Scarica Relazione geologica e sismica - Provincia della Spezia
Scarica Relazione geologica e sismica - Provincia della Spezia
Scarica Relazione geologica e sismica - Provincia della Spezia
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REGIONE LIGURIA<br />
PROVINCIA DELLA SPEZIA<br />
AREA 7: DIFESA DEL SUOLO<br />
MESSA IN SICUREZZA IDRAULICA DEL TRATTO FOCIVO DEL<br />
FIUME MAGRA DAL TORRENTE ISOLONE FINO ALLA FOCE IN<br />
SPONDA SINISTRA E DAL TORRENTE CANAL GRANDE FINO ALLA<br />
FOCE IN SPONDA DESTRA<br />
PROGETTO DEFINITIVO/ESECUTIVO - I STRALCIO<br />
RELAZIONE GEOTECNICA E STRUTTURALE<br />
CODICE DOCUMENTO<br />
ELABORATO<br />
2 5 3 3 - 0 6 - 0 0 1 0 3 . D O C CC R.4<br />
03 GIUGNO 11 S. BERTINELLI R. DUTTO G.CAMPI<br />
02 APRILE 11 S. BERTINELLI R. DUTTO G.CAMPI<br />
01 GENNAIO 11 S. BERTINELLI R. DUTTO G.CAMPI<br />
REV. DATA REDAZIONE VERIFICA AUTORIZZAZIONE MODIFICHE<br />
IL COMMITTENTE<br />
IL RESPONSABILE UNICO DEL PROCEDIMENTO<br />
Ing. Giotto MANCINI<br />
SERVIZI DI INGEGNERIA<br />
RIPRODUZIONE O CONSEGNA A TERZI SOLO DIETRO SPECIFICA AUTORIZZAZIONE
INDICE<br />
1 PREMESSA 3<br />
2 NORMATIVA DI RIFERIMENTO 4<br />
3 SOFTWARE UTILIZZATI 4<br />
4 CRITERI DI CALCOLO 5<br />
4.1 CRITERI E DEFINIZIONE DELL’AZIONE SISMICA 5<br />
4.2 VALUTAZIONE DELL’ AZIONE SISMICA 5<br />
4.3 COMBINAZIONI DI CARICO 8<br />
5 ANALISI E VERIFICHE SCARICHI PUNTUALI SCATOLARI 11<br />
5.1 ANALISI E VERIFICHE SVOLTE CON L’AUSILIO DI CODICI DI CALCOLO 11<br />
5.2 ANALISI DEI CARICHI 12<br />
5.2.1 Peso proprio e carichi permanenti portati 13<br />
5.2.2 Spinta del terreno 13<br />
5.2.3 Carichi mobili verticali sulla soletta superiore 14<br />
5.2.4 Spinta del sovraccarico sul rilevato 15<br />
5.2.5 Azione <strong>sismica</strong> 15<br />
5.3 MODELLAZIONE DEI MATERIALI 16<br />
5.4 MODELLAZIONE DELLE AZIONI 17<br />
5.5 DEFINIZIONE DELLE COMBINAZIONI 19<br />
6 SCATOLARE TIPOLOGICO A 23<br />
6.1 SCHEMATIZZAZIONE DEI CASI DI CARICO 24<br />
6.2 RISULTATI OPERE DI FONDAZIONE 27<br />
6.3 VERIFICHE ELEMENTI PARETE E GUSCIO IN C.A. 40<br />
6.4 STATI LIMITE D' ESERCIZIO 52<br />
7 SCATOLARE TIPOLOGICO B 60<br />
7.1 SCHEMATIZZAZIONE DEI CASI DI CARICO 61<br />
7.2 RISULTATI OPERE DI FONDAZIONE 63<br />
7.3 VERIFICHE ELEMENTI PARETE E GUSCIO IN C.A. 93<br />
7.4 STATI LIMITE D' ESERCIZIO 110<br />
8 SCATOLARE ACQUE MEDIE 121<br />
8.1 SCHEMATIZZAZIONE DEI CASI DI CARICO 122<br />
8.2 RISULTATI OPERE DI FONDAZIONE 125<br />
8.3 VERIFICHE ELEMENTI PARETE E GUSCIO IN C.A. 144<br />
8.4 STATI LIMITE D' ESERCIZIO 153<br />
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9 PARATIA DI PALANCOLE LATO BOCCA DI MAGRA TIPOLOGIA 1 160<br />
10 PARATIA DI PALANCOLE LATO BOCCA DI MAGRA TIPOLOGIA 2 212<br />
11 PARATIA DI PALANCOLE LATO BOCCA DI MAGRA TIPOLOGIA 3 264<br />
12 PARATIA DI PALANCOLE LATO BOCCA DI MAGRA TIPOLOGIA 4 316<br />
13 PARATIA DI PALANCOLE LATO BOCCA DI MAGRA TIPOLOGIA 5 368<br />
14 PARATIA DI PALANCOLE LATO BOCCA DI MAGRA TIPOLOGIA 6 420<br />
15 PARATIA DI PALANCOLE LATO BOCCA DI MAGRA TIPOLOGIA 7 472<br />
16 PARATIA DI PALANCOLE LATO FIUMARETTA TIPOLOGIA 1 524<br />
17 PARATIA DI PALANCOLE LATO FIUMARETTA TIPOLOGIA 2 576<br />
18 PARATIA DI PALANCOLE LATO FIUMARETTA TIPOLOGIA 3 628<br />
19 PARATIA DI PALANCOLE LATO FIUMARETTA TIPOLOGIA 4 680<br />
20 PARATIA DI PALANCOLE LATO FIUMARETTA TIPOLOGIA 5 732<br />
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1 PREMESSA<br />
La presente relazione riporta le analisi e le verifiche geotecniche e strutturali delle opere necessarie al<br />
Progetto Esecutivo – I Stralcio per la messa in sicurezza idraulica del tratto focivo del fiume Magra dal torrente<br />
Isolone fino alla foce in sponda sinistra e dal torrente canal Grande fino alla foce in sponda destra.<br />
Le strutture sono costituite da due tipologie distinte e diverse di opere. La prima e più estesa e formata da una<br />
serie di diaframmi realizzati con palancolati collegati con cordolo in c.c.a di testa sormontato da muretto nello<br />
stesso materiale. La struttura superiore è necessaria per ottenere l’innalzamento <strong>della</strong> difesa idraulica delle<br />
località di Bocca di Magra e Fiumaretta fino ad una quota stimata con un tempo di ritorno pari a 30 anni e<br />
franco di 50 cm. La seconda tipologia di opere presenti sono le strutture scatolari necessarie per permettere lo<br />
scarico a mare delle acque superficiali oltre alla linea definita dalle opere di difesa idraulica appena descritte.<br />
Tali strutture scatolari hanno la funzione di convogliare le acque superficiali determinando degli scarichi<br />
puntuali delle stesse e di permettere al contempo l’interruzione del passaggio idraulico antirigurgito in caso di<br />
piena del torrente Magra.<br />
In via generale le azioni considerate nelle analisi e nelle verifiche saranno quelle tipiche delle strutture<br />
interrate con le aggiunte delle azioni di tipo stradale, con applicazione <strong>della</strong> Normativa D.M. Ministero II. TT.<br />
del 14 gennaio 2008 – Norme tecniche per le costruzioni. La verifica è condotta per un’opera ricadente in ex<br />
Zona Sismica 3 e Categoria di Sottosuolo D, pertanto saranno applicate le azioni di rito previste dalla norma<br />
cosi come riportato nei capitoli successivi.<br />
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2 NORMATIVA DI RIFERIMENTO<br />
D.Min. Infrastrutture Min. Interni e Prot. Civile 14 Gennaio 2008 e allegate "Norme tecniche per le<br />
costruzioni".<br />
UNI 9502 - Procedimento analitico per valutare la resistenza al fuoco degli elementi costruttivi di<br />
conglomerato cementizio armato, normale e precompresso - edizione maggio 2001<br />
UNI EN 1990:2006 13/04/2006 Eurocodice 0 - Criteri generali di progettazione strutturale.<br />
UNI EN 1991-1-1:2004 01/08/2004 Eurocodice 1 - Azioni sulle strutture - Parte 1-1: Azioni in generale -<br />
<br />
Pesi per unità di volume, pesi propri e sovraccarichi per gli edifici.<br />
UNI EN 1991-2:2005 01/03/2005 Eurocodice 1 - Azioni sulle strutture - Parte 2: Carichi da traffico sui<br />
ponti.<br />
UNI EN 1992-1-1:2005 24/11/2005 Eurocodice 2 - Progettazione delle strutture di calcestruzzo - Parte 1-<br />
1: Regole generali e regole per gli edifici.<br />
UNI EN 1992-1-2:2005 01/04/2005 Eurocodice 2 - Progettazione delle strutture di calcestruzzo - Parte 1-<br />
2: Regole generali - Progettazione strutturale contro l'incendio.<br />
UNI EN 1997-1:2005 01/02/2005 Eurocodice 7 - Progettazione geotecnica - Parte 1: Regole generali.<br />
UNI EN 1998-1:2005 01/03/2005 Eurocodice 8 - Progettazione delle strutture per la resistenza <strong>sismica</strong> -<br />
Parte 1: Regole generali, azioni sismiche e regole per gli edifici.<br />
UNI EN 1998-3:2005 01/08/2005 Eurocodice 8 - Progettazione delle strutture per la resistenza <strong>sismica</strong> -<br />
Parte 3: Valutazione e adeguamento degli edifici.<br />
UNI EN 1998-5:2005 01/01/2005 Eurocodice 8 - Progettazione delle strutture per la resistenza <strong>sismica</strong> -<br />
Parte 5: Fondazioni, strutture di contenimento ed aspetti geotecnici.<br />
3 SOFTWARE UTILIZZATI<br />
Per la verifica degli elementi strutturali sono stati utilizzati i seguenti software:<br />
Titolo:<br />
PRO_SAP PROfessional Structural Analysis Program<br />
Versione: PROFESSIONAL (serie 2009-11-150)<br />
Produttore-Distributore:<br />
2S.I. Software e Servizi per l’Ingegneria s.r.l., Ferrara<br />
Titolo: PARATIE PLUS 2011<br />
Versione: (9.0.3.3)<br />
Produttore-Distributore:<br />
Harpaceas S.r.l. , Milano<br />
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4 CRITERI DI CALCOLO<br />
4.1 CRITERI E DEFINIZIONE DELL’AZIONE SISMICA<br />
In ottemperanza al D.M. del 14.01.2008 (Norme tecniche per le costruzioni), le verifiche sono state condotte<br />
con il metodo semi-probabilistico. L’effetto dell’azione <strong>sismica</strong> di progetto sull’opera nel suo complesso,<br />
includendo il volume significativo di terreno, la struttura di fondazione, gli elementi strutturali e non, deve<br />
rispettare gli stati limite ultimi e di esercizio definiti al § 3.2.1, i cui requisiti di sicurezza sono indicati nel § 7.1<br />
<strong>della</strong> norma. Il rispetto degli stati limite si considera conseguito quando:<br />
<br />
nei confronti degli stati limite di esercizio siano rispettate le verifiche relative al solo Stato Limite di<br />
Danno;<br />
nei confronti degli stati limite ultimi siano rispettate le indicazioni progettuali e costruttive riportate nel §<br />
7 e siano soddisfatte le verifiche relative al solo Stato Limite di salvaguardia <strong>della</strong> Vita.<br />
Per Stato Limite di Danno (SLD) s’intende che l’opera, nel suo complesso, a seguito del terremoto, includendo<br />
gli elementi strutturali, quelli non strutturali, subisce danni tali da non provocare rischi agli utenti e non<br />
compromette significativamente la capacità di resistenza e di rigidezza nei confronti delle azioni verticali e<br />
orizzontali. Lo stato limite di esercizio comporta la verifica delle tensioni di lavoro, come riportato al § 4.1.2.2.5.<br />
Per Stato Limite di salvaguardia <strong>della</strong> Vita (SLV) si intende che l’opera a seguito del terremoto subisce rotture<br />
e crolli dei componenti non strutturali e impiantistici e significativi danni di componenti strutturali, cui si associa<br />
una perdita significativa di rigidezza nei confronti delle azioni orizzontali (creazione di cerniere plastiche<br />
secondo il criterio <strong>della</strong> gerarchia delle resistenze), mantenendo ancora un margine di sicurezza (resistenza e<br />
rigidezza) nei confronti delle azioni verticali.<br />
Gli stati limite, sia di esercizio sia ultimi, sono individuati riferendosi alle prestazioni che l’opera a realizzarsi<br />
deve assolvere durante un evento sismico; nel caso di specie per la funzione che l’opera deve espletare nella<br />
sua vita utile, è significativo calcolare lo Stato Limite di Danno (SLD) per l’esercizio e lo Stato Limite di<br />
Salvaguardia <strong>della</strong> Vita (SLV) per lo stato limite ultimo.<br />
In particolare in merito alle opere scatolari, nel rispetto del punto § 7.9.2., rientrando tra le opere che si<br />
muovono con il terreno (§ 7.9.2.1), si può ritenere che la struttura debba mantenere sotto l’azione <strong>sismica</strong> il<br />
comportamento elastico; queste categorie di opere che si muovono con il terreno non subiscono le<br />
amplificazioni dell’accelerazione del suolo.<br />
A riguardo del calcolo allo SLV, dovendo la struttura mantenere durante l’evento sismico un comportamento<br />
elastico, vengono eseguite le verifiche alle tensioni di esercizio (§ 4.1.2.2.5), assumendo come limite delle<br />
tensioni di esercizio quelle adottate per la combinazione caratteristica (rara). Tale condizione, in accordo al<br />
punto § 7.10.6.1., consente di ritenere soddisfatte anche le verifiche nei confronti dello SLD.<br />
4.2 VALUTAZIONE DELL’ AZIONE SISMICA<br />
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L’azione <strong>sismica</strong> sulle costruzioni è valutata a partire dalla “pericolosità <strong>sismica</strong> di base”, in condizioni ideali di<br />
sito di riferimento rigido con superficie topografica orizzontale. Allo stato attuale, la pericolosità <strong>sismica</strong> su<br />
reticolo di riferimento nell’intervallo di riferimento è fornita dai dati pubblicati sul sito http://esse1.mi.ingv.it/. Per<br />
punti non coincidenti con il reticolo di riferimento e periodi di ritorno non contemplati direttamente si opera<br />
come indicato nell’ allegato alle NTC (rispettivamente media pesata e interpolazione).<br />
Per la definizione dell’azione <strong>sismica</strong>, occorre definire il periodo di riferimento PVR in funzione dello stato limite<br />
considerato. La vita nominale (VN) dell’opera è stata assunta pari a 50 anni. La classe d’uso assunta è la II. Il<br />
periodo di riferimento (VR) per l’azione <strong>sismica</strong>, data la vita nominale e la classe d’uso vale:<br />
VR = VNCu = 50 anni.<br />
I valori di probabilità di superamento del periodo di riferimento PVR, cui riferirsi per individuare l’azione <strong>sismica</strong><br />
agente è: PVR(SLV) = 10%<br />
Il periodo di ritorno dell’azione <strong>sismica</strong> TR espresso in anni, vale:<br />
Vr<br />
TR(SLV) = -<br />
= 475 anni<br />
ln( 1 Pvr)<br />
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Dato il valore del periodo di ritorno suddetto, tramite le tabelle riportate nell’Allegato B <strong>della</strong> norma, è possibile<br />
definire i valori di ag, F0, T*c.<br />
ag → accelerazione orizzontale massima del terreno su suolo di categoria A, espressa come frazione<br />
dell’accelerazione di gravità;<br />
