α′ per diversi valori di β nell’ipotesi di massa della trave trascurabile rispetto a quella del carico ..................................................24 Figura 2.10 Trave appoggiata percorsa da un carico uniforme viaggiante......25 Figura 2.11: Abbassamento dinamico in mezzeria della trave adimensionalizzato rispetto allo spostamento statico vo al variare di α e β nel caso pg/0.5= e LLp /= 0.25 ...........................................................27 Figura 2.12: Abbassamento dinamico in mezzeria della trave adimensionalizzato rispetto allo spostamento statico vo al variare di α e β nel caso pg/1= e LLp /0.25= .............................................................28 ix Figura 2.13: Massimo abbassamento dinamico in mezzeria della trave adimensionalizzato rispetto allo spostamento statico vo al variare di α per diversi valori di β nel caso LLp /0.25= ............................................29 Figura 2.14: Abbassamento dinamico in mezzeria della trave adimensionalizzato rispetto allo spostamento statico vo al variare di α e β nel caso pg/0.5= e LLp /0.5= ...........................................................30 Figura 2.15: Abbassamento dinamico in mezzeria della trave adimensionalizzato rispetto allo spostamento statico vo al variare di α e β nel caso pg/1= e LLp /0.5= ..............................................................31 Figura 2.16: Massimo abbassamento dinamico in mezzeria della trave adimensionalizzato rispetto allo spostamento statico vo al variare di α per diversi valori di β nel caso LLp /0.5= ..............................................32 Figura 2.17: Abbassamento dinamico in mezzeria della trave adimensionalizzato rispetto allo spostamento statico vo al variare di α e β nel caso pg/0.5= e LLp = .................................................................33 Figura 2.18: Abbassamento dinamico in mezzeria della trave adimensionalizzato rispetto allo spostamento
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