Previsione della risposta sismica di edifici asimmetrici mediante il metodo statico non lineare

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(1)*. PREVISIONE DELLA RISPOSTA SISMICA DI EDIFICI ASIMMETRICI MEDIANTE IL METODO STATICO NON LINEARE. Tesi di Dottorato. Giovanna A. F. Ferrara. Obiettivo della tesi è l'estensione di una nuova modalità di applicazione dei metodi statici non lineari, inizialmente proposta per schemi semplificati monopiano, a sistemi multipiano asimmetrici in pianta. Essa presuppone l'esecuzione di due distinte analisi statiche non lineari con altrettante eccentricità "correttive" definite in ragione dei parametri-chiave che governano il comportamento dinamico dei sistemi monopiano. La generalizzazione del metodo agli edifici multipiano pone molteplici problematiche. In primo luogo la ridefinizione dei parametri-chiave, per i quali non esistono dei diretti corrispondenti nel caso di edifici a più piani. Successivamente la definizione di un certo numero di sistemi strutturali multipiano su cui validare il metodo proposto. A tal proposito è stato definito un ampio campione di edifici multipiano a struttura intelaiata in cemento armato, appositamente progettati, modificando la filosofia ed i criteri di progetto. La modellazione degli edifici, realizzata con il software OpenSees, è realistica e consente di simulare tutti i più significativi fenomeni meccanici che caratterizzano il comportamento inelastico degli elementi strutturali in cemento armato ed, in particolare, il degrado di resistenza e rigidezza sotto carichi ciclici. Inoltre è stata elaborata una procedura per determinare un modello di carico evolutivo, che, per la sua complessità, non si caratterizza come una proposta da abbinare alla correzione in pianta della risposta, ma costituisce unicamente uno strumento per l'esecuzione delle analisi pushover nell'ambito del presente studio. Infine, sono state messe a punto delle proposte alternative alla metodologia originariamente suggerita. Le metodologie proposte sono capaci di migliorare ulteriormente la stima degli spostamenti dinamici e risultano di più semplice applicazione.. Previsione della risposta sismica di edifici asimmetrici mediante il metodo statico non lineare. Giovanna Angela Francesca Ferrara. UNIVERSITÀ DEGLI STUDI DI CATANIA DOTTORATO DI RICERCA IN INGEGNERIA DELLE STRUTTURE. Ciclo XXIV.

(2) Giovanna Angela Francesca Ferrara. PREVISIONE DELLA RISPOSTA SISMICA DI EDIFICI ASIMMETRICI MEDIANTE IL METODO STATICO NON LINEARE. Tesi di Dottorato. UNIVERSITÀ DEGLI STUDI DI CATANIA DOTTORATO DI RICERCA IN INGEGNERIA DELLE STRUTTURE. Ciclo XXIV.

(3) 10 DICEMBRE 2012 . DOTTORATO DI RICERCA IN INGEGNERIA DELLE STRUTTURE XXIV CICLO. UNIVERSITÀ DEGLI STUDI DI CATANIA FACOLTÀ DI INGEGNERIA DIPARTIMENTO DI INGEGNERIA CIVILE E AMBIENTALE VIALE ANDREA DORIA 6 95125 CATANIA TUTOR DR. ING. EDOARDO MICHELE MARINO. COORDINATORE PROF. ING. GIUSEPPE OLIVETO.

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(73) . in cui : . P λ. è il vettore dei carichi applicati ai singoli impalcati; è un coefficiente di proporzionalità, che rappresenta. M. l'intensità del carico applicato; è la matrice di massa della struttura, che è una matrice diagonale di ordine 3, i cui unici termini non nulli sono altrettante sottomatrici diagonali: la prima e la seconda di esse contengono le masse di tutti gli impalcati, mentre nella. ĭ. terza figurano i loro momenti di inerzia polari rispetto a CM; è una qualunque ragionevole forma di spostamento, in generale dotata di tre sottocomponenti:. . ĭT = (ĭTx ; ĭTy ; ĭTz ) .

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(80) . con : M, C. matrici rispettivamente di massa e smorzamento del sistema;. fs ( u,segn u ). forze di richiamo del sistema;. u, u e u. vettori di spostamento, velocità e accelerazione degli impalcati;. .

(81) 0HWRGLVWDWLFLQRQOLQHDULSHUVLVWHPLDVLPPHWULFL. . matrice che tiene conto della distribuzione spaziale delle azioni sismiche non solo lungo l'altezza dell'edificio . s. ma anche in pianta.. ,QJHQHUDOH s T = (1T ;1T ;1T ) .

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(94) . dove il pedice k è x ovvero y in base alla direzione del carico. . 3HUOD

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(96) VLSXzVFULYHUH Vb = m* Γ Sae (T ) Φ N .

(97) . D = Γ S de (T ) Φ N .

(98) . essendo : . T S ae (T ). il periodo di vibrazione del sistema; la pseudo-accelerazione spettrale elastica letta in corrispondenza del periodo T ;. Sde (T ). lo spostamento spettrale elastico letto in corrispondenza del periodo T ;. Γ. il coefficiente di partecipazione modale definito dalla:. .

(99) 0HWRGLVWDWLFLQRQOLQHDULSHUVLVWHPLDVLPPHWULFL. ¦m. . N. L Γ= = M. ¦. i =1 N. k ,i. Φ k ,i. m k ,i Φ k2 ,i. =. ĭT M s ĭT M ĭ. .

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