F0 → valore massimo del fattore di amplificazione dello spettro in accelerazione orizzontale;<br />
T*c → periodo di inizio del tratto a velocità costante dello spettro in accelerazione orizzontale;<br />
S → coefficiente che comprende l’effetto dell’amplificazione stratigrafica (Ss) e topografica (St).<br />
Individuati su reticolo di riferimento i parametri di pericolosità <strong>sismica</strong> si valutano i parametri spettrali riportati in<br />
tabella:<br />
S è il coefficiente che tiene conto <strong>della</strong> categoria di sottosuolo e delle condizioni topografiche<br />
mediante la relazione seguente S = Ss*St (3.2.5)<br />
Fo è il fattore che quantifica l’amplificazione spettrale massima, su sito di riferimento rigido orizzontale<br />
Fv è il fattore che quantifica l’amplificazione spettrale massima verticale, in termini di accelerazione orizzontale<br />
massima del terreno ag su sito di riferimento rigido orizzontale<br />
Tb è il periodo corrispondente all’inizio del tratto dello spettro ad accelerazione costante.<br />
Tc è il periodo corrispondente all’inizio del tratto dello spettro a velocità costante.<br />
Td è il periodo corrispondente all’inizio del tratto dello spettro a spostamento costante.<br />
Id nodo Longitudine Latitudine Distanza<br />
Km<br />
Loc. 9.986 44.050<br />
18708 9.944 44.032 3.902<br />
18709 10.013 44.034 2.782<br />
18487 10.010 44.084 4.222<br />
18486 9.941 44.081 4.970<br />
SL Pver Tr ag Fo T*c<br />
Anni g sec<br />
SLO 81.0 30.0 0.041 2.530 0.230<br />
SLD 63.0 50.0 0.052 2.520 0.250<br />
SLV 10.0 475.0 0.126 2.410 0.290<br />
SLC 5.0 975.0 0.162 2.380 0.300<br />
SL ag S Fo Fv Tb Tc Td<br />
g sec sec sec<br />
SLO 0.041 1.500 2.530 0.694 0.131 0.392 1.765<br />
SLD 0.052 1.500 2.520 0.773 0.138 0.415 1.806<br />
SLV 0.126 1.500 2.410 1.153 0.153 0.458 2.102<br />
SLC 0.162 1.469 2.380 1.294 0.156 0.469 2.248<br />
Come appena indicato la verifica <strong>sismica</strong> viene condotta per un’opera ricadente in ex Zona Sismica 3<br />
(ag=0.126g) e Categoria di Sottosuolo D come da indicazione contenute nella relazione <strong>geologica</strong>.<br />
Il calcolo viene eseguito con il metodo pseudostatico. In queste condizioni l’azione <strong>sismica</strong> è rappresentata da<br />
una forza statica equivalente pari al prodotto delle forze di gravità per un opportuno coefficiente sismico.<br />
Nelle verifiche allo Stato Limite Ultimo i valori dei coefficienti sismici orizzontali kh e verticale kv possono<br />
essere valutati mediante le espressioni:<br />
a max<br />
kh = βm g<br />
kv = ± 0.5* kh<br />
2533-06-00103.DOC<br />
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dove<br />
amax= accelerazione orizzontale massima attesa al sito;<br />
g= accelerazione di gravità.<br />
Come già ricordato il sottosuolo su cui insiste l’opera può essere inserito nella categoria D:<br />
Ss=(2.40-1.50Foag/g)=(2.40-1.502.4100.126)=1.94 > 1.80 si assume il valore massimo previsto<br />
L’accelerazione massima è valutata con la relazione:<br />
amax(SLV) = Sag = Ss ag = 1.800.126g = 0.227g<br />
Nel caso particolare delle strutture interrate scatolari in c.c.a. essendo queste ultime strutture che non<br />
ammettono spostamenti relativi rispetto al terreno, il coefficiente βm, assume valore unitario:<br />
βm = 1<br />
Pertanto, il valore del coefficiente sismico orizzontale risulta:<br />
a max<br />
(SLV) kh = βm g = 0.227<br />
Le spinte delle terre, considerando lo scatolare una struttura rigida e priva di spostamenti (par. 7.11.6.2.1 D.M.<br />
14.01.08), sono calcolate in regime di spinta a riposo. Per tener conto dell’incremento di spinta del terreno<br />
dovuta al sisma si fa riferimento all’EC8, in cui l'incremento di spinta <strong>sismica</strong> P per la condizione a riposo<br />
risulta:<br />
Pd = Sag/g htot 2 = kh htot 2<br />
Introducendo l’incremento di pressione del terreno con andamento costante lungo l’altezza del piedritto e con<br />
“htot” altezza dal piano stradale all’intradosso <strong>della</strong> fondazione dello scatolare lo stesso può essere calcolato<br />
come:<br />
dpd = kh htot<br />
4.3 COMBINAZIONI DI CARICO<br />
Le combinazioni di carico, considerate ai fini delle verifiche, sono stabilite in modo da garantire la sicurezza in<br />
conformità a quanto prescritto al cap. 2 delle NT.<br />
Gli stati limite ultimi delle opere interrate si riferiscono allo sviluppo di meccanismi di collasso, determinati dalla<br />
mobilitazione <strong>della</strong> resistenza del terreno, e al raggiungimento <strong>della</strong> resistenza degli elementi strutturali che<br />
compongono l’opera.<br />
Le verifiche agli stati limite ultimi devono essere eseguiti in riferimento ai seguenti stati limite:<br />
-SLU di tipo geotecnico (GEO) e di equilibrio di corpo rigido (EQU)<br />
- collasso per carico limite dell’insieme fondazione-terreno;<br />
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-SLU di tipo strutturale (STR)<br />
- raggiungimento <strong>della</strong> resistenza negli elementi strutturali.<br />
Le verifiche saranno condotte secondo l’approccio progettuale “Approccio 1”, utilizzando i coefficienti parziali<br />
riportati nelle Tabelle 6.2.I e 5.2.V per i parametri geotecnici e le azioni.<br />
1. combinazione 1 → (A1+M1+R1) → STR<br />
2. combinazione 2 → (A2+M2+R2) → GEO (carico limite)<br />
Tabella 6.2.II - Coefficienti parziali per i parametri del terreno<br />
PARAMETRO GRANDEZZA ALLA QUALE<br />
APPLICARE IL COEFF. PARZIALE<br />
COEFFICIENTE<br />
PARZIALE<br />
Tangente dell’angolo di<br />
tan ’k<br />
resistenza al taglio<br />
’ <br />
Coesione efficace c'k c’ <br />
Resistenza non drenata c'uk cu <br />
Peso dell’unità di volume <br />
M<br />
M1<br />
M2<br />
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Tabella 6.2.I - Coefficienti parziali per le azioni o per l’effetto delle azioni<br />
CARICHI<br />
EFFETTO<br />
SIMBOLO<br />
F<br />
Permanenti favorevole<br />
0.9 1.0 1.0<br />
strutturali o<br />
G1<br />
sfavorevole 1.1 1.3 1.0<br />
comp. definiti<br />
Permanenti non favorevole<br />
0.0 0.0 0.0<br />
G2<br />
strutturali sfavorevole 1.5 1.50 1.3<br />
Variabili da favorevole<br />
0.0 0.0 0.0<br />
traffico<br />
Q<br />
sfavorevole 1.35 1.35 1.15<br />
Variabili favorevole<br />
0.0 0.0 0.0<br />
Qi<br />
sfavorevole 1.5 1.5 1.30<br />
EQU<br />
(A1)<br />
STR<br />
(A2)<br />
GEO<br />
Ai fini delle verifiche degli stati limite ultimi si definiscono le seguenti combinazioni:<br />
STR) G1G1+G2G2 +Q1Qk1+i0iQki (d’= k’)<br />
GEO) G1G1+G2G2 +Q1Qk1+i0iQki (spinte d’=tan -1 (tank’/ ))<br />
Ai fini delle verifiche degli stati limite di esercizio (fessurazione) si definiscono le seguenti combinazioni:<br />
Frequente) G1+G2 +11 Qk1+i2iQki<br />
Quasi permanente) G1+G2 +21 Qk1+i2iQki<br />
Per la condizione <strong>sismica</strong>, le combinazioni per gli stati limite ultimi da prendere in considerazione sono:<br />
STR) E+G1+G2+i2iQki (d’= k’)<br />
GEO) E+G1+G2+i2iQki (spinte d’=tan -1 (tank’/ ))<br />
I valori corretti da adottare per i coefficienti di combinazione 0i e 2i sono quelli contenuti nella tabella 5.1.VI<br />
<strong>della</strong> norma per traffico stradale.<br />
Gli effetti dell’azione <strong>sismica</strong> saranno valutati tenendo conto delle masse associate ai seguenti carichi<br />
gravitazionali:<br />
G1+G2+i2iQki<br />
La norma propone però in generale per opere stradali, di assumere per i carichi dovuti al transito dei mezzi<br />
2i= 0.2 (condizione cautelativa § 5.1.3.8 e § 5.2.2.8).<br />
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5 ANALISI E VERIFICHE SCARICHI PUNTUALI SCATOLARI<br />
5.1 ANALISI E VERIFICHE SVOLTE CON L’AUSILIO DI CODICI DI CALCOLO<br />
La verifica <strong>della</strong> sicurezza degli elementi strutturali avviene con i metodi <strong>della</strong> scienza delle costruzioni.<br />
L’analisi strutturale è condotta con il metodo degli spostamenti per la valutazione dello stato tensodeformativo<br />
indotto da carichi statici. L’analisi strutturale è condotta con il metodo dell’analisi modale e dello spettro di<br />
risposta in termini di accelerazione per la valutazione dello stato tensodeformativo indotto da carichi dinamici<br />
(tra cui quelli di tipo sismico).<br />
L’analisi strutturale viene effettuata con il metodo degli elementi finiti. Il metodo sopraindicato si basa sulla<br />
schematizzazione <strong>della</strong> struttura in elementi connessi solo in corrispondenza di un numero prefissato di punti<br />
denominati nodi. I nodi sono definiti dalle tre coordinate cartesiane in un sistema di riferimento globale. Le<br />
incognite del problema (nell’ambito del metodo degli spostamenti) sono le componenti di spostamento dei nodi<br />
riferite al sistema di riferimento globale (traslazioni secondo X, Y, Z, rotazioni attorno X, Y, Z). La soluzione del<br />
problema si ottiene con un sistema di equazioni algebriche lineari i cui termini noti sono costituiti dai carichi<br />
agenti sulla struttura opportunamente concentrati ai nodi:<br />
K * u = F dove<br />
K = matrice di rigidezza<br />
u = vettore spostamenti nodali<br />
F = vettore forze nodali<br />
Dagli spostamenti ottenuti con la risoluzione del sistema vengono quindi dedotte le sollecitazioni e/o le<br />
tensioni di ogni elemento, riferite generalmente ad una terna locale all’elemento stesso. Il sistema di<br />
riferimento utilizzato è costituito da una terna cartesiana destrorsa XYZ. Si assume l’asse Z verticale ed<br />
orientato verso l'alto.<br />
Gli elementi utilizzati per la mo<strong>della</strong>zione dello schema statico <strong>della</strong> struttura sono i seguenti:<br />
· Elemento tipo BEAM (trave-D2)<br />
· Elemento tipo PLATE (piastra-guscio-D3)<br />
Visto il numero e la tipologia di opere scatolari per lo scarico puntuale delle acque di scorrimento superficiale<br />
le stesse sono state suddivise in tre strutture tipo, il cui dimensionamento, riportato di seguito in dettaglio, sarà<br />
utilizzato per la stesura dell’armatura di dettaglio delle singole opere idrauliche di scarico.<br />
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Affidabilità dei codici utilizzati:<br />
2S.I. ha verificato l’affidabilità e la robustezza del codice di calcolo attraverso un numero significativo di casi<br />
prova in cui i risultati dell’analisi numerica sono stati confrontati con soluzioni teoriche.<br />
E’ possibile reperire la documentazione contenente alcuni dei più significativi casi trattati al seguente link:<br />
http://www.2si.it/Software/Affidabilità.htm<br />
Informazioni generali sull’elaborazione e giudizio motivato di accettabilità dei risultati:<br />
Il programma prevede una serie di controlli automatici (check) che consentono l’individuazione di errori di<br />
mo<strong>della</strong>zione. Al termine dell’analisi un controllo automatico identifica la presenza di spostamenti o rotazioni<br />
abnormi. Si può pertanto asserire che l’ elaborazione sia corretta e completa. I risultati delle elaborazioni sono<br />
stati sottoposti a controlli che ne comprovano l’attendibilità. Tale valutazione ha compreso il confronto con i<br />
risultati di semplici calcoli, eseguiti con metodi tradizionali e adottati, anche in fase di primo proporzionamento<br />
<strong>della</strong> struttura. Inoltre, sulla base di considerazioni riguardanti gli stati tensionali e deformativi determinati, si è<br />
valutata la validità delle scelte operate in sede di schematizzazione e di mo<strong>della</strong>zione <strong>della</strong> struttura e delle<br />
azioni. Si allega al termine <strong>della</strong> presente relazione elenco sintetico dei controlli svolti (verifiche di equilibrio<br />
tra reazioni vincolari e carichi applicati, comparazioni tra i risultati delle analisi e quelli di valutazioni<br />
semplificate, etc.) .<br />
5.2 ANALISI DEI CARICHI<br />
Nel presente paragrafo si descrivono la geometria ed i carichi elementari da assumere per le verifiche di<br />
resistenza in esercizio ed in presenza dell’evento sismico. Vengono presi in considerazione n° 12 Casi Di<br />
Carico (CDC1CDC12), di seguito determinate. Tali Casi Di Carico saranno poi opportunamente combinati<br />
secondo quanto previsto dalla normativa vigente.<br />
I principali parametri geometrici, risultano essere i seguenti:<br />
- spessore totale medio del ricoprimento Hr = 0.00 m (non presente)<br />
- altezza massima esterna degli scatolari: H = 3.00 m<br />
- spessore <strong>della</strong> soletta di copertura: Ss = 0.40 m<br />
- spessore delle pareti: Sp = 0.40-0.50 m<br />
- spessore <strong>della</strong> soletta di base: Sf = 0.50-0.60 m<br />
Per i materiali si assumono i seguenti pesi specifici:<br />
- calcestruzzo armato: 25 kN/m³<br />
- eventuale ricoprimento: 19 kN/m³<br />
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5.2.1 Peso proprio e carichi permanenti portati<br />
Soletta superiore<br />
- peso ricoprimento 0.00 * 19 = 0.00 kN/m²<br />
Il peso proprio <strong>della</strong> struttura degli scatolari viene assunto dal programma di calcolo automaticamente in base<br />
al peso specifico del calcestruzzo appena riportato.<br />
Tali carichi vengono rispettivamente considerati nei Casi Di Carico CDC 12 e CDC1.<br />
5.2.2 Spinta del terreno<br />
Il rinterro a ridosso degli scatolari verrà realizzato tramite materiale arido di buone caratteristiche meccaniche.<br />
Per tale materiale si assumono i seguenti parametri:<br />
- peso specifico t = 19 kN/m 3 ;<br />
- angolo di attrito =35°;<br />
da cui risulta un coefficiente di spinta attiva a = 0,271 ed un coefficiente di spinta a riposo o = 0.426.<br />
Vista la tipologia di struttura risulta più cautelativo adottare il coefficiente si spinta a riposo che massimizza,<br />
nelle varie combinazioni di carico, il momento alla sezione di spiccato delle pareti verticali.<br />
Si applicano, di conseguenza, i valori delle spinte secondo la profondità con<br />
ph = t z<br />
e con il consueto diagramma trapezoidale delle pressioni orizzontali.<br />
In assenza di falda<br />
Le pressioni del terreno relative alla spinta a riposo, risultano essere le seguenti:<br />
p 0<br />
=<br />
0.00 kN/m²<br />
p 10<br />
= [19 * 10.0] * 0.426 =<br />
80.94 kN/m²<br />
Il programma di calcolo adotterà la pressione corretta a tutte le profondità intermedie necessarie.<br />
Tali spinte vengono considerate nei seguenti Casi Di Carico:<br />
a) spinta a riposo agente in direzione trasversale positiva (Y+) CDC 2<br />
b) spinta a riposo agente in direzione trasversale positiva (Y-) CDC 3<br />
c) spinta a riposo agente in direzione longitudinale positiva (X+) CDC 4<br />
d) spinta a riposo agente in direzione longitudinale positiva (X-) CDC 5<br />
Naturalmente queste spinte saranno poi opportunamente combinate con i coefficienti 1-1.3 allo SLU.<br />
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In presenza di falda<br />
Per lo scatolare in oggetto è previsto un livello massimo di falda in fase definitiva che arriva fino ad una<br />
altezza di 1.00 m al di sotto dell’estradosso <strong>della</strong> soletta di copertura.<br />
Si applicano, di conseguenza, i valori delle spinte secondo la profondità con:<br />
ph = ’ z + w zw<br />
- peso specifico terreno secco ’ = 13 kN/m 3<br />
- peso specifico acqua w = 10 kN/m 3<br />
Le pressioni del terreno relative alla spinta a riposo, risultano essere le seguenti:<br />
p 0<br />
=<br />
0.00 kN/m²<br />
p 1.0<br />
= [19 * 1.0] * 0.426 =<br />
8.09 kN/m²<br />
p 10<br />
= p 1.0<br />
+ [13 * 9.0] * 0.426 + [10 * 9.0] * 1.000 =<br />
147.93 kN/m²<br />
La presenza <strong>della</strong> falda può quindi essere mo<strong>della</strong>ta come un caso di carico che introduce un incremento <strong>della</strong><br />
pressione del terreno nullo alla quota <strong>della</strong> falda massima e massimo alla profondità massima a cui si è<br />
valutata la spinta del terreno stessa:<br />
Gli incrementi delle pressioni del terreno relative alla spinta a riposo, risultano essere le seguenti:<br />
p 1.0<br />
=<br />
0.00 kN/m²<br />
p 10<br />
= 147.93 - 80.94 =<br />
66.99 kN/m²<br />
Si introduce inoltre una sottospinta idraulica sulla soletta di fondazione conseguente al livello di falda assunto:<br />
Sp 1<br />
= 10 * 2.0 =<br />
20.00 kN/m²<br />
Si introducono la distribuzione triangolare di incremento <strong>della</strong> pressione del terreno e la sottospinta idraulica<br />
con il Caso Di Carico CDC 11.<br />
5.2.3 Carichi mobili verticali sulla soletta superiore<br />
Visto il posizionamento e le dimensioni ridotte delle opere ma comunque a favore di sicurezza si ipotizza un<br />
carico sulla soletta superiore uniformemente distribuito pari a :<br />
15.00 kN/m²<br />
Tale carico viene considerato nel Caso Di Carico CDC 10.<br />
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5.2.4 Spinta del sovraccarico sul rilevato<br />
Si assume anche sul terreno circostante la soletta di copertura delle opere scatolari un carico dovuto a traffico<br />
stradale uniformemente distribuito pari a :<br />
15.00 kN/m²<br />
Ne risulta una spinta uniforme sulle pareti <strong>della</strong> struttura scatolare pari a :<br />
p2 = qk * o = 15 * 0.271 =<br />
4.06 kN/m²<br />
Tale carico viene considerato nel Caso Di Carico CDC 10.<br />
5.2.5 Azione <strong>sismica</strong><br />
Le sovraspinte sismiche del terreno, valutate come riportato in seguito, vengono considerate nei seguenti Casi<br />
Di Carico:<br />
a) sovraspinta e spinta inerziale soletta superiore agenti in direzione trasversale positiva (Y+) CDC 6<br />
b) sovraspinta e spinta inerziale soletta superiore agenti in direzione trasversale positiva (Y-) CDC 7<br />
c) sovraspinta e spinta inerziale soletta superiore agenti in direzione longitudinale positiva (X+) CDC 8<br />
d) sovraspinta e spinta inerziale soletta superiore agenti in direzione longitudinale positiva (X-) CDC 9<br />
Stato limite di salvaguardia <strong>della</strong> vita (SLV)<br />
La risultante delle forze inerziali orizzontali indotte dal sisma viene valutata con la seguente espressione:<br />
Fh = P* kh<br />
a max<br />
(SLV)<br />
kh=βm<br />
g =0.227<br />
P = peso proprio;<br />
k = coefficienti sismici;<br />
Ai fini dell’incremento di spinta del terreno dovuta al sisma si fa riferimento all’EC8, in cui l'incremento di spinta<br />
<strong>sismica</strong> P per la condizione a riposo risulta:<br />
Pd = Sag/g htot 2 = kh htot 2<br />
Introducendo l’incremento di pressione del terreno con andamento costante lungo l’altezza delle pareti laterali<br />
e con “htot” altezza dall’estradosso <strong>della</strong> soletta di copertura al piano di posa <strong>della</strong> fondazione dello scatolare lo<br />
stesso può essere calcolato come:<br />
dpd = kh htot = 0.227 * 19 * 3.00 = 12.94 kN/m 2<br />
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5.3 MODELLAZIONE DEI MATERIALI<br />
Il programma consente l’uso di materiali diversi. Sono previsti i seguenti tipi di materiale:<br />
1 materiale tipo cemento armato<br />
2 materiale tipo acciaio<br />
I materiali utilizzati nella mo<strong>della</strong>zione sono individuati da una sigla identificativa ed un codice numerico (gli<br />
elementi strutturali richiamano quest’ultimo nella propria descrizione). Per ogni materiale vengono riportati in<br />
tabella i seguenti dati:<br />
Young modulo di elasticità normale<br />
Poisson coefficiente di contrazione trasversale<br />
G<br />
modulo di elasticità tangenziale<br />
Gamma peso specifico<br />
Alfa coefficiente di dilatazione termica<br />
I dati soprariportati vengono utilizzati per la mo<strong>della</strong>zione dello schema statico e per la determinazione dei<br />
carichi inerziali e termici. In relazione al tipo di materiale vengono riportati inoltre:<br />
1 cemento armato<br />
Rck<br />
resistenza caratteristica cubica<br />
Fctm<br />
resistenza media a trazione semplice<br />
2 acciaio<br />
Ft<br />
tensione di rottura a trazione<br />
Fy<br />
tensione di snervamento<br />
Fd<br />
resistenza di calcolo<br />
Fdt<br />
resistenza di calcolo per spess. t>40 mm<br />
Sadm<br />
tensione ammissibile<br />
Sadmt<br />
tensione ammissibile per spess. t>40 mm<br />
Id Tipo / Note Young Poisson G Gamma Alfa<br />
daN/cm2 daN/cm2 daN/cm2 daN/cm3<br />
5 Calcestruzzo Classe C35/45 3.460e+05 0.12 1.545e+05 2.50e-03 1.00e-05<br />
Rck 450.0<br />
fctm 33.5<br />
11 acciaio Fe430 - S275 2.100e+06 0.30 8.077e+05 7.85e-03 1.00e-05<br />
ft 4300.0<br />
fy 2750.0<br />
fd 2750.0<br />
fdt 2500.0<br />
sadm 1900.0<br />
sadmt 1700.0<br />
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5.4 MODELLAZIONE DELLE AZIONI<br />
Il programma consente l’uso di diverse tipologie di carico (azioni). Le azioni utilizzate nella mo<strong>della</strong>zione sono<br />
individuate da una sigla identificativa ed un codice numerico (gli elementi strutturali richiamano quest’ultimo<br />
nella propria descrizione). Per ogni azione applicata alla struttura viene di riportato il codice, il tipo e la sigla<br />
identificativa. Le tabelle successive dettagliano i valori caratteristici di ogni azione in relazione al tipo. Le<br />
tabelle riportano infatti i seguenti dati in relazione al tipo:<br />
1 carico concentrato nodale<br />
6 dati (forza Fx, Fy, Fz, momento Mx, My, Mz)<br />
2 spostamento nodale impresso<br />
6 dati (spostamento Tx,Ty,Tz, rotazione Rx,Ry,Rz)<br />
3 carico distribuito globale su elemento tipo trave<br />
7 dati (fx,fy,fz,mx,my,mz,ascissa di inizio carico)<br />
7 dati (fx,fy,fz,mx,my,mz,ascissa di fine carico)<br />
4 carico distribuito locale su elemento tipo trave<br />
7 dati (f1,f2,f3,m1,m2,m3,ascissa di inizio carico)<br />
7 dati (f1,f2,f3,m1,m2,m3,ascissa di fine carico)<br />
5 carico concentrato globale su elemento tipo trave<br />
7 dati (Fx,Fy,Fz,Mx,My,Mz,ascissa di carico)<br />
6 carico concentrato locale su elemento tipo trave<br />
7 dati (F1, F2, F3, M1, M2, M3, ascissa di carico)<br />
7 variazione termica applicata ad elemento tipo trave<br />
7 dati (variazioni termiche: uniforme, media e differenza in altezza e larghezza al nodo<br />
iniziale e finale)<br />
8 carico di pressione uniforme su elemento tipo piastra<br />
1 dato (pressione)<br />
9 carico di pressione variabile su elemento tipo piastra<br />
4 dati (pressione, quota, pressione, quota)<br />
10 variazione termica applicata ad elemento tipo piastra<br />
2 dati (variazioni termiche: media e differenza nello spessore)<br />
11 carico variabile generale su elementi tipo trave e piastra<br />
1 dato descrizione <strong>della</strong> tipologia<br />
4 dati per segmento (posizione, valore, posizione, valore)<br />
la tipologia precisa l’ascissa di definizione, la direzione del carico, la modalità di carico<br />
e la larghezza d’influenza per gli elementi tipo trave<br />
12 gruppo di carichi con impronta su piastra<br />
9 dati (numero di ripetizioni in direzione X e Y, valore di ciascun carico, posizione<br />
centrale del primo, dimensioni dell’ impronta, interasse tra i carichi<br />
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F Z M Z<br />
M Y<br />
M X<br />
F Y<br />
Carico<br />
concentrato<br />
nodale<br />
Z R Z<br />
R Y<br />
R X<br />
Y<br />
Spostamento<br />
impresso<br />
F X<br />
X<br />
Z<br />
Carico distribuito<br />
globale<br />
2<br />
1<br />
3 q 3<br />
i<br />
q 3<br />
f<br />
Carico distribuito<br />
locale<br />
X<br />
Y<br />
X<br />
Z<br />
Y<br />
a<br />
Carico<br />
concentrato<br />
globale<br />
2<br />
3<br />
1<br />
a<br />
F 3<br />
Carico concentrato<br />
locale<br />
Carico pressione<br />
uniforme<br />
Carico pressione<br />
variabile<br />
Tipo<br />
carico di pressione uniforme su piastra<br />
Id Tipo pressione<br />
daN/cm2<br />
3 P3:p=0.15 0.15<br />
10 P3:p=0.20 0.20<br />
11 P3:p=0.0 0.0<br />
Tipo<br />
carico di pressione variabile su piastra<br />
Id Tipo pressione quota pressione quota<br />
daN/cm2 cm daN/cm2 cm<br />
1 PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00 0.0 0.0 -0.81 -1000.00<br />
2 PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00 -0.13 0.0 -0.13 -1000.00<br />
4 PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00 -0.04 0.0 -0.04 -1000.00<br />
9 PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00 0.0 -100.00 -0.67 -1000.00<br />
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5.5 DEFINIZIONE DELLE COMBINAZIONI<br />
Il programma combina i diversi tipi di casi di carico (CDC) secondo le regole previste dalla normativa vigente.<br />
Le combinazioni previste sono destinate al controllo di sicurezza <strong>della</strong> struttura ed alla verifica degli<br />
spostamenti e delle sollecitazioni.<br />
La prima tabella delle combinazioni riportata di seguito comprende le seguenti informazioni: Numero, Tipo,<br />
Sigla identificativa. Una seconda tabella riporta il peso nella combinazione, assunto per ogni caso di carico.<br />
Cmb Tipo Sigla Id effetto P-delta<br />
1 SLU Comb. SLU A1 1<br />
2 SLU Comb. SLU A1 2<br />
3 SLU Comb. SLU A1 3<br />
4 SLU Comb. SLU A1 4<br />
5 SLU Comb. SLU A1 5<br />
6 SLU Comb. SLU A1 6<br />
7 SLU Comb. SLU A1 7<br />
8 SLU Comb. SLU A1 8<br />
9 SLU Comb. SLU A1 9<br />
10 SLU Comb. SLU A1 10<br />
11 SLU Comb. SLU A1 11<br />
12 SLU Comb. SLU A1 12<br />
13 SLU Comb. SLU A1 13<br />
14 SLU Comb. SLU A1 14<br />
15 SLU Comb. SLU A1 1 + falda<br />
16 SLU Comb. SLU A1 2 + falda<br />
17 SLU Comb. SLU A1 3 + falda<br />
18 SLU Comb. SLU A1 4 + falda<br />
19 SLU Comb. SLU A1 5 + falda<br />
20 SLU Comb. SLU A1 6 + falda<br />
21 SLU Comb. SLU A1 7 + falda<br />
22 SLU Comb. SLU A1 8 + falda<br />
23 SLU Comb. SLU A1 9 + falda<br />
24 SLU Comb. SLU A1 10 + falda<br />
25 SLU Comb. SLU A1 11 + falda<br />
26 SLU Comb. SLU A1 12 + falda<br />
27 SLU Comb. SLU A1 13 + falda<br />
28 SLU Comb. SLU A1 14 + falda<br />
29 SLU Comb. SLU A1 1 (1.3)<br />
30 SLU Comb. SLU A1 2 (1.3)<br />
31 SLU Comb. SLU A1 3 (1.3)<br />
32 SLU Comb. SLU A1 4 (1.3)<br />
33 SLU Comb. SLU A1 5 (1.3)<br />
34 SLU Comb. SLU A1 6 (1.3)<br />
35 SLU Comb. SLU A1 7 (1.3)<br />
36 SLU Comb. SLU A1 8 (1.3)<br />
37 SLU Comb. SLU A1 9 (1.3)<br />
38 SLU Comb. SLU A1 10 (1.3)<br />
39 SLU Comb. SLU A1 11 (1.3)<br />
40 SLU Comb. SLU A1 12 (1.3)<br />
41 SLU Comb. SLU A1 13 (1.3)<br />
42 SLU Comb. SLU A1 14 (1.3)<br />
43 SLU Comb. SLU A1 1 (1.3) + falda<br />
44 SLU Comb. SLU A1 2 (1.3) + falda<br />
45 SLU Comb. SLU A1 3 (1.3) + falda<br />
46 SLU Comb. SLU A1 4 (1.3) + falda<br />
47 SLU Comb. SLU A1 5 (1.3) + falda<br />
48 SLU Comb. SLU A1 6 (1.3) + falda<br />
49 SLU Comb. SLU A1 7 (1.3) + falda<br />
50 SLU Comb. SLU A1 8 (1.3) + falda<br />
51 SLU Comb. SLU A1 9 (1.3) + falda<br />
52 SLU Comb. SLU A1 10 (1.3) + falda<br />
53 SLU Comb. SLU A1 11 (1.3) + falda<br />
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Cmb Tipo Sigla Id effetto P-delta<br />
54 SLU Comb. SLU A1 12 (1.3) + falda<br />
55 SLU Comb. SLU A1 13 (1.3) + falda<br />
56 SLU Comb. SLU A1 14 (1.3) + falda<br />
57 SLU Comb. SLU A1 15 sisma<br />
58 SLU Comb. SLU A1 16 sisma<br />
59 SLU Comb. SLU A1 17 sisma<br />
60 SLU Comb. SLU A1 18 sisma<br />
61 SLU Comb. SLU A1 19 sisma<br />
62 SLU Comb. SLU A1 20 sisma<br />
63 SLU Comb. SLU A1 21 sisma<br />
64 SLU Comb. SLU A1 22 sisma<br />
65 SLU Comb. SLU A1 23 sisma<br />
66 SLU Comb. SLU A1 24 sisma<br />
67 SLU Comb. SLU A1 25 sisma<br />
68 SLU Comb. SLU A1 26 sisma<br />
69 SLU Comb. SLU A1 27 sisma<br />
70 SLU Comb. SLU A1 28 sisma<br />
71 SLU Comb. SLU A1 29 sisma<br />
72 SLU Comb. SLU A1 30 sisma<br />
73 SLU Comb. SLU A1 31 sisma<br />
74 SLU Comb. SLU A1 32 sisma<br />
75 SLU Comb. SLU A1 33 sisma<br />
76 SLU Comb. SLU A1 34 sisma<br />
77 SLU Comb. SLU A1 15 sisma + falda<br />
78 SLU Comb. SLU A1 16 sisma + falda<br />
79 SLU Comb. SLU A1 17 sisma + falda<br />
80 SLU Comb. SLU A1 18 sisma + falda<br />
81 SLU Comb. SLU A1 19 sisma + falda<br />
82 SLU Comb. SLU A1 20 sisma + falda<br />
83 SLU Comb. SLU A1 21 sisma + falda<br />
84 SLU Comb. SLU A1 22 sisma + falda<br />
85 SLU Comb. SLU A1 23 sisma + falda<br />
86 SLU Comb. SLU A1 24 sisma + falda<br />
87 SLU Comb. SLU A1 25 sisma + falda<br />
88 SLU Comb. SLU A1 26 sisma + falda<br />
89 SLU Comb. SLU A1 27 sisma + falda<br />
90 SLU Comb. SLU A1 28 sisma + falda<br />
91 SLU Comb. SLU A1 29 sisma + falda<br />
92 SLU Comb. SLU A1 30 sisma + falda<br />
93 SLU Comb. SLU A1 31 sisma + falda<br />
94 SLU Comb. SLU A1 32 sisma + falda<br />
95 SLU Comb. SLU A1 33 sisma + falda<br />
96 SLU Comb. SLU A1 34 sisma + falda<br />
97 SLE(r) Comb. SLE(rara) 36<br />
98 SLE(r) Comb. SLE(rara) 36 + falda<br />
99 SLE(f) Comb. SLE(freq.) 37<br />
100 SLE(f) Comb. SLE(freq.) 37 + falda<br />
101 SLE(p) Comb. SLE(perm.) 38<br />
102 SLE(p) Comb. SLE(perm.) 38 + falda<br />
2533-06-00103.DOC<br />
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1 1.00 1.30 1.00 1.00 1.00 0.0 0.0 0.0 0.0 0.0 0.0 1.00<br />
2 1.00 1.00 1.30 1.00 1.00 0.0 0.0 0.0 0.0 0.0 0.0 1.00<br />
3 1.00 1.00 1.00 1.30 1.00 0.0 0.0 0.0 0.0 0.0 0.0 1.00<br />
4 1.00 1.00 1.00 1.00 1.30 0.0 0.0 0.0 0.0 0.0 0.0 1.00<br />
5 1.00 1.30 1.00 1.00 1.00 0.0 0.0 0.0 0.0 1.35 0.0 1.00<br />
6 1.00 1.00 1.30 1.00 1.00 0.0 0.0 0.0 0.0 1.35 0.0 1.00<br />
7 1.00 1.00 1.00 1.30 1.00 0.0 0.0 0.0 0.0 1.35 0.0 1.00<br />
8 1.00 1.00 1.00 1.00 1.30 0.0 0.0 0.0 0.0 1.35 0.0 1.00<br />
9 1.00 1.30 1.30 1.00 1.00 0.0 0.0 0.0 0.0 0.0 0.0 1.00<br />
10 1.00 1.00 1.00 1.30 1.30 0.0 0.0 0.0 0.0 0.0 0.0 1.00<br />
11 1.00 1.30 1.30 1.30 1.30 0.0 0.0 0.0 0.0 0.0 0.0 1.00<br />
12 1.00 1.30 1.30 1.00 1.00 0.0 0.0 0.0 0.0 1.35 0.0 1.00<br />
13 1.00 1.00 1.00 1.30 1.30 0.0 0.0 0.0 0.0 1.35 0.0 1.00<br />
14 1.00 1.30 1.30 1.30 1.30 0.0 0.0 0.0 0.0 1.35 0.0 1.00<br />
15 1.00 1.30 1.00 1.00 1.00 0.0 0.0 0.0 0.0 0.0 1.00 1.00<br />
16 1.00 1.00 1.30 1.00 1.00 0.0 0.0 0.0 0.0 0.0 1.00 1.00<br />
17 1.00 1.00 1.00 1.30 1.00 0.0 0.0 0.0 0.0 0.0 1.00 1.00<br />
18 1.00 1.00 1.00 1.00 1.30 0.0 0.0 0.0 0.0 0.0 1.00 1.00<br />
19 1.00 1.30 1.00 1.00 1.00 0.0 0.0 0.0 0.0 1.35 1.00 1.00<br />
20 1.00 1.00 1.30 1.00 1.00 0.0 0.0 0.0 0.0 1.35 1.00 1.00<br />
21 1.00 1.00 1.00 1.30 1.00 0.0 0.0 0.0 0.0 1.35 1.00 1.00<br />
22 1.00 1.00 1.00 1.00 1.30 0.0 0.0 0.0 0.0 1.35 1.00 1.00<br />
23 1.00 1.30 1.30 1.00 1.00 0.0 0.0 0.0 0.0 0.0 1.00 1.00<br />
24 1.00 1.00 1.00 1.30 1.30 0.0 0.0 0.0 0.0 0.0 1.00 1.00<br />
25 1.00 1.30 1.30 1.30 1.30 0.0 0.0 0.0 0.0 0.0 1.00 1.00<br />
26 1.00 1.30 1.30 1.00 1.00 0.0 0.0 0.0 0.0 1.35 1.00 1.00<br />
27 1.00 1.00 1.00 1.30 1.30 0.0 0.0 0.0 0.0 1.35 1.00 1.00<br />
28 1.00 1.30 1.30 1.30 1.30 0.0 0.0 0.0 0.0 1.35 1.00 1.00<br />
29 1.00 1.30 1.00 1.00 1.00 0.0 0.0 0.0 0.0 0.0 0.0 1.30<br />
30 1.00 1.00 1.30 1.00 1.00 0.0 0.0 0.0 0.0 0.0 0.0 1.30<br />
31 1.00 1.00 1.00 1.30 1.00 0.0 0.0 0.0 0.0 0.0 0.0 1.30<br />
32 1.00 1.00 1.00 1.00 1.30 0.0 0.0 0.0 0.0 0.0 0.0 1.30<br />
33 1.00 1.30 1.00 1.00 1.00 0.0 0.0 0.0 0.0 1.35 0.0 1.30<br />
34 1.00 1.00 1.30 1.00 1.00 0.0 0.0 0.0 0.0 1.35 0.0 1.30<br />
35 1.00 1.00 1.00 1.30 1.00 0.0 0.0 0.0 0.0 1.35 0.0 1.30<br />
36 1.00 1.00 1.00 1.00 1.30 0.0 0.0 0.0 0.0 1.35 0.0 1.30<br />
37 1.00 1.30 1.30 1.00 1.00 0.0 0.0 0.0 0.0 0.0 0.0 1.30<br />
38 1.00 1.00 1.00 1.30 1.30 0.0 0.0 0.0 0.0 0.0 0.0 1.30<br />
39 1.00 1.30 1.30 1.30 1.30 0.0 0.0 0.0 0.0 0.0 0.0 1.30<br />
40 1.00 1.30 1.30 1.00 1.00 0.0 0.0 0.0 0.0 1.35 0.0 1.30<br />
41 1.00 1.00 1.00 1.30 1.30 0.0 0.0 0.0 0.0 1.35 0.0 1.30<br />
42 1.00 1.30 1.30 1.30 1.30 0.0 0.0 0.0 0.0 1.35 0.0 1.30<br />
43 1.00 1.30 1.00 1.00 1.00 0.0 0.0 0.0 0.0 0.0 1.00 1.30<br />
44 1.00 1.00 1.30 1.00 1.00 0.0 0.0 0.0 0.0 0.0 1.00 1.30<br />
45 1.00 1.00 1.00 1.30 1.00 0.0 0.0 0.0 0.0 0.0 1.00 1.30<br />
46 1.00 1.00 1.00 1.00 1.30 0.0 0.0 0.0 0.0 0.0 1.00 1.30<br />
47 1.00 1.30 1.00 1.00 1.00 0.0 0.0 0.0 0.0 1.35 1.00 1.30<br />
48 1.00 1.00 1.30 1.00 1.00 0.0 0.0 0.0 0.0 1.35 1.00 1.30<br />
49 1.00 1.00 1.00 1.30 1.00 0.0 0.0 0.0 0.0 1.35 1.00 1.30<br />
50 1.00 1.00 1.00 1.00 1.30 0.0 0.0 0.0 0.0 1.35 1.00 1.30<br />
51 1.00 1.30 1.30 1.00 1.00 0.0 0.0 0.0 0.0 0.0 1.00 1.30<br />
52 1.00 1.00 1.00 1.30 1.30 0.0 0.0 0.0 0.0 0.0 1.00 1.30<br />
53 1.00 1.30 1.30 1.30 1.30 0.0 0.0 0.0 0.0 0.0 1.00 1.30<br />
54 1.00 1.30 1.30 1.00 1.00 0.0 0.0 0.0 0.0 1.35 1.00 1.30<br />
55 1.00 1.00 1.00 1.30 1.30 0.0 0.0 0.0 0.0 1.35 1.00 1.30<br />
56 1.00 1.30 1.30 1.30 1.30 0.0 0.0 0.0 0.0 1.35 1.00 1.30<br />
57 1.00 1.00 1.00 1.00 1.00 1.00 0.0 0.30 0.0 0.0 0.0 1.00<br />
58 1.00 1.00 1.00 1.00 1.00 1.00 0.0 0.0 0.30 0.0 0.0 1.00<br />
59 1.00 1.00 1.00 1.00 1.00 0.0 1.00 0.30 0.0 0.0 0.0 1.00<br />
60 1.00 1.00 1.00 1.00 1.00 0.0 1.00 0.0 0.30 0.0 0.0 1.00<br />
61 1.00 1.00 1.00 1.00 1.00 0.30 0.0 1.00 0.0 0.0 0.0 1.00<br />
62 1.00 1.00 1.00 1.00 1.00 0.0 0.30 1.00 0.0 0.0 0.0 1.00<br />
63 1.00 1.00 1.00 1.00 1.00 0.30 0.0 0.0 1.00 0.0 0.0 1.00<br />
64 1.00 1.00 1.00 1.00 1.00 0.0 0.30 0.0 1.00 0.0 0.0 1.00<br />
65 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.30 0.30 0.0 0.0 1.00<br />
66 1.00 1.00 1.00 1.00 1.00 0.30 0.30 1.00 1.00 0.0 0.0 1.00<br />
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67 1.00 1.00 1.00 1.00 1.00 1.00 0.0 0.30 0.0 0.30 0.0 1.00<br />
68 1.00 1.00 1.00 1.00 1.00 1.00 0.0 0.0 0.30 0.30 0.0 1.00<br />
69 1.00 1.00 1.00 1.00 1.00 0.0 1.00 0.30 0.0 0.30 0.0 1.00<br />
70 1.00 1.00 1.00 1.00 1.00 0.0 1.00 0.0 0.30 0.30 0.0 1.00<br />
71 1.00 1.00 1.00 1.00 1.00 0.30 0.0 1.00 0.0 0.30 0.0 1.00<br />
72 1.00 1.00 1.00 1.00 1.00 0.0 0.30 1.00 0.0 0.30 0.0 1.00<br />
73 1.00 1.00 1.00 1.00 1.00 0.30 0.0 0.0 1.00 0.30 0.0 1.00<br />
74 1.00 1.00 1.00 1.00 1.00 0.0 0.30 0.0 1.00 0.30 0.0 1.00<br />
75 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.30 0.30 0.30 0.0 1.00<br />
76 1.00 1.00 1.00 1.00 1.00 0.30 0.30 1.00 1.00 0.30 0.0 1.00<br />
77 1.00 1.00 1.00 1.00 1.00 1.00 0.0 0.30 0.0 0.0 1.00 1.00<br />
78 1.00 1.00 1.00 1.00 1.00 1.00 0.0 0.0 0.30 0.0 1.00 1.00<br />
79 1.00 1.00 1.00 1.00 1.00 0.0 1.00 0.30 0.0 0.0 1.00 1.00<br />
80 1.00 1.00 1.00 1.00 1.00 0.0 1.00 0.0 0.30 0.0 1.00 1.00<br />
81 1.00 1.00 1.00 1.00 1.00 0.30 0.0 1.00 0.0 0.0 1.00 1.00<br />
82 1.00 1.00 1.00 1.00 1.00 0.0 0.30 1.00 0.0 0.0 1.00 1.00<br />
83 1.00 1.00 1.00 1.00 1.00 0.30 0.0 0.0 1.00 0.0 1.00 1.00<br />
84 1.00 1.00 1.00 1.00 1.00 0.0 0.30 0.0 1.00 0.0 1.00 1.00<br />
85 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.30 0.30 0.0 1.00 1.00<br />
86 1.00 1.00 1.00 1.00 1.00 0.30 0.30 1.00 1.00 0.0 1.00 1.00<br />
87 1.00 1.00 1.00 1.00 1.00 1.00 0.0 0.30 0.0 0.30 1.00 1.00<br />
88 1.00 1.00 1.00 1.00 1.00 1.00 0.0 0.0 0.30 0.30 1.00 1.00<br />
89 1.00 1.00 1.00 1.00 1.00 0.0 1.00 0.30 0.0 0.30 1.00 1.00<br />
90 1.00 1.00 1.00 1.00 1.00 0.0 1.00 0.0 0.30 0.30 1.00 1.00<br />
91 1.00 1.00 1.00 1.00 1.00 0.30 0.0 1.00 0.0 0.30 1.00 1.00<br />
92 1.00 1.00 1.00 1.00 1.00 0.0 0.30 1.00 0.0 0.30 1.00 1.00<br />
93 1.00 1.00 1.00 1.00 1.00 0.30 0.0 0.0 1.00 0.30 1.00 1.00<br />
94 1.00 1.00 1.00 1.00 1.00 0.0 0.30 0.0 1.00 0.30 1.00 1.00<br />
95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.30 0.30 0.30 1.00 1.00<br />
96 1.00 1.00 1.00 1.00 1.00 0.30 0.30 1.00 1.00 0.30 1.00 1.00<br />
97 1.00 1.00 1.00 1.00 1.00 0.0 0.0 0.0 0.0 0.70 0.0 1.00<br />
98 1.00 1.00 1.00 1.00 1.00 0.0 0.0 0.0 0.0 0.70 1.00 1.00<br />
99 1.00 1.00 1.00 1.00 1.00 0.0 0.0 0.0 0.0 0.50 0.0 1.00<br />
100 1.00 1.00 1.00 1.00 1.00 0.0 0.0 0.0 0.0 0.50 1.00 1.00<br />
101 1.00 1.00 1.00 1.00 1.00 0.0 0.0 0.0 0.0 0.30 0.0 1.00<br />
102 1.00 1.00 1.00 1.00 1.00 0.0 0.0 0.0 0.0 0.30 1.00 1.00<br />
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6 SCATOLARE TIPOLOGICO A<br />
2533-06-00103.DOC<br />
23
6.1 SCHEMATIZZAZIONE DEI CASI DI CARICO<br />
Il programma consente l’applicazione di diverse tipologie di casi di carico.<br />
Sono previsti i seguenti 11 tipi di casi di carico:<br />
Sigla Tipo Descrizione<br />
1 Ggk A caso di carico comprensivo del peso proprio struttura<br />
2 Gk NA caso di carico con azioni permanenti<br />
3 Qk NA caso di carico con azioni variabili<br />
4 Gsk A caso di carico comprensivo dei carichi permanenti sui solai e sulle coperture<br />
5 Qsk A caso di carico comprensivo dei carichi variabili sui solai<br />
6 Qnk A caso di carico comprensivo dei carichi di neve sulle coperture<br />
7 Qtk SA caso di carico comprensivo di una variazione termica agente sulla struttura<br />
8 Qvk NA caso di carico comprensivo di azioni da vento sulla struttura<br />
9 Esk SA caso di carico sismico con analisi statica equivalente<br />
10 Edk SA caso di carico sismico con analisi dinamica<br />
11 Pk NA caso di carico comprensivo di azioni derivanti da coazioni, cedimenti e<br />
precompressioni<br />
Sono di tipo automatico A (ossia non prevedono introduzione dati da parte dell’utente) i seguenti casi di carico:<br />
1-Ggk; 4-Gsk; 5-Qsk; 6-Qnk.<br />
Sono di tipo semi-automatico SA (ossia prevedono una minima introduzione dati da parte dell’utente) i<br />
seguenti casi di carico:<br />
7-Qtk, in quanto richiede solo il valore <strong>della</strong> variazione termica;<br />
9-Esk e 10-Edk, in quanto richiedono il valore dell’angolo di ingresso del sisma e l’individuazione dei casi di<br />
carico partecipanti alla definizione delle masse.<br />
Sono di tipo non automatico NA ossia prevedono la diretta applicazione di carichi generici agli elementi<br />
strutturali (si veda il precedente punto Mo<strong>della</strong>zione delle Azioni) i restanti casi di carico.<br />
Nella tabella successiva vengono riportati i casi di carico agenti sulla struttura, con l’indicazione dei dati relativi<br />
al caso di carico stesso:<br />
Numero Tipo e Sigla identificativa, Valore di riferimento del caso di carico (se previsto).<br />
In successione, per i casi di carico non automatici, viene riportato l’elenco di nodi ed elementi direttamente<br />
caricati con la sigla identificativa del carico.<br />
2533-06-00103.DOC<br />
24
CDC Tipo Sigla Id<br />
Note<br />
1 Ggk CDC=Ggk (peso proprio <strong>della</strong> struttura)<br />
4 Gk terreno x+ D3 :da 69 a 84 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 87 a 98 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 105 a 120 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 123 a 132 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 139 a 154 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 157 a 166 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 173 a 188 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 191 a 200 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 207 a 222 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 225 a 236 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 273 a 284 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 297 a 308 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
5 Gk terreno x- D3 :da 70 a 84 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 88 a 98 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 106 a 120 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 124 a 132 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 140 a 154 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 158 a 166 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 174 a 188 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 192 a 200 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 208 a 222 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 226 a 236 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 274 a 284 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 298 a 308 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
7 Qk sisma y- D3 :da 99 a 104 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 133 a 138 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 167 a 172 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 201 a 206 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 237 a 242 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 285 a 290 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 309 a 314 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
8 Qk sisma x+ D3 :da 69 a 84 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 87 a 98 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 105 a 120 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 123 a 132 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 139 a 154 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 157 a 166 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 173 a 188 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 191 a 200 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 207 a 222 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 225 a 236 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 273 a 284 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 297 a 308 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
9 Qk sisma x- D3 :da 70 a 84 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 88 a 98 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 106 a 120 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 124 a 132 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 140 a 154 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 158 a 166 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 174 a 188 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 192 a 200 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 208 a 222 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 226 a 236 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 274 a 284 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 298 a 308 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
10 Qk TRAFFICO D3 :da 69 a 84 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 87 a 98 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 99 a 104 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 105 a 120 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 123 a 132 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 133 a 138 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 139 a 154 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 157 a 166 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 167 a 172 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 173 a 188 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 191 a 200 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
2533-06-00103.DOC<br />
25
CDC Tipo Sigla Id<br />
Note<br />
D3 :da 201 a 206 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 207 a 222 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 225 a 236 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 237 a 242 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 243 a 266 Azione : P3:p=0.15<br />
D3 :da 273 a 284 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 285 a 290 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 297 a 308 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 309 a 314 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 315 a 370 Azione : P3:p=0.15<br />
11 Gk FALDA D3 :da 1 a 68 Azione : P3:p=0.20<br />
D3 :da 69 a 84 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 87 a 98 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 99 a 104 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 105 a 120 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 123 a 132 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 133 a 138 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 139 a 154 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 157 a 166 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 167 a 172 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 173 a 188 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 191 a 200 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 201 a 206 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 207 a 222 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 225 a 236 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 237 a 242 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 273 a 284 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 285 a 290 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 297 a 308 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 309 a 314 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
12 Gk TERRENO D3 :da 243 a 266 Azione : P3:p=0.0<br />
D3 :da 315 a 370 Azione : P3:p=0.0<br />
2533-06-00103.DOC<br />
26
6.2 RISULTATI OPERE DI FONDAZIONE<br />
Il controllo dei risultati delle analisi condotte, per quanto concerne le opere di fondazione, è possibile in<br />
relazione alle tabelle sottoriportate.<br />
La terza è riferita alle fondazioni tipo platea su suolo elastico. Per questo tipo di fondazione vengono riportate<br />
le pressioni in ogni vertice (nodo) degli elementi costituenti la platea.<br />
Vengono inoltre riportati, con funzione statistica, i valori massimo e minimo delle pressioni che compaiono<br />
nella tabella.<br />
Nodo (G) Pt 1/12 Pt 2/13 Pt 3... Pt 4...<br />
daN/cm2 daN/cm2 daN/cm2 daN/cm2 daN/cm2 daN/cm2 daN/cm2 daN/cm2 daN/cm2 daN/cm2 daN/cm2<br />
1 -0.25 -0.25 -0.21 -0.30 -0.39 -0.39 -0.34 -0.44 -0.25 -0.26 -0.26<br />
-0.39 -0.39 -0.39 -0.06 -0.06 -0.01 -0.11 -0.20 -0.20 -0.15 -0.25<br />
-0.06 -0.07 -0.07 -0.20 -0.20 -0.20 -0.25 -0.25 -0.21 -0.30 -0.39<br />
-0.39 -0.34 -0.44 -0.25 -0.26 -0.26 -0.39 -0.39 -0.39 -0.06 -0.06<br />
-0.01 -0.11 -0.20 -0.20 -0.15 -0.25 -0.06 -0.07 -0.07 -0.20 -0.20<br />
-0.20 -0.17 -0.34 -0.21 -0.37 0.01 7.86e-04 -0.53 -0.54 -0.29 -0.28<br />
-0.20 -0.37 -0.24 -0.40 -0.02 -0.03 -0.56 -0.57 -0.32 -0.31 0.02<br />
-0.15 -0.01 -0.18 0.20 0.19 -0.34 -0.35 -0.10 -0.09 -0.01 -0.18<br />
-0.04 -0.21 0.17 0.16 -0.37 -0.38 -0.13 -0.12 -0.32 -0.13 -0.30<br />
-0.11 -0.28 -0.09<br />
2 -0.25 -0.25 -0.23 -0.28 -0.39 -0.39 -0.36 -0.41 -0.25 -0.26 -0.26<br />
-0.39 -0.39 -0.39 -0.06 -0.06 -0.04 -0.09 -0.19 -0.19 -0.17 -0.22<br />
-0.06 -0.06 -0.06 -0.19 -0.20 -0.20 -0.25 -0.25 -0.23 -0.28 -0.39<br />
-0.39 -0.36 -0.41 -0.25 -0.26 -0.26 -0.39 -0.39 -0.39 -0.06 -0.06<br />
-0.04 -0.09 -0.19 -0.19 -0.17 -0.22 -0.06 -0.06 -0.06 -0.19 -0.20<br />
-0.20 -0.22 -0.30 -0.25 -0.33 -0.12 -0.13 -0.40 -0.40 -0.29 -0.27<br />
-0.24 -0.33 -0.28 -0.36 -0.15 -0.16 -0.42 -0.43 -0.32 -0.30 -0.02<br />
-0.10 -0.05 -0.13 0.07 0.06 -0.20 -0.21 -0.10 -0.08 -0.05 -0.13<br />
-0.08 -0.16 0.04 0.03 -0.23 -0.24 -0.12 -0.11 -0.32 -0.13 -0.30<br />
-0.11 -0.28 -0.09<br />
3 -0.26 -0.26 -0.26 -0.26 -0.39 -0.39 -0.39 -0.39 -0.26 -0.26 -0.26<br />
-0.39 -0.39 -0.39 -0.06 -0.06 -0.06 -0.06 -0.19 -0.19 -0.19 -0.19<br />
-0.06 -0.06 -0.06 -0.19 -0.19 -0.19 -0.26 -0.26 -0.26 -0.26 -0.39<br />
-0.39 -0.39 -0.39 -0.26 -0.26 -0.26 -0.39 -0.39 -0.39 -0.06 -0.06<br />
-0.06 -0.06 -0.19 -0.19 -0.19 -0.19 -0.06 -0.06 -0.06 -0.19 -0.19<br />
-0.19 -0.26 -0.26 -0.29 -0.29 -0.26 -0.27 -0.26 -0.27 -0.29 -0.27<br />
-0.28 -0.28 -0.32 -0.32 -0.29 -0.29 -0.29 -0.29 -0.32 -0.29 -0.06<br />
-0.06 -0.09 -0.09 -0.06 -0.07 -0.06 -0.07 -0.09 -0.07 -0.09 -0.09<br />
-0.12 -0.12 -0.09 -0.10 -0.09 -0.10 -0.12 -0.10 -0.32 -0.13 -0.30<br />
-0.11 -0.28 -0.09<br />
4 -0.26 -0.26 -0.28 -0.23 -0.38 -0.38 -0.41 -0.36 -0.26 -0.26 -0.26<br />
-0.38 -0.38 -0.38 -0.06 -0.06 -0.08 -0.04 -0.19 -0.19 -0.21 -0.16<br />
-0.06 -0.06 -0.06 -0.19 -0.18 -0.18 -0.26 -0.26 -0.28 -0.23 -0.38<br />
-0.38 -0.41 -0.36 -0.26 -0.26 -0.26 -0.38 -0.38 -0.38 -0.06 -0.06<br />
-0.08 -0.04 -0.19 -0.19 -0.21 -0.16 -0.06 -0.06 -0.06 -0.19 -0.18<br />
-0.18 -0.30 -0.22 -0.33 -0.25 -0.39 -0.40 -0.12 -0.13 -0.29 -0.26<br />
-0.33 -0.24 -0.36 -0.28 -0.42 -0.43 -0.15 -0.16 -0.32 -0.29 -0.10<br />
-0.02 -0.13 -0.05 -0.19 -0.20 0.08 0.07 -0.09 -0.06 -0.13 -0.05<br />
-0.16 -0.08 -0.22 -0.23 0.05 0.04 -0.12 -0.09 -0.32 -0.13 -0.30<br />
-0.11 -0.29 -0.09<br />
5 -0.26 -0.26 -0.31 -0.21 -0.38 -0.38 -0.43 -0.33 -0.26 -0.26 -0.26<br />
-0.38 -0.38 -0.38 -0.06 -0.06 -0.11 -9.32e-03 -0.18 -0.18 -0.23 -0.13<br />
-0.06 -0.06 -0.06 -0.18 -0.18 -0.18 -0.26 -0.26 -0.31 -0.21 -0.38<br />
-0.38 -0.43 -0.33 -0.26 -0.26 -0.26 -0.38 -0.38 -0.38 -0.06 -0.06<br />
-0.11 -9.32e-03 -0.18 -0.18 -0.23 -0.13 -0.06 -0.06 -0.06 -0.18 -0.18<br />
-0.18 -0.34 -0.18 -0.37 -0.21 -0.52 -0.53 0.02 0.01 -0.29 -0.25<br />
-0.37 -0.20 -0.40 -0.23 -0.55 -0.56 -5.64e-03 -0.02 -0.31 -0.28 -0.14<br />
0.02 -0.17 -8.38e-03 -0.32 -0.33 0.22 0.21 -0.09 -0.05 -0.17 -3.64e-03<br />
-0.20 -0.04 -0.35 -0.36 0.19 0.18 -0.11 -0.08 -0.32 -0.12 -0.31<br />
-0.11 -0.29 -0.09<br />
6 -0.28 -0.28 -0.23 -0.33 -0.42 -0.42 -0.38 -0.47 -0.28 -0.28 -0.28<br />
2533-06-00103.DOC<br />
27
-0.42 -0.43 -0.43 -0.09 -0.09 -0.04 -0.14 -0.23 -0.23 -0.18 -0.28<br />
-0.09 -0.09 -0.09 -0.23 -0.23 -0.23 -0.28 -0.28 -0.23 -0.33 -0.42<br />
-0.42 -0.38 -0.47 -0.28 -0.28 -0.28 -0.42 -0.43 -0.43 -0.09 -0.09<br />
-0.04 -0.14 -0.23 -0.23 -0.18 -0.28 -0.09 -0.09 -0.09 -0.23 -0.23<br />
-0.23 -0.20 -0.36 -0.23 -0.39 -0.02 -0.02 -0.56 -0.57 -0.31 -0.30<br />
-0.23 -0.40 -0.26 -0.42 -0.05 -0.06 -0.59 -0.60 -0.34 -0.34 -6.80e-03<br />
-0.17 -0.03 -0.20 0.18 0.17 -0.37 -0.38 -0.12 -0.11 -0.04 -0.20<br />
-0.07 -0.23 0.15 0.14 -0.40 -0.41 -0.15 -0.14 -0.35 -0.16 -0.33<br />
-0.14 -0.31 -0.12<br />
7 -0.28 -0.28 -0.26 -0.31 -0.42 -0.42 -0.40 -0.45 -0.28 -0.28 -0.28<br />
-0.42 -0.42 -0.42 -0.09 -0.09 -0.06 -0.11 -0.23 -0.23 -0.20 -0.25<br />
-0.09 -0.09 -0.09 -0.23 -0.23 -0.23 -0.28 -0.28 -0.26 -0.31 -0.42<br />
-0.42 -0.40 -0.45 -0.28 -0.28 -0.28 -0.42 -0.42 -0.42 -0.09 -0.09<br />
-0.06 -0.11 -0.23 -0.23 -0.20 -0.25 -0.09 -0.09 -0.09 -0.23 -0.23<br />
-0.23 -0.24 -0.32 -0.27 -0.35 -0.15 -0.16 -0.42 -0.43 -0.31 -0.30<br />
-0.27 -0.35 -0.30 -0.38 -0.18 -0.19 -0.45 -0.46 -0.34 -0.33 -0.05<br />
-0.13 -0.07 -0.16 0.05 0.04 -0.23 -0.23 -0.12 -0.10 -0.08 -0.16<br />
-0.11 -0.19 0.01 6.39e-03 -0.26 -0.27 -0.15 -0.13 -0.35 -0.16 -0.33<br />
-0.14 -0.31 -0.12<br />
8 -0.28 -0.28 -0.28 -0.28 -0.42 -0.42 -0.42 -0.42 -0.28 -0.28 -0.28<br />
-0.42 -0.42 -0.42 -0.09 -0.09 -0.09 -0.09 -0.22 -0.22 -0.22 -0.22<br />
-0.09 -0.09 -0.09 -0.22 -0.22 -0.22 -0.28 -0.28 -0.28 -0.28 -0.42<br />
-0.42 -0.42 -0.42 -0.28 -0.28 -0.28 -0.42 -0.42 -0.42 -0.09 -0.09<br />
-0.09 -0.09 -0.22 -0.22 -0.22 -0.22 -0.09 -0.09 -0.09 -0.22 -0.22<br />
-0.22 -0.28 -0.28 -0.31 -0.31 -0.28 -0.29 -0.28 -0.29 -0.31 -0.29<br />
-0.31 -0.31 -0.34 -0.34 -0.31 -0.32 -0.31 -0.32 -0.34 -0.32 -0.09<br />
-0.09 -0.11 -0.11 -0.09 -0.09 -0.09 -0.09 -0.11 -0.09 -0.12 -0.12<br />
-0.14 -0.14 -0.12 -0.12 -0.12 -0.12 -0.14 -0.12 -0.35 -0.16 -0.33<br />
-0.14 -0.31 -0.12<br />
9 -0.28 -0.28 -0.31 -0.26 -0.42 -0.42 -0.44 -0.39 -0.28 -0.28 -0.28<br />
-0.42 -0.41 -0.41 -0.09 -0.09 -0.11 -0.06 -0.22 -0.22 -0.24 -0.19<br />
-0.09 -0.08 -0.08 -0.22 -0.22 -0.22 -0.28 -0.28 -0.31 -0.26 -0.42<br />
-0.42 -0.44 -0.39 -0.28 -0.28 -0.28 -0.42 -0.41 -0.41 -0.09 -0.09<br />
-0.11 -0.06 -0.22 -0.22 -0.24 -0.19 -0.09 -0.08 -0.08 -0.22 -0.22<br />
-0.22 -0.32 -0.24 -0.35 -0.27 -0.42 -0.42 -0.14 -0.15 -0.31 -0.28<br />
-0.35 -0.27 -0.38 -0.30 -0.44 -0.45 -0.17 -0.18 -0.34 -0.31 -0.13<br />
-0.04 -0.15 -0.07 -0.22 -0.23 0.05 0.05 -0.11 -0.09 -0.15 -0.07<br />
-0.18 -0.10 -0.25 -0.26 0.03 0.02 -0.14 -0.11 -0.35 -0.15 -0.33<br />
-0.13 -0.31 -0.12<br />
10 -0.29 -0.29 -0.33 -0.23 -0.41 -0.41 -0.46 -0.36 -0.29 -0.28 -0.28<br />
-0.41 -0.41 -0.41 -0.09 -0.09 -0.13 -0.03 -0.21 -0.21 -0.26 -0.16<br />
-0.09 -0.08 -0.08 -0.21 -0.21 -0.21 -0.29 -0.29 -0.33 -0.23 -0.41<br />
-0.41 -0.46 -0.36 -0.29 -0.28 -0.28 -0.41 -0.41 -0.41 -0.09 -0.09<br />
-0.13 -0.03 -0.21 -0.21 -0.26 -0.16 -0.09 -0.08 -0.08 -0.21 -0.21<br />
-0.21 -0.36 -0.20 -0.39 -0.23 -0.55 -0.56 -4.08e-03 -0.01 -0.31 -0.28<br />
-0.39 -0.23 -0.42 -0.26 -0.58 -0.59 -0.03 -0.04 -0.34 -0.30 -0.16<br />
-1.53e-03 -0.19 -0.03 -0.35 -0.36 0.20 0.19 -0.11 -0.08 -0.19 -0.03<br />
-0.22 -0.06 -0.38 -0.39 0.17 0.16 -0.14 -0.10 -0.35 -0.15 -0.33<br />
-0.13 -0.31 -0.11<br />
11 -0.30 -0.30 -0.26 -0.36 -0.45 -0.45 -0.41 -0.51 -0.30 -0.31 -0.31<br />
-0.45 -0.46 -0.46 -0.11 -0.11 -0.06 -0.16 -0.26 -0.26 -0.21 -0.31<br />
-0.11 -0.12 -0.12 -0.26 -0.27 -0.27 -0.30 -0.30 -0.26 -0.36 -0.45<br />
-0.45 -0.41 -0.51 -0.30 -0.31 -0.31 -0.45 -0.46 -0.46 -0.11 -0.11<br />
-0.06 -0.16 -0.26 -0.26 -0.21 -0.31 -0.11 -0.12 -0.12 -0.26 -0.27<br />
-0.27 -0.23 -0.39 -0.25 -0.41 -0.04 -0.05 -0.59 -0.59 -0.33 -0.33<br />
-0.26 -0.42 -0.28 -0.45 -0.07 -0.08 -0.62 -0.63 -0.37 -0.36 -0.03<br />
-0.20 -0.06 -0.22 0.15 0.15 -0.39 -0.40 -0.14 -0.14 -0.07 -0.23<br />
-0.09 -0.25 0.12 0.11 -0.43 -0.43 -0.17 -0.17 -0.38 -0.19 -0.36<br />
-0.17 -0.34 -0.14<br />
12 -0.31 -0.31 -0.28 -0.33 -0.45 -0.45 -0.43 -0.48 -0.31 -0.31 -0.31<br />
-0.45 -0.45 -0.45 -0.11 -0.11 -0.09 -0.14 -0.26 -0.26 -0.23 -0.28<br />
-0.11 -0.11 -0.11 -0.26 -0.26 -0.26 -0.31 -0.31 -0.28 -0.33 -0.45<br />
-0.45 -0.43 -0.48 -0.31 -0.31 -0.31 -0.45 -0.45 -0.45 -0.11 -0.11<br />
-0.09 -0.14 -0.26 -0.26 -0.23 -0.28 -0.11 -0.11 -0.11 -0.26 -0.26<br />
-0.26 -0.27 -0.35 -0.29 -0.37 -0.17 -0.18 -0.45 -0.45 -0.33 -0.32<br />
-0.30 -0.38 -0.32 -0.40 -0.21 -0.21 -0.48 -0.49 -0.36 -0.35 -0.07<br />
-0.15 -0.09 -0.18 0.02 0.01 -0.25 -0.26 -0.14 -0.13 -0.10 -0.19<br />
-0.13 -0.21 -0.01 -0.02 -0.28 -0.29 -0.17 -0.16 -0.38 -0.19 -0.36<br />
-0.17 -0.34 -0.14<br />
13 -0.31 -0.31 -0.31 -0.31 -0.45 -0.45 -0.45 -0.45 -0.31 -0.31 -0.31<br />
-0.45 -0.45 -0.45 -0.11 -0.11 -0.11 -0.11 -0.25 -0.25 -0.25 -0.25<br />
2533-06-00103.DOC<br />
28
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2533-06-00103.DOC<br />
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2533-06-00103.DOC<br />
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2533-06-00103.DOC<br />
31
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2533-06-00103.DOC<br />
32
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2533-06-00103.DOC<br />
36
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2533-06-00103.DOC<br />
37
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-0.84 -0.78 -0.91 -0.61 -0.62 -0.62 -0.84 -0.85 -0.85 -0.41 -0.41<br />
-0.35 -0.48 -0.64 -0.64 -0.58 -0.71 -0.41 -0.42 -0.42 -0.64 -0.65<br />
-0.65 -0.50 -0.73 -0.48 -0.70 -0.25 -0.25 -0.99 -0.99 -0.59 -0.63<br />
-0.55 -0.78 -0.53 -0.75 -0.30 -0.30 -1.04 -1.04 -0.64 -0.68 -0.30<br />
-0.53 -0.28 -0.50 -0.05 -0.05 -0.79 -0.79 -0.39 -0.43 -0.36 -0.58<br />
-0.33 -0.55 -0.10 -0.10 -0.85 -0.84 -0.44 -0.48 -0.73 -0.53 -0.70<br />
-0.50 -0.66 -0.46<br />
84 -0.61 -0.61 -0.57 -0.66 -0.84 -0.84 -0.79 -0.89 -0.61 -0.62 -0.62<br />
-0.84 -0.84 -0.84 -0.41 -0.41 -0.36 -0.46 -0.64 -0.64 -0.59 -0.69<br />
2533-06-00103.DOC<br />
38
-0.41 -0.42 -0.42 -0.64 -0.64 -0.64 -0.61 -0.61 -0.57 -0.66 -0.84<br />
-0.84 -0.79 -0.89 -0.61 -0.62 -0.62 -0.84 -0.84 -0.84 -0.41 -0.41<br />
-0.36 -0.46 -0.64 -0.64 -0.59 -0.69 -0.41 -0.42 -0.42 -0.64 -0.64<br />
-0.64 -0.53 -0.70 -0.51 -0.67 -0.35 -0.34 -0.89 -0.89 -0.59 -0.62<br />
-0.58 -0.75 -0.56 -0.72 -0.40 -0.39 -0.94 -0.94 -0.64 -0.67 -0.33<br />
-0.50 -0.31 -0.47 -0.15 -0.14 -0.69 -0.69 -0.39 -0.42 -0.38 -0.55<br />
-0.36 -0.52 -0.20 -0.19 -0.74 -0.74 -0.44 -0.47 -0.73 -0.53 -0.70<br />
-0.50 -0.66 -0.46<br />
85 -0.61 -0.61 -0.59 -0.64 -0.84 -0.84 -0.81 -0.86 -0.61 -0.62 -0.62<br />
-0.84 -0.84 -0.84 -0.41 -0.41 -0.39 -0.44 -0.63 -0.63 -0.61 -0.66<br />
-0.41 -0.41 -0.41 -0.63 -0.64 -0.64 -0.61 -0.61 -0.59 -0.64 -0.84<br />
-0.84 -0.81 -0.86 -0.61 -0.62 -0.62 -0.84 -0.84 -0.84 -0.41 -0.41<br />
-0.39 -0.44 -0.63 -0.63 -0.61 -0.66 -0.41 -0.41 -0.41 -0.63 -0.64<br />
-0.64 -0.57 -0.66 -0.55 -0.63 -0.48 -0.47 -0.75 -0.75 -0.59 -0.61<br />
-0.62 -0.71 -0.60 -0.68 -0.53 -0.52 -0.80 -0.80 -0.64 -0.66 -0.37<br />
-0.45 -0.34 -0.43 -0.28 -0.27 -0.55 -0.54 -0.39 -0.41 -0.42 -0.50<br />
-0.39 -0.48 -0.33 -0.32 -0.60 -0.59 -0.44 -0.46 -0.73 -0.53 -0.70<br />
-0.49 -0.66 -0.46<br />
86 -0.62 -0.62 -0.62 -0.62 -0.83 -0.83 -0.83 -0.83 -0.62 -0.62 -0.62<br />
-0.83 -0.83 -0.83 -0.41 -0.41 -0.41 -0.41 -0.63 -0.63 -0.63 -0.63<br />
-0.41 -0.41 -0.41 -0.63 -0.63 -0.63 -0.62 -0.62 -0.62 -0.62 -0.83<br />
-0.83 -0.83 -0.83 -0.62 -0.62 -0.62 -0.83 -0.83 -0.83 -0.41 -0.41<br />
-0.41 -0.41 -0.63 -0.63 -0.63 -0.63 -0.41 -0.41 -0.41 -0.63 -0.63<br />
-0.63 -0.62 -0.62 -0.59 -0.59 -0.62 -0.61 -0.62 -0.61 -0.59 -0.61<br />
-0.66 -0.66 -0.64 -0.64 -0.66 -0.66 -0.66 -0.66 -0.64 -0.66 -0.41<br />
-0.41 -0.38 -0.38 -0.41 -0.40 -0.41 -0.40 -0.38 -0.40 -0.46 -0.46<br />
-0.43 -0.43 -0.46 -0.45 -0.46 -0.45 -0.43 -0.45 -0.73 -0.53 -0.70<br />
-0.49 -0.66 -0.46<br />
87 -0.62 -0.62 -0.64 -0.59 -0.83 -0.83 -0.86 -0.81 -0.62 -0.62 -0.62<br />
-0.83 -0.83 -0.83 -0.41 -0.41 -0.44 -0.39 -0.63 -0.63 -0.65 -0.60<br />
-0.41 -0.41 -0.41 -0.63 -0.62 -0.62 -0.62 -0.62 -0.64 -0.59 -0.83<br />
-0.83 -0.86 -0.81 -0.62 -0.62 -0.62 -0.83 -0.83 -0.83 -0.41 -0.41<br />
-0.44 -0.39 -0.63 -0.63 -0.65 -0.60 -0.41 -0.41 -0.41 -0.63 -0.62<br />
-0.62 -0.66 -0.58 -0.63 -0.55 -0.75 -0.74 -0.48 -0.47 -0.59 -0.60<br />
-0.70 -0.62 -0.68 -0.60 -0.80 -0.79 -0.52 -0.52 -0.63 -0.65 -0.45<br />
-0.37 -0.42 -0.34 -0.54 -0.54 -0.27 -0.26 -0.38 -0.39 -0.50 -0.42<br />
-0.47 -0.39 -0.59 -0.58 -0.32 -0.31 -0.43 -0.44 -0.73 -0.52 -0.70<br />
-0.49 -0.67 -0.46<br />
88 -0.62 -0.62 -0.67 -0.57 -0.83 -0.83 -0.88 -0.78 -0.62 -0.61 -0.61<br />
-0.83 -0.83 -0.83 -0.41 -0.41 -0.46 -0.36 -0.62 -0.62 -0.67 -0.57<br />
-0.41 -0.41 -0.41 -0.62 -0.62 -0.62 -0.62 -0.62 -0.67 -0.57 -0.83<br />
-0.83 -0.88 -0.78 -0.62 -0.61 -0.61 -0.83 -0.83 -0.83 -0.41 -0.41<br />
-0.46 -0.36 -0.62 -0.62 -0.67 -0.57 -0.41 -0.41 -0.41 -0.62 -0.62<br />
-0.62 -0.70 -0.53 -0.67 -0.51 -0.88 -0.87 -0.34 -0.33 -0.59 -0.59<br />
-0.75 -0.58 -0.72 -0.55 -0.93 -0.92 -0.38 -0.38 -0.63 -0.64 -0.49<br />
-0.33 -0.46 -0.30 -0.68 -0.67 -0.13 -0.12 -0.38 -0.39 -0.54 -0.37<br />
-0.51 -0.35 -0.72 -0.71 -0.18 -0.17 -0.43 -0.43 -0.73 -0.52 -0.70<br />
-0.49 -0.67 -0.46<br />
89 -0.62 -0.62 -0.68 -0.55 -0.83 -0.83 -0.89 -0.76 -0.62 -0.61 -0.61<br />
-0.83 -0.82 -0.82 -0.41 -0.41 -0.48 -0.34 -0.62 -0.62 -0.68 -0.55<br />
-0.41 -0.41 -0.41 -0.62 -0.61 -0.61 -0.62 -0.62 -0.68 -0.55 -0.83<br />
-0.83 -0.89 -0.76 -0.62 -0.61 -0.61 -0.83 -0.82 -0.82 -0.41 -0.41<br />
-0.48 -0.34 -0.62 -0.62 -0.68 -0.55 -0.41 -0.41 -0.41 -0.62 -0.61<br />
-0.61 -0.73 -0.51 -0.70 -0.48 -0.98 -0.97 -0.24 -0.23 -0.59 -0.59<br />
-0.77 -0.55 -0.75 -0.52 -1.02 -1.02 -0.28 -0.28 -0.63 -0.63 -0.52<br />
-0.30 -0.49 -0.27 -0.77 -0.76 -0.03 -0.02 -0.38 -0.38 -0.57 -0.34<br />
-0.54 -0.32 -0.82 -0.81 -0.08 -0.07 -0.42 -0.43 -0.73 -0.52 -0.70<br />
-0.49 -0.67 -0.46<br />
Nodo (G) Pt 1/12 Pt 2/13 Pt 3... Pt 4...<br />
-1.04<br />
0.22<br />
2533-06-00103.DOC<br />
39
6.3 VERIFICHE ELEMENTI PARETE E GUSCIO IN C.A.<br />
Nel caso dei gusci e nel caso in cui la progettazione <strong>della</strong> parete sia integrata o effettuata del tutto con<br />
progettazione locale si produce una tabella nella quale vengono riportati per ogni macroelemento il numero<br />
dello stesso ed il codice di verifica.<br />
Per la progettazione con il metodo degli stati limite vengono riportati il rapporto x/d, la verifica per sollecitazioni<br />
ultime e la verifica per compressione media con l’indicazione delle due combinazioni in cui si sono attinti i<br />
rispettivi valori.<br />
Nel caso in cui si sia proceduto alla progettazione con le tensioni ammissibili vengono riportate le massime<br />
tensioni nell’elemento (massima compressione nel calcestruzzo, massima compressione media nel<br />
calcestruzzo, massima tensione nell’acciaio) con l’indicazione delle combinazioni in cui si sono attinti i<br />
rispettivi valori.<br />
Per ogni elemento viene riportata inoltre la maglia di armatura necessaria in relazione alle risultanze <strong>della</strong><br />
progettazione dei nodi dell’elemento stesso (diametri in mm, passi in cm). Le quantità di armature necessarie<br />
sono armature (disposte rispettivamente in direzione principale e secondaria, inferiore e superiore) distribuite<br />
nell’elemento ed espresse in centimetri quadri per sviluppo lineare pari ad un metro.<br />
In particolare i simboli utilizzati assumono il seguente significato:<br />
M_S<br />
macroelemento di tipo setto (elementi verticali contigui ed analoghi per proprietà)<br />
M_G<br />
macroelemento di tipo guscio (elementi non verticali contigui ed analoghi per proprietà)<br />
Stato<br />
codice di verifica dell’elemento<br />
Nodo<br />
numero del nodo<br />
x/d<br />
rapporto tra posizione dell’asse neutro e altezza utile alla rottura <strong>della</strong> sezione (per sola<br />
flessione)<br />
verif.<br />
rapporto Sd/Su con sollecitazioni ultime proporzionali: valore minore o uguale a 1 per<br />
verifica positiva<br />
Ver.rd rapporto Nd/Nu (Nu ottenuto con riduzione del 25% di fcd): valore minore o uguale a 1<br />
per verifica positiva<br />
Rete pr<br />
maglia di armatura (diametro/passo) in direzione principale inferiore e superiore<br />
Rete sec<br />
maglia di armatura (diametro/passo) in direzione secondaria inferiore e superiore<br />
Aggiuntivi relativa armatura aggiuntiva (diametro/passo) inferiore (i) e superiore (s) eventualmente<br />
differenziate<br />
sc max<br />
massima tensione di compressione del calcestruzzo<br />
sc med<br />
massima tensione media di compressione del calcestruzzo<br />
sf max<br />
massima tensione dell’acciaio<br />
Rif. cmb<br />
combinazioni di carico in cui si verificano i valori riportati<br />
Af pr-<br />
quantità di armatura richiesta in direzione principale relativa alla faccia negativa<br />
(intradosso piastre) (valore derivante da calcolo o minimo normativo)<br />
Af pr+<br />
quantità di armatura richiesta in direzione principale relativa alla faccia positiva<br />
(estradosso piastre) (valore derivante da calcolo o minimo normativo)<br />
Af sec- Af sec+ valori analoghi a quelli soprariportati ma relativi alla armatura secondaria<br />
N M azioni membranali e flessionali (in direzione dell’armatura principale e secondaria)<br />
estratte, poiché rappresentative, tra quelle utilizzate per il progetto e la verifica<br />
2533-06-00103.DOC<br />
40
M_S Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
daN/cm daN/cm daN/cm daN daN daN<br />
3 ok 1 0.25 7.87e-02 6.24e-03 7.7 7.7 7.7 7.7 -23.1 -0.2 3.0 -256.4 -25.4 -30.8<br />
3 ok 6 0.25 5.86e-02 5.26e-03 7.7 7.7 7.7 7.7 -18.3 1.2 5.8 -201.6 -33.3 -24.7<br />
3 ok 11 0.25 1.92e-02 4.78e-03 7.7 7.7 7.7 7.7 -16.3 1.4 5.8 -53.9 -15.6 -9.3<br />
3 ok 90 0.25 8.19e-02 6.26e-03 7.7 7.7 7.7 7.7 -23.3 -0.6 3.0 -281.8 -40.5 -63.9<br />
3 ok 92 0.25 6.80e-02 5.32e-03 7.7 7.7 7.7 7.7 -18.4 9.45e-02 5.8 -204.7 -59.4 -73.1<br />
3 ok 94 0.25 3.39e-02 4.83e-03 7.7 7.7 7.7 7.7 -16.4 0.3 5.8 -57.1 -41.7 -57.7<br />
3 ok 127 0.25 4.35e-02 4.46e-03 7.7 7.7 7.7 7.7 -9.3 0.4 3.0 120.5 -4.0 -80.7<br />
3 ok 129 0.25 3.79e-02 4.62e-03 7.7 7.7 7.7 7.7 -11.4 0.1 6.2 91.4 -73.7 -80.2<br />
3 ok 131 0.25 3.39e-02 4.38e-03 7.7 7.7 7.7 7.7 -12.0 2.06e-02 6.2 35.7 -80.4 -49.7<br />
3 ok 163 0.25 4.11e-02 2.74e-03 7.7 7.7 7.7 7.7 -9.5 -0.4 3.0 119.4 -13.1 -73.9<br />
3 ok 165 0.25 4.55e-02 3.80e-03 7.7 7.7 7.7 7.7 -11.5 -1.0 6.2 85.2 -125.3 -62.0<br />
3 ok 167 0.25 4.22e-02 3.95e-03 7.7 7.7 7.7 7.7 -12.2 -1.1 6.2 29.5 -132.0 -31.5<br />
3 ok 199 0.25 3.51e-02 1.36e-03 7.7 7.7 7.7 7.7 -3.4 -1.7 2.4 98.0 -17.4 -50.0<br />
3 ok 201 0.25 6.05e-02 3.03e-03 7.7 7.7 7.7 7.7 -7.6 -2.5 5.9 46.3 -181.4 -42.6<br />
3 ok 203 0.25 5.82e-02 3.68e-03 7.7 7.7 7.7 7.7 -9.0 -2.7 5.5 -51.7 -193.1 -10.1<br />
3 ok 236 0.25 1.65e-02 3.07e-04 7.7 7.7 7.7 7.7 -0.8 -0.2 0.4 29.4 -2.3 -28.5<br />
3 ok 238 0.25 6.61e-02 3.29e-03 7.7 7.7 7.7 7.7 -2.4 -9.4 5.5 12.2 -223.7 -10.5<br />
3 ok 240 0.25 6.59e-02 4.14e-03 7.7 7.7 7.7 7.7 -9.9 -10.3 5.5 -56.3 -231.9 12.4<br />
M_S x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
-23.26 -10.34 0.36 -281.83 -231.89 -80.74<br />
0.25 0.08 6.26e-03 7.70 7.70 7.70 7.70 -0.78 1.44 6.18 120.47 -2.26 12.35<br />
M_S Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
daN/cm daN/cm daN/cm daN daN daN<br />
4 ok 5 0.25 7.81e-02 6.05e-03 7.7 7.7 7.7 7.7 -22.5 0.2 2.5 274.7 26.9 37.8<br />
4 ok 10 0.25 5.80e-02 5.04e-03 7.7 7.7 7.7 7.7 -17.8 1.9 5.0 196.8 33.0 25.0<br />
4 ok 15 0.25 1.91e-02 4.57e-03 7.7 7.7 7.7 7.7 -15.8 2.1 5.0 52.6 15.7 9.1<br />
4 ok 91 0.25 8.13e-02 6.06e-03 7.7 7.7 7.7 7.7 -22.6 -0.4 2.6 252.4 36.5 54.7<br />
4 ok 93 0.25 6.71e-02 5.10e-03 7.7 7.7 7.7 7.7 -18.0 0.6 5.0 200.1 59.9 72.3<br />
4 ok 95 0.25 3.34e-02 4.62e-03 7.7 7.7 7.7 7.7 -16.0 0.8 5.0 55.8 42.6 56.4<br />
4 ok 128 0.25 4.34e-02 4.42e-03 7.7 7.7 7.7 7.7 -9.4 0.5 2.9 -120.7 4.3 80.1<br />
4 ok 130 0.25 3.78e-02 4.44e-03 7.7 7.7 7.7 7.7 -11.2 0.4 5.9 -91.5 75.3 78.9<br />
4 ok 132 0.25 3.38e-02 4.24e-03 7.7 7.7 7.7 7.7 -12.0 0.3 5.9 -35.9 82.0 48.2<br />
4 ok 164 0.25 4.11e-02 2.75e-03 7.7 7.7 7.7 7.7 -9.5 -0.4 2.9 -119.6 13.5 73.3<br />
4 ok 166 0.25 4.60e-02 3.70e-03 7.7 7.7 7.7 7.7 -11.4 -0.7 5.9 -85.3 127.4 60.7<br />
4 ok 168 0.25 4.26e-02 3.89e-03 7.7 7.7 7.7 7.7 -12.2 -0.8 5.9 -29.6 134.1 30.0<br />
4 ok 200 0.25 3.49e-02 1.39e-03 7.7 7.7 7.7 7.7 -3.5 -1.7 2.5 -97.6 18.1 49.5<br />
4 ok 202 0.25 6.13e-02 3.00e-03 7.7 7.7 7.7 7.7 -7.6 -2.4 5.8 -45.8 184.0 41.5<br />
4 ok 204 0.25 5.89e-02 3.68e-03 7.7 7.7 7.7 7.7 -9.2 -2.6 5.6 53.0 195.8 9.3<br />
4 ok 237 0.25 1.64e-02 3.21e-04 7.7 7.7 7.7 7.7 -0.8 -0.2 0.4 -29.0 2.8 28.2<br />
4 ok 239 0.25 6.64e-02 3.36e-03 7.7 7.7 7.7 7.7 -2.4 -9.7 5.6 -12.1 226.2 9.3<br />
4 ok 244 0.25 6.62e-02 4.24e-03 7.7 7.7 7.7 7.7 -10.2 -10.6 5.6 57.6 234.6 -13.6<br />
M_S x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
-22.60 -10.61 0.38 -120.74 2.80 -13.59<br />
0.25 0.08 6.06e-03 7.70 7.70 7.70 7.70 -0.81 2.15 5.92 274.66 234.55 80.13<br />
M_S Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
daN/cm daN/cm daN/cm daN daN daN<br />
5 ok 11 0.11 6.95e-02 4.93e-03 7.7 7.7 7.7 7.7 -32.6 3.1 7.3 -422.0 -44.6 -77.6<br />
5 ok 16 0.11 4.70e-02 4.19e-03 7.7 7.7 7.7 7.7 -26.5 5.7 5.8 -249.2 -73.1 -53.1<br />
5 ok 21 0.11 3.87e-02 3.91e-03 7.7 7.7 7.7 7.7 -25.4 5.8 5.8 -191.0 -66.1 -34.8<br />
5 ok 26 0.11 3.42e-02 3.93e-03 7.7 7.7 7.7 7.7 -26.5 6.2 3.9 -189.3 -46.6 -25.7<br />
5 ok 31 0.11 3.30e-02 4.31e-03 7.7 7.7 7.7 7.7 -29.5 6.3 -1.18e-02 -221.3 -20.5 -41.8<br />
5 ok 36 0.11 3.66e-02 4.96e-03 7.7 7.7 7.7 7.7 -34.3 5.6 -2.9 -272.0 -49.0 -74.4<br />
5 ok 42 0.11 1.80e-02 1.07e-02 7.7 7.7 7.7 7.7 -73.0 0.8 -2.3 -511.7 -73.6 -86.5<br />
5 ok 94 0.11 7.62e-02 4.98e-03 7.7 7.7 7.7 7.7 -33.0 0.2 7.3 -429.8 -110.0 -136.2<br />
5 ok 96 0.11 5.33e-02 4.23e-03 7.7 7.7 7.7 7.7 -27.0 0.9 7.3 -251.0 -88.5 -97.6<br />
5 ok 98 0.11 4.20e-02 3.99e-03 7.7 7.7 7.7 7.7 -26.0 0.7 5.8 -194.7 -96.9 -53.9<br />
5 ok 100 0.11 3.52e-02 4.03e-03 7.7 7.7 7.7 7.7 -27.2 0.4 3.9 -190.7 -58.3 -25.5<br />
5 ok 102 0.11 3.25e-02 4.41e-03 7.7 7.7 7.7 7.7 -30.5 -4.1 1.9 -362.1 -38.7 -31.0<br />
5 ok 104 0.11 3.48e-02 5.31e-03 7.7 7.7 7.7 7.7 -34.5 -4.6 1.9 -408.9 -44.3 -28.0<br />
5 ok 107 0.11 1.78e-02 1.08e-02 7.7 7.7 7.7 7.7 -75.1 -7.9 -1.0 -577.8 -60.0 -32.6<br />
5 ok 131 0.11 4.96e-02 4.34e-03 7.7 7.7 7.7 7.7 -24.2 -0.5 6.8 347.8 -126.9 -122.5<br />
5 ok 133 0.11 3.30e-02 3.97e-03 7.7 7.7 7.7 7.7 -23.7 -1.9 5.5 270.0 -106.0 -78.7<br />
2533-06-00103.DOC<br />
41
5 ok 135 0.11 1.97e-02 3.77e-03 7.7 7.7 7.7 7.7 -23.0 -1.9 5.5 147.5 -120.7 -51.6<br />
5 ok 137 0.11 1.27e-02 3.79e-03 7.7 7.7 7.7 7.7 -23.7 -3.2 3.5 102.6 -45.3 -19.5<br />
5 ok 139 0.11 8.95e-03 4.14e-03 7.7 7.7 7.7 7.7 -26.9 -4.7 1.4 76.8 6.8 -14.6<br />
5 ok 141 0.11 6.66e-03 5.35e-03 7.7 7.7 7.7 7.7 -36.9 -4.2 -1.8 -124.1 -8.3 -23.5<br />
5 ok 144 0.11 1.24e-02 7.66e-03 7.7 7.7 7.7 7.7 -53.2 -6.2 -1.8 -169.1 -13.7 -23.3<br />
5 ok 167 0.11 6.07e-02 3.77e-03 7.7 7.7 7.7 7.7 -24.3 -1.8 6.8 338.3 -206.4 -80.0<br />
5 ok 169 0.11 3.71e-02 3.74e-03 7.7 7.7 7.7 7.7 -24.1 -1.8 6.8 208.9 -221.9 -33.1<br />
5 ok 171 0.11 2.48e-02 3.57e-03 7.7 7.7 7.7 7.7 -23.6 -3.3 5.1 109.2 -148.3 0.7<br />
5 ok 173 0.11 1.96e-02 3.55e-03 7.7 7.7 7.7 7.7 -24.1 -5.1 2.9 60.4 -47.3 2.7<br />
5 ok 175 0.11 1.66e-02 4.00e-03 7.7 7.7 7.7 7.7 -25.3 -6.5 -1.5 -88.3 -8.0 10.3<br />
5 ok 177 0.11 1.46e-02 5.17e-03 7.7 7.7 7.7 7.7 -32.1 -6.7 -1.7 -97.9 5.7 6.8<br />
5 ok 180 0.11 3.00e-02 5.89e-03 7.7 7.7 7.7 7.7 -39.7 -5.8 -1.7 -80.0 -2.5 7.9<br />
5 ok 203 0.11 5.97e-02 3.30e-03 7.7 7.7 7.7 7.7 -17.7 -2.8 6.0 -265.5 -312.6 74.4<br />
5 ok 205 0.11 4.58e-02 3.53e-03 7.7 7.7 7.7 7.7 -22.8 -3.4 6.0 -309.9 -317.9 85.5<br />
5 ok 207 0.11 2.73e-02 3.36e-03 7.7 7.7 7.7 7.7 -21.3 -4.2 2.1 -296.6 -191.7 44.0<br />
5 ok 209 0.11 2.13e-02 3.40e-03 7.7 7.7 7.7 7.7 -21.8 -6.4 -0.6 -282.7 -70.4 20.1<br />
5 ok 211 0.11 2.17e-02 3.71e-03 7.7 7.7 7.7 7.7 -23.1 -8.0 -2.4 -285.3 -25.8 14.8<br />
5 ok 213 0.11 2.34e-02 4.69e-03 7.7 7.7 7.7 7.7 -24.0 -9.0 -2.3 -288.3 -14.7 3.9<br />
5 ok 216 0.11 3.01e-02 7.31e-03 7.7 7.7 7.7 7.7 -50.7 -9.1 1.7 -288.7 -20.4 7.8<br />
5 ok 240 0.11 5.55e-02 2.90e-03 7.7 7.7 7.7 7.7 -17.9 -4.4 6.0 -267.8 -331.3 88.9<br />
5 ok 245 0.11 5.57e-02 3.57e-03 7.7 7.7 7.7 7.7 -22.9 -5.1 6.0 -312.1 -336.6 100.0<br />
5 ok 250 0.11 3.22e-02 3.13e-03 7.7 7.7 7.7 7.7 -21.4 -4.5 2.1 -292.9 -161.5 44.6<br />
5 ok 255 0.11 2.08e-02 3.27e-03 7.7 7.7 7.7 7.7 -22.0 -8.0 -0.6 -282.0 -64.5 22.7<br />
5 ok 260 0.11 2.18e-02 3.43e-03 7.7 7.7 7.7 7.7 -23.4 -10.2 -2.4 -285.5 -27.2 17.4<br />
5 ok 265 0.11 2.76e-02 3.54e-03 7.7 7.7 7.7 7.7 -23.9 -8.6 1.7 -301.2 -33.2 -2.5<br />
5 ok 271 0.11 1.99e-02 7.35e-03 7.7 7.7 7.7 7.7 -51.1 -11.8 1.7 -290.1 -31.8 4.2<br />
M_S x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
-75.14 -11.85 -2.92 -577.76 -336.63 -136.19<br />
0.11 0.08 0.01 7.70 7.70 7.70 7.70 -17.68 6.33 7.27 347.84 6.81 99.98<br />
M_S Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
daN/cm daN/cm daN/cm daN daN daN<br />
6 ok 15 0.11 6.90e-02 4.74e-03 7.7 7.7 7.7 7.7 -31.6 4.5 6.0 411.1 46.7 73.7<br />
6 ok 20 0.11 4.67e-02 4.05e-03 7.7 7.7 7.7 7.7 -26.0 7.5 4.4 248.5 77.1 48.2<br />
6 ok 25 0.11 3.91e-02 3.78e-03 7.7 7.7 7.7 7.7 -25.2 7.6 4.4 201.9 71.5 30.1<br />
6 ok 30 0.11 3.55e-02 3.86e-03 7.7 7.7 7.7 7.7 -26.3 8.3 2.6 211.2 54.5 20.9<br />
6 ok 35 0.11 3.57e-02 4.29e-03 7.7 7.7 7.7 7.7 -29.7 8.1 -1.0 247.3 33.1 37.3<br />
6 ok 40 0.11 4.06e-02 5.07e-03 7.7 7.7 7.7 7.7 -34.8 6.5 -4.0 311.2 63.9 66.4<br />
6 ok 46 0.11 1.91e-02 1.10e-02 7.7 7.7 7.7 7.7 -75.4 1.2 -3.3 546.0 87.0 72.2<br />
6 ok 95 0.11 7.51e-02 4.79e-03 7.7 7.7 7.7 7.7 -32.0 1.2 6.0 419.0 112.2 129.0<br />
6 ok 97 0.11 5.21e-02 4.09e-03 7.7 7.7 7.7 7.7 -26.6 1.8 6.0 250.2 91.9 90.3<br />
6 ok 99 0.11 4.15e-02 3.87e-03 7.7 7.7 7.7 7.7 -25.8 2.2 4.4 205.6 102.2 45.4<br />
6 ok 101 0.11 3.63e-02 3.95e-03 7.7 7.7 7.7 7.7 -27.1 2.2 2.6 212.6 66.2 17.1<br />
6 ok 103 0.11 3.48e-02 4.43e-03 7.7 7.7 7.7 7.7 -30.8 -0.6 -1.0 248.0 38.4 17.3<br />
6 ok 105 0.11 3.86e-02 5.43e-03 7.7 7.7 7.7 7.7 -35.2 -0.9 -1.9 449.9 67.5 14.8<br />
6 ok 108 0.11 1.90e-02 1.11e-02 7.7 7.7 7.7 7.7 -77.4 -6.0 -1.9 617.3 87.6 17.3<br />
6 ok 132 0.11 5.01e-02 4.22e-03 7.7 7.7 7.7 7.7 -24.1 0.2 6.3 -349.9 130.2 113.3<br />
6 ok 134 0.11 3.37e-02 3.87e-03 7.7 7.7 7.7 7.7 -23.7 0.2 6.3 -219.5 145.8 66.2<br />
6 ok 136 0.11 2.04e-02 3.66e-03 7.7 7.7 7.7 7.7 -23.0 -0.8 4.6 -100.3 110.0 29.3<br />
6 ok 138 0.11 1.29e-02 3.71e-03 7.7 7.7 7.7 7.7 -23.5 -1.8 2.7 -99.2 50.8 8.3<br />
6 ok 140 0.11 8.95e-03 4.17e-03 7.7 7.7 7.7 7.7 -28.2 -3.1 1.4 50.2 16.2 13.5<br />
6 ok 142 0.11 1.06e-02 5.47e-03 7.7 7.7 7.7 7.7 -37.5 -1.5 -2.4 141.8 38.7 17.1<br />
6 ok 145 0.11 1.35e-02 7.86e-03 7.7 7.7 7.7 7.7 -54.5 -3.6 -2.4 184.6 43.8 12.5<br />
6 ok 168 0.11 6.05e-02 3.72e-03 7.7 7.7 7.7 7.7 -24.3 -1.3 6.3 -340.4 210.0 70.6<br />
6 ok 170 0.11 3.72e-02 3.67e-03 7.7 7.7 7.7 7.7 -23.9 -1.2 6.3 -209.9 225.7 23.4<br />
6 ok 172 0.11 2.57e-02 3.48e-03 7.7 7.7 7.7 7.7 -23.2 -2.4 4.6 -95.7 148.8 -6.2<br />
6 ok 174 0.11 2.10e-02 3.50e-03 7.7 7.7 7.7 7.7 -24.0 -3.9 2.2 -57.4 52.2 -13.6<br />
6 ok 176 0.11 1.84e-02 4.03e-03 7.7 7.7 7.7 7.7 -25.3 -5.0 -1.8 79.8 13.1 -19.5<br />
6 ok 178 0.11 1.71e-02 5.26e-03 7.7 7.7 7.7 7.7 -31.5 -2.3 -1.4 63.4 31.1 -17.3<br />
6 ok 181 0.11 3.47e-02 5.92e-03 7.7 7.7 7.7 7.7 -38.6 -2.7 -1.2 66.9 29.4 -3.8<br />
6 ok 204 0.11 5.96e-02 3.31e-03 7.7 7.7 7.7 7.7 -18.1 -2.5 6.0 274.0 317.6 -80.2<br />
6 ok 206 0.11 4.71e-02 3.52e-03 7.7 7.7 7.7 7.7 -22.8 -3.0 6.0 312.0 322.1 -90.9<br />
6 ok 208 0.11 2.94e-02 3.30e-03 7.7 7.7 7.7 7.7 -21.1 -3.5 1.9 287.5 194.8 -49.9<br />
6 ok 210 0.11 2.17e-02 3.37e-03 7.7 7.7 7.7 7.7 -21.6 -5.4 -0.7 268.2 72.4 -24.7<br />
6 ok 212 0.11 2.10e-02 3.71e-03 7.7 7.7 7.7 7.7 -22.9 -6.6 -2.5 262.0 28.5 -19.0<br />
6 ok 214 0.11 2.19e-02 4.72e-03 7.7 7.7 7.7 7.7 -24.0 -7.2 -2.0 258.3 19.7 -5.8<br />
6 ok 217 0.11 3.48e-02 6.91e-03 7.7 7.7 7.7 7.7 -47.9 -6.1 2.7 239.5 33.3 2.7<br />
6 ok 244 0.11 5.64e-02 2.96e-03 7.7 7.7 7.7 7.7 -18.5 -4.8 5.7 268.1 307.4 -78.8<br />
6 ok 249 0.11 5.66e-02 3.57e-03 7.7 7.7 7.7 7.7 -22.9 -5.3 5.7 305.9 312.0 -90.6<br />
2533-06-00103.DOC<br />
42
6 ok 254 0.11 3.34e-02 3.11e-03 7.7 7.7 7.7 7.7 -21.2 -3.8 1.9 283.8 164.0 -46.8<br />
6 ok 259 0.11 1.99e-02 3.23e-03 7.7 7.7 7.7 7.7 -21.8 -7.0 -0.7 267.5 66.2 -24.3<br />
6 ok 264 0.11 2.08e-02 3.39e-03 7.7 7.7 7.7 7.7 -23.2 -8.8 -2.5 262.2 29.8 -18.7<br />
6 ok 269 0.11 2.57e-02 3.56e-03 7.7 7.7 7.7 7.7 -24.1 -8.1 2.7 259.9 32.7 7.7<br />
6 ok 275 0.11 2.84e-02 7.00e-03 7.7 7.7 7.7 7.7 -48.5 -11.0 2.7 239.2 30.2 9.5<br />
M_S x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
-77.42 -11.00 -3.99 -349.94 13.10 -90.88<br />
0.11 0.08 0.01 7.70 7.70 7.70 7.70 -18.12 8.31 6.25 617.27 322.11 128.95<br />
M_S Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
daN/cm daN/cm daN/cm daN daN daN<br />
7 ok 41 0.11 4.51e-02 4.45e-03 7.7 7.7 7.7 7.7 -2.4 -12.5 17.1 -213.8 -44.2 20.3<br />
7 ok 42 0.11 1.22e-02 1.15e-02 7.7 7.7 7.7 7.7 -75.3 -21.2 17.1 -261.2 -49.9 12.8<br />
7 ok 46 0.11 1.27e-02 1.18e-02 7.7 7.7 7.7 7.7 -77.9 -20.5 -16.4 -277.0 -76.1 -33.7<br />
7 ok 47 0.11 4.66e-02 4.32e-03 7.7 7.7 7.7 7.7 -1.3 -11.3 -16.4 -207.7 -67.8 -35.2<br />
7 ok 106 0.11 5.86e-02 4.62e-03 7.7 7.7 7.7 7.7 8.9 1.7 23.2 -150.5 -44.6 2.2<br />
7 ok 107 0.11 2.33e-02 1.12e-02 7.7 7.7 7.7 7.7 -73.4 -5.3 17.1 -263.6 -69.6 -11.4<br />
7 ok 108 0.11 2.49e-02 1.15e-02 7.7 7.7 7.7 7.7 -76.1 -5.2 -16.4 -277.5 -80.1 1.7<br />
7 ok 109 0.11 6.01e-02 4.75e-03 7.7 7.7 7.7 7.7 0.5 4.0 -16.4 -208.2 -71.8 0.2<br />
7 ok 143 0.11 3.53e-02 5.16e-03 7.7 7.7 7.7 7.7 -23.5 -0.5 14.2 -60.3 -78.4 6.0<br />
7 ok 144 0.11 2.56e-02 7.76e-03 7.7 7.7 7.7 7.7 -51.5 -2.2 11.2 -95.7 -63.2 -14.4<br />
7 ok 145 0.11 2.73e-02 7.98e-03 7.7 7.7 7.7 7.7 -53.1 -1.7 -11.3 -83.7 -66.5 7.3<br />
7 ok 146 0.11 3.68e-02 5.47e-03 7.7 7.7 7.7 7.7 -18.4 2.5 -11.3 -97.8 -68.2 1.8<br />
7 ok 179 0.11 2.84e-02 5.18e-03 7.7 7.7 7.7 7.7 -14.7 -0.9 -17.8 -57.0 -87.0 13.3<br />
7 ok 180 0.11 2.46e-02 5.83e-03 7.7 7.7 7.7 7.7 -29.4 -2.7 -17.8 -41.3 -85.1 9.0<br />
7 ok 181 0.11 2.72e-02 5.91e-03 7.7 7.7 7.7 7.7 -29.9 -1.9 14.7 -20.7 -76.6 -4.7<br />
7 ok 182 0.11 2.31e-02 5.49e-03 7.7 7.7 7.7 7.7 -17.4 -0.4 14.7 -38.8 -78.7 -8.7<br />
7 ok 215 0.11 4.49e-02 4.88e-03 7.7 7.7 7.7 7.7 1.0 -1.5 -21.3 -71.4 -99.8 3.5<br />
7 ok 216 0.11 2.17e-02 7.91e-03 7.7 7.7 7.7 7.7 -45.6 -7.1 -21.3 -67.5 -99.4 -3.2<br />
7 ok 217 0.11 2.23e-02 7.29e-03 7.7 7.7 7.7 7.7 -42.3 -6.2 19.3 -52.1 -96.6 9.3<br />
7 ok 218 0.11 3.69e-02 5.23e-03 7.7 7.7 7.7 7.7 -17.7 -2.8 14.7 -40.1 -89.3 -17.9<br />
7 ok 270 0.11 2.94e-02 6.04e-03 7.7 7.7 7.7 7.7 4.0 -23.2 -1.8 -55.2 -114.8 -18.6<br />
7 ok 271 0.11 2.05e-02 8.93e-03 7.7 7.7 7.7 7.7 -48.2 -29.3 -21.3 -69.6 -117.0 -1.2<br />
7 ok 272 0.11 4.27e-02 5.82e-03 7.7 7.7 7.7 7.7 -3.9 -5.9 -25.7 -37.3 29.6 -4.8<br />
7 ok 273 0.11 4.15e-02 2.78e-03 7.7 7.7 7.7 7.7 1.7 20.5 -9.3 -55.4 26.0 8.7<br />
7 ok 274 0.11 4.22e-02 5.35e-03 7.7 7.7 7.7 7.7 -6.2 -27.0 17.5 -25.9 -46.1 -1.5<br />
7 ok 275 0.11 2.12e-02 8.25e-03 7.7 7.7 7.7 7.7 -44.8 -27.4 19.3 -54.4 -115.4 11.0<br />
7 ok 276 0.11 2.05e-02 5.85e-03 7.7 7.7 7.7 7.7 -5.4 -22.7 19.3 -51.0 -115.0 3.9<br />
7 ok 294 0.11 2.05e-02 3.15e-03 7.7 7.7 7.7 7.7 -4.0 3.8 -9.5 -91.6 -23.8 -10.4<br />
7 ok 295 0.11 2.21e-02 7.63e-03 7.7 7.7 7.7 7.7 -15.4 2.4 -9.5 -126.8 -28.1 2.4<br />
7 ok 296 0.11 4.04e-02 4.13e-03 7.7 7.7 7.7 7.7 -13.1 -10.2 -11.0 -197.3 10.9 12.9<br />
7 ok 297 0.11 1.80e-02 3.16e-03 7.7 7.7 7.7 7.7 -8.3 -9.6 -11.0 -224.7 7.6 5.5<br />
7 ok 298 0.11 3.70e-02 3.82e-03 7.7 7.7 7.7 7.7 -11.3 -2.0 17.3 -194.7 -9.4 5.1<br />
7 ok 299 0.11 1.90e-02 7.22e-03 7.7 7.7 7.7 7.7 -15.3 2.3 8.6 -121.5 -29.0 3.2<br />
7 ok 300 0.11 1.82e-02 3.27e-03 7.7 7.7 7.7 7.7 -4.3 3.6 8.6 -86.0 -24.8 15.1<br />
7 ok 318 0.11 1.15e-02 2.07e-03 7.7 7.7 7.7 7.7 -5.3 -4.0 -9.7 -88.5 4.3 -27.3<br />
7 ok 319 0.11 1.28e-02 5.23e-03 7.7 7.7 7.7 7.7 -17.8 -17.6 -18.6 -123.2 1.5 -18.7<br />
7 ok 320 0.11 1.78e-02 5.34e-03 7.7 7.7 7.7 7.7 -13.4 -17.1 -18.6 -199.9 -7.7 -19.0<br />
7 ok 321 0.11 1.75e-02 5.15e-03 7.7 7.7 7.7 7.7 -11.1 -31.8 8.5 -227.2 -3.1 17.3<br />
7 ok 322 0.11 1.43e-02 5.14e-03 7.7 7.7 7.7 7.7 -13.1 -17.0 17.3 -194.6 -8.2 29.2<br />
7 ok 323 0.11 9.75e-03 5.03e-03 7.7 7.7 7.7 7.7 -17.7 -17.6 17.3 -117.9 1.0 30.0<br />
7 ok 324 0.11 1.23e-02 1.97e-03 7.7 7.7 7.7 7.7 -5.2 -3.8 8.6 -82.8 2.2 30.7<br />
M_S x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
-77.91 -31.85 -25.74 -277.50 -117.02 -35.19<br />
0.11 0.06 0.01 7.70 7.70 7.70 7.70 8.88 20.50 23.21 -20.71 29.57 30.68<br />
M_S Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
daN/cm daN/cm daN/cm daN daN daN<br />
8 ok 41 0.11 6.27e-02 2.22e-03 7.7 7.7 7.7 7.7 -14.6 -4.4 -3.1 -87.8 -26.5 -28.9<br />
8 ok 48 0.11 3.35e-02 6.04e-03 7.7 7.7 7.7 7.7 -38.9 -7.1 -3.4 -159.9 -32.1 -13.8<br />
8 ok 55 0.11 2.71e-02 9.64e-03 7.7 7.7 7.7 7.7 -63.9 -5.4 -3.4 -559.0 -50.9 -29.8<br />
8 ok 62 0.11 2.54e-02 1.02e-02 7.7 7.7 7.7 7.7 -61.9 -29.7 -18.0 -439.9 -116.5 35.3<br />
8 ok 69 0.11 2.53e-02 5.57e-03 7.7 7.7 7.7 7.7 -4.1 -22.8 -18.0 -83.4 -73.7 15.3<br />
8 ok 76 0.11 1.84e-02 9.14e-03 7.7 7.7 7.7 7.7 -47.3 -7.1 6.0 -119.8 -11.5 27.3<br />
8 ok 83 0.11 2.77e-02 1.67e-03 7.7 7.7 7.7 7.7 -7.7 -2.4 6.0 -88.2 -7.8 50.7<br />
8 ok 106 0.11 6.10e-02 3.67e-03 7.7 7.7 7.7 7.7 -14.1 -2.2 -3.4 -92.8 -49.8 -6.3<br />
8 ok 110 0.11 3.15e-02 6.04e-03 7.7 7.7 7.7 7.7 -41.7 -3.4 -3.4 -452.0 -15.3 18.0<br />
8 ok 112 0.11 2.65e-02 9.51e-03 7.7 7.7 7.7 7.7 -64.0 -6.1 -3.4 -556.3 -27.8 4.4<br />
2533-06-00103.DOC<br />
43
8 ok 114 0.11 6.55e-02 1.65e-02 7.7 7.7 7.7 7.7 -55.2 26.5 -18.0 -435.8 -82.6 -81.6<br />
8 ok 116 0.11 7.77e-02 2.78e-03 7.7 7.7 7.7 7.7 2.7 33.4 -18.0 -79.4 -39.9 -101.6<br />
8 ok 118 0.11 5.56e-02 1.41e-02 7.7 7.7 7.7 7.7 -47.8 -10.9 6.0 -124.6 -51.1 17.0<br />
8 ok 120 0.11 2.84e-02 2.78e-03 7.7 7.7 7.7 7.7 -8.2 -6.2 6.0 -93.0 -47.3 40.3<br />
8 ok 143 0.11 7.14e-03 4.87e-03 7.7 7.7 7.7 7.7 -33.7 -6.1 -2.1 172.4 -25.1 36.7<br />
8 ok 147 0.11 6.73e-03 5.66e-03 7.7 7.7 7.7 7.7 -38.4 -6.3 -3.2 -161.1 -64.2 4.2<br />
8 ok 149 0.11 8.99e-03 8.41e-03 7.7 7.7 7.7 7.7 -56.1 -1.0 -9.3 -210.4 0.8 17.1<br />
8 ok 151 0.11 1.72e-02 1.65e-02 7.7 7.7 7.7 7.7 -113.6 -7.9 -9.3 -349.6 -15.9 20.9<br />
8 ok 154 0.11 1.39e-02 1.40e-02 7.7 7.7 7.7 7.7 -93.0 -7.8 14.1 -86.9 -57.2 23.9<br />
8 ok 156 0.11 2.63e-02 2.79e-03 7.7 7.7 7.7 7.7 -2.0 3.1 14.1 -34.8 -51.0 30.3<br />
8 ok 179 0.11 1.69e-02 4.88e-03 7.7 7.7 7.7 7.7 -30.4 -6.6 -5.1 158.3 -43.8 35.9<br />
8 ok 183 0.11 9.38e-03 5.12e-03 7.7 7.7 7.7 7.7 -34.1 -6.7 -5.5 -34.3 -64.2 10.3<br />
8 ok 185 0.11 7.82e-03 8.41e-03 7.7 7.7 7.7 7.7 -56.7 -1.5 -3.4 -67.1 4.7 15.9<br />
8 ok 187 0.11 1.25e-02 1.38e-02 7.7 7.7 7.7 7.7 -95.8 -6.2 -3.4 -63.6 5.1 23.9<br />
8 ok 190 0.11 9.41e-03 1.07e-02 7.7 7.7 7.7 7.7 -56.3 -3.3 5.1 12.1 -9.1 24.3<br />
8 ok 192 0.11 1.35e-02 3.32e-03 7.7 7.7 7.7 7.7 -12.6 1.9 5.8 -27.4 -13.8 -1.3<br />
8 ok 215 0.11 3.40e-02 4.88e-03 7.7 7.7 7.7 7.7 -26.0 -5.2 -3.75e-02 179.1 -26.1 12.7<br />
8 ok 219 0.11 1.20e-02 4.94e-03 7.7 7.7 7.7 7.7 -29.8 -4.9 -5.7 -51.7 -65.8 -11.1<br />
8 ok 221 0.11 9.86e-03 7.03e-03 7.7 7.7 7.7 7.7 -46.5 3.9 4.2 -63.0 -13.8 0.4<br />
8 ok 223 0.11 5.28e-02 1.33e-02 7.7 7.7 7.7 7.7 -39.2 27.5 12.0 -52.4 -30.2 4.9<br />
8 ok 225 0.11 7.40e-02 1.14e-03 7.7 7.7 7.7 7.7 6.3 40.4 -7.0 -31.9 40.0 -6.6<br />
8 ok 227 0.11 6.91e-02 8.03e-03 7.7 7.7 7.7 7.7 -55.4 4.6 5.1 17.7 37.7 27.2<br />
8 ok 229 0.11 3.26e-02 3.07e-03 7.7 7.7 7.7 7.7 -18.7 11.5 2.0 -6.1 47.7 45.5<br />
8 ok 270 0.11 3.77e-02 3.77e-03 7.7 7.7 7.7 7.7 8.6 3.9 -7.2 -220.7 -44.2 -51.3<br />
8 ok 277 0.11 1.75e-02 4.42e-03 7.7 7.7 7.7 7.7 -26.0 -2.2 -3.8 -156.0 -62.0 -29.3<br />
8 ok 279 0.11 2.64e-02 6.75e-03 7.7 7.7 7.7 7.7 -37.0 11.7 8.3 -196.5 -39.1 -4.7<br />
8 ok 281 0.11 2.83e-02 6.43e-03 7.7 7.7 7.7 7.7 -30.7 12.4 8.3 -197.3 -39.2 -6.6<br />
8 ok 283 0.11 3.72e-02 2.07e-03 7.7 7.7 7.7 7.7 -10.3 10.6 9.1 -156.6 -28.0 -13.1<br />
8 ok 285 0.11 2.28e-02 3.31e-03 7.7 7.7 7.7 7.7 -12.3 9.4 -7.1 -90.6 40.9 -4.6<br />
8 ok 287 0.11 2.32e-02 3.05e-03 7.7 7.7 7.7 7.7 -19.2 7.3 2.0 -5.4 53.5 48.3<br />
8 ok 294 0.11 3.73e-02 2.23e-03 7.7 7.7 7.7 7.7 2.4 4.4 -3.2 -133.6 -27.1 -50.6<br />
8 ok 301 0.11 1.83e-02 3.79e-03 7.7 7.7 7.7 7.7 -20.9 0.8 -1.6 -289.3 -58.8 -26.6<br />
8 ok 303 0.11 2.24e-02 5.68e-03 7.7 7.7 7.7 7.7 -29.9 4.8 2.0 -402.1 -65.2 -6.2<br />
8 ok 305 0.11 2.26e-02 5.01e-03 7.7 7.7 7.7 7.7 -27.0 5.3 6.3 -429.5 -64.4 -0.5<br />
8 ok 307 0.11 2.31e-02 2.79e-03 7.7 7.7 7.7 7.7 -17.8 -1.4 5.2 -352.6 -31.2 2.2<br />
8 ok 309 0.11 1.13e-02 2.41e-03 7.7 7.7 7.7 7.7 -11.5 1.1 -5.3 -209.4 8.1 2.7<br />
8 ok 311 0.11 1.37e-02 2.24e-03 7.7 7.7 7.7 7.7 -0.5 2.5 -5.3 -85.3 23.0 -1.4<br />
8 ok 318 0.11 1.99e-02 8.42e-04 7.7 7.7 7.7 7.7 -3.2 3.2 -1.6 -167.8 -29.1 17.7<br />
8 ok 325 0.11 1.96e-02 3.08e-03 7.7 7.7 7.7 7.7 -20.5 4.2 2.0 -290.0 -64.6 16.9<br />
8 ok 332 0.11 2.11e-02 4.66e-03 7.7 7.7 7.7 7.7 -30.1 3.1 2.0 -403.7 -78.3 25.9<br />
8 ok 339 0.11 2.12e-02 4.41e-03 7.7 7.7 7.7 7.7 -28.0 -3.1 6.3 -430.9 -76.3 7.3<br />
8 ok 353 0.11 1.69e-02 3.19e-03 7.7 7.7 7.7 7.7 -19.2 -14.4 -2.9 -345.9 -25.1 -49.3<br />
8 ok 367 0.11 7.11e-03 2.36e-03 7.7 7.7 7.7 7.7 -13.3 -13.7 -2.9 -204.3 -8.1 -44.4<br />
8 ok 376 0.11 7.23e-03 1.43e-03 7.7 7.7 7.7 7.7 -1.5 -6.2 -5.3 -84.6 29.0 -36.5<br />
M_S x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
-113.57 -29.72 -18.00 -559.03 -116.51 -101.56<br />
0.11 0.08 0.02 7.70 7.70 7.70 7.70 8.63 40.39 14.07 179.12 53.49 50.69<br />
M_S Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
daN/cm daN/cm daN/cm daN daN daN<br />
9 ok 47 0.11 6.57e-02 2.27e-03 7.7 7.7 7.7 7.7 -12.3 -5.0 -6.1 123.0 12.9 27.0<br />
9 ok 54 0.11 3.77e-02 5.92e-03 7.7 7.7 7.7 7.7 -36.7 -7.9 -6.1 201.7 22.4 14.4<br />
9 ok 61 0.11 3.47e-02 7.72e-03 7.7 7.7 7.7 7.7 -52.8 -9.6 -6.1 609.4 75.4 24.4<br />
9 ok 68 0.11 3.27e-02 8.08e-03 7.7 7.7 7.7 7.7 -55.7 -15.7 8.88e-02 637.6 67.4 -43.2<br />
9 ok 75 0.11 2.67e-02 7.33e-03 7.7 7.7 7.7 7.7 -50.5 -15.1 8.88e-02 557.5 57.8 -33.8<br />
9 ok 82 0.11 2.04e-02 4.90e-03 7.7 7.7 7.7 7.7 -32.2 -9.7 4.0 216.2 14.4 -35.5<br />
9 ok 89 0.11 3.17e-02 1.50e-03 7.7 7.7 7.7 7.7 -4.9 -6.5 4.0 121.3 3.0 -40.1<br />
9 ok 109 0.11 6.56e-02 3.89e-03 7.7 7.7 7.7 7.7 -11.6 1.2 -6.1 125.5 34.3 1.2<br />
9 ok 111 0.11 3.76e-02 5.76e-03 7.7 7.7 7.7 7.7 -38.9 0.5 -6.1 496.3 48.6 -20.1<br />
9 ok 113 0.11 3.42e-02 7.55e-03 7.7 7.7 7.7 7.7 -51.9 -1.8 -3.2 608.3 66.2 -19.7<br />
9 ok 115 0.11 3.29e-02 7.87e-03 7.7 7.7 7.7 7.7 -54.5 -2.1 -3.2 631.1 68.9 -14.2<br />
9 ok 117 0.11 2.95e-02 7.12e-03 7.7 7.7 7.7 7.7 -49.0 -2.7 8.88e-02 555.6 41.9 -7.6<br />
9 ok 119 0.11 2.51e-02 4.70e-03 7.7 7.7 7.7 7.7 -31.3 -2.6 4.0 217.2 22.3 -4.3<br />
9 ok 126 0.11 3.49e-02 1.85e-03 7.7 7.7 7.7 7.7 -4.1 0.7 4.0 122.2 10.9 -9.0<br />
9 ok 146 0.11 1.12e-02 5.03e-03 7.7 7.7 7.7 7.7 -34.9 -2.3 -1.7 -185.6 13.4 -43.4<br />
9 ok 148 0.11 1.11e-02 5.26e-03 7.7 7.7 7.7 7.7 -24.5 -1.1 -1.7 -196.9 12.1 -51.1<br />
9 ok 150 0.11 1.38e-02 6.90e-03 7.7 7.7 7.7 7.7 -46.7 1.2 -7.8 225.2 23.5 -20.6<br />
9 ok 152 0.11 1.60e-02 7.17e-03 7.7 7.7 7.7 7.7 -49.5 3.2 -3.9 221.4 21.1 -18.9<br />
9 ok 153 0.11 1.79e-02 6.41e-03 7.7 7.7 7.7 7.7 -44.2 3.0 4.3 177.0 -24.6 -5.9<br />
2533-06-00103.DOC<br />
44
9 ok 155 0.11 1.95e-02 4.26e-03 7.7 7.7 7.7 7.7 -28.6 3.1 4.5 94.2 -41.7 10.3<br />
9 ok 162 0.11 1.72e-02 2.14e-03 7.7 7.7 7.7 7.7 -8.2 3.22e-03 7.3 37.6 13.6 -22.3<br />
9 ok 182 0.11 1.51e-02 5.17e-03 7.7 7.7 7.7 7.7 -35.5 -3.5 3.6 -255.9 5.1 -20.5<br />
9 ok 184 0.11 1.24e-02 4.77e-03 7.7 7.7 7.7 7.7 -19.9 -1.7 3.6 -277.7 2.5 -23.3<br />
9 ok 186 0.11 1.56e-02 6.04e-03 7.7 7.7 7.7 7.7 -40.6 5.1 -3.2 25.8 -7.1 -10.1<br />
9 ok 188 0.11 1.82e-02 6.33e-03 7.7 7.7 7.7 7.7 -38.4 6.2 0.6 -47.5 -29.7 -0.6<br />
9 ok 189 0.11 1.84e-02 5.62e-03 7.7 7.7 7.7 7.7 -33.8 4.5 2.2 -51.8 -59.0 -1.1<br />
9 ok 191 0.11 1.86e-02 3.74e-03 7.7 7.7 7.7 7.7 -18.8 2.9 6.2 -30.9 -42.4 -45.1<br />
9 ok 198 0.11 1.79e-02 2.13e-03 7.7 7.7 7.7 7.7 -9.7 4.0 6.2 -13.6 -40.3 -45.9<br />
9 ok 218 0.11 2.46e-02 5.19e-03 7.7 7.7 7.7 7.7 -35.7 -4.8 3.6 -255.3 9.9 -13.4<br />
9 ok 220 0.11 1.32e-02 4.31e-03 7.7 7.7 7.7 7.7 -20.1 -2.9 3.6 -277.1 7.2 -16.2<br />
9 ok 222 0.11 1.54e-02 5.24e-03 7.7 7.7 7.7 7.7 -32.0 1.9 -1.0 38.4 -2.8 15.5<br />
9 ok 224 0.11 1.70e-02 5.56e-03 7.7 7.7 7.7 7.7 -38.5 5.3 0.6 -47.2 -26.8 -0.4<br />
9 ok 226 0.11 1.72e-02 4.90e-03 7.7 7.7 7.7 7.7 -33.9 3.6 2.2 -51.1 -53.4 -8.2<br />
9 ok 228 0.11 1.79e-02 3.28e-03 7.7 7.7 7.7 7.7 -18.9 2.3 6.2 -30.7 -41.1 -50.8<br />
9 ok 235 0.11 1.73e-02 1.98e-03 7.7 7.7 7.7 7.7 -7.3 3.7 4.7 9.7 -36.2 -59.2<br />
9 ok 276 0.11 2.98e-02 4.09e-03 7.7 7.7 7.7 7.7 -28.3 -4.0 1.8 -207.9 5.5 1.2<br />
9 ok 278 0.11 1.56e-02 3.83e-03 7.7 7.7 7.7 7.7 -18.2 -3.3 1.5 -234.3 6.9 5.1<br />
9 ok 280 0.11 1.46e-02 4.62e-03 7.7 7.7 7.7 7.7 -29.1 1.8 0.5 187.7 20.7 20.7<br />
9 ok 282 0.11 1.36e-02 4.96e-03 7.7 7.7 7.7 7.7 -31.3 3.6 0.5 203.0 24.5 12.9<br />
9 ok 284 0.11 1.41e-02 4.36e-03 7.7 7.7 7.7 7.7 -27.2 4.4 0.1 172.7 9.1 5.9<br />
9 ok 286 0.11 1.51e-02 2.90e-03 7.7 7.7 7.7 7.7 -17.7 1.2 -0.3 106.3 -21.4 -13.8<br />
9 ok 293 0.11 1.52e-02 1.46e-03 7.7 7.7 7.7 7.7 -2.8 3.0 -0.3 65.7 -26.3 -24.5<br />
9 ok 300 0.11 2.92e-02 2.41e-03 7.7 7.7 7.7 7.7 -10.9 -2.19e-02 -1.6 125.8 41.7 22.1<br />
9 ok 302 0.11 1.31e-02 3.27e-03 7.7 7.7 7.7 7.7 -19.4 -1.2 -0.3 269.6 57.1 26.6<br />
9 ok 304 0.11 1.38e-02 4.21e-03 7.7 7.7 7.7 7.7 -26.6 -0.7 1.3 402.7 49.7 15.6<br />
9 ok 306 0.11 1.39e-02 4.56e-03 7.7 7.7 7.7 7.7 -28.4 -1.1 0.7 455.3 41.5 3.5<br />
9 ok 308 0.11 1.21e-02 4.00e-03 7.7 7.7 7.7 7.7 -24.6 -1.3 7.09e-02 399.4 22.4 -4.2<br />
9 ok 310 0.11 1.07e-02 2.60e-03 7.7 7.7 7.7 7.7 -15.3 -1.0 -0.2 251.2 25.0 -21.0<br />
9 ok 317 0.11 1.42e-02 1.03e-03 7.7 7.7 7.7 7.7 1.6 1.0 -0.2 110.9 8.2 -14.8<br />
9 ok 324 0.11 1.65e-02 8.70e-04 7.7 7.7 7.7 7.7 -4.7 0.2 -0.3 152.6 26.7 -17.2<br />
9 ok 331 0.11 1.20e-02 2.82e-03 7.7 7.7 7.7 7.7 -19.4 -1.4 1.3 268.6 48.3 -12.6<br />
9 ok 338 0.11 1.46e-02 3.94e-03 7.7 7.7 7.7 7.7 -26.7 -2.3 1.3 404.5 64.6 -22.8<br />
9 ok 347 0.11 1.48e-02 4.25e-03 7.7 7.7 7.7 7.7 -29.1 -6.7 0.7 456.9 55.1 -11.9<br />
9 ok 361 0.11 1.24e-02 3.70e-03 7.7 7.7 7.7 7.7 -25.4 -7.9 -0.5 400.7 33.4 38.4<br />
9 ok 375 0.11 6.95e-03 2.29e-03 7.7 7.7 7.7 7.7 -15.8 -6.8 -0.5 242.5 14.4 28.8<br />
9 ok 382 0.11 1.33e-02 6.29e-04 7.7 7.7 7.7 7.7 1.1 -3.2 -0.2 109.8 -1.0 24.9<br />
M_S x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
-55.68 -15.75 -7.82 -277.72 -59.00 -59.16<br />
0.11 0.07 8.08e-03 7.70 7.70 7.70 7.70 1.62 6.20 7.29 637.63 75.41 38.43<br />
M_S Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
daN/cm daN/cm daN/cm daN daN daN<br />
10 ok 83 0.11 2.40e-02 1.62e-03 7.7 7.7 7.7 7.7 -5.1 -6.2 4.7 303.3 12.3 -18.2<br />
10 ok 84 0.11 9.50e-03 4.13e-03 7.7 7.7 7.7 7.7 -24.4 -11.4 5.6 326.9 44.9 -42.3<br />
10 ok 85 0.11 1.14e-02 6.65e-03 7.7 7.7 7.7 7.7 -43.3 -13.7 5.6 452.3 59.9 -43.7<br />
10 ok 86 0.11 1.23e-02 7.19e-03 7.7 7.7 7.7 7.7 -48.5 -17.7 -6.0 497.1 89.1 51.0<br />
10 ok 87 0.11 1.07e-02 6.15e-03 7.7 7.7 7.7 7.7 -40.7 -13.1 -6.3 422.0 61.1 74.2<br />
10 ok 88 0.11 1.59e-02 3.49e-03 7.7 7.7 7.7 7.7 -19.4 -10.6 -8.0 256.3 44.4 83.0<br />
10 ok 89 0.11 2.39e-02 1.10e-03 7.7 7.7 7.7 7.7 0.8 -4.8 -4.6 205.5 9.8 55.9<br />
10 ok 120 0.11 2.68e-02 1.50e-03 7.7 7.7 7.7 7.7 -2.5 -3.4 3.3 226.4 33.6 -9.1<br />
10 ok 121 0.11 1.58e-02 3.98e-03 7.7 7.7 7.7 7.7 -26.2 -2.8 -5.8 317.1 49.7 35.3<br />
10 ok 122 0.11 1.13e-02 6.42e-03 7.7 7.7 7.7 7.7 -42.2 -4.7 5.6 452.0 57.3 2.0<br />
10 ok 123 0.11 1.22e-02 6.93e-03 7.7 7.7 7.7 7.7 -47.0 -5.1 -6.0 495.8 78.6 20.1<br />
10 ok 124 0.11 1.58e-02 5.96e-03 7.7 7.7 7.7 7.7 -38.2 -5.5 -8.0 411.6 71.8 22.1<br />
10 ok 125 0.11 1.97e-02 3.29e-03 7.7 7.7 7.7 7.7 -19.9 -4.8 -4.6 262.8 64.6 11.2<br />
10 ok 126 0.11 2.62e-02 1.99e-03 7.7 7.7 7.7 7.7 1.1 -2.3 -4.6 211.3 58.4 29.7<br />
10 ok 156 0.11 2.51e-02 2.75e-03 7.7 7.7 7.7 7.7 2.6 -3.2 8.3 119.7 56.9 -55.2<br />
10 ok 157 0.11 1.45e-02 3.50e-03 7.7 7.7 7.7 7.7 -21.5 -4.9 -4.5 208.7 70.3 13.7<br />
10 ok 158 0.11 1.27e-02 5.54e-03 7.7 7.7 7.7 7.7 -36.5 -1.9 6.2 224.9 33.4 -1.9<br />
10 ok 159 0.11 1.32e-02 6.04e-03 7.7 7.7 7.7 7.7 -41.3 1.8 3.1 261.8 68.9 5.6<br />
10 ok 160 0.11 1.56e-02 5.23e-03 7.7 7.7 7.7 7.7 -33.5 -4.0 -8.7 189.2 52.7 21.9<br />
10 ok 161 0.11 1.57e-02 3.28e-03 7.7 7.7 7.7 7.7 -19.4 -6.7 -5.6 134.6 51.7 20.5<br />
10 ok 162 0.11 1.35e-02 2.73e-03 7.7 7.7 7.7 7.7 -8.7 -10.8 -9.2 47.0 115.7 40.1<br />
10 ok 192 0.11 1.14e-02 3.36e-03 7.7 7.7 7.7 7.7 -10.2 -10.2 7.2 82.1 126.7 -49.3<br />
10 ok 193 0.11 1.16e-02 3.19e-03 7.7 7.7 7.7 7.7 -11.6 -7.1 10.2 66.7 62.8 -41.0<br />
10 ok 194 0.11 1.17e-02 4.70e-03 7.7 7.7 7.7 7.7 -31.9 3.6 1.2 138.6 55.5 -5.3<br />
10 ok 195 0.11 1.10e-02 5.08e-03 7.7 7.7 7.7 7.7 -34.7 2.3 2.5 121.3 56.7 -6.3<br />
10 ok 196 0.11 1.33e-02 4.39e-03 7.7 7.7 7.7 7.7 -16.0 -10.9 -12.2 57.3 85.5 20.7<br />
2533-06-00103.DOC<br />
45
10 ok 197 0.11 1.29e-02 3.15e-03 7.7 7.7 7.7 7.7 -9.7 -13.9 -9.2 48.9 161.5 24.4<br />
10 ok 198 0.11 5.88e-03 3.01e-03 7.7 7.7 7.7 7.7 -9.1 -13.8 -9.2 52.5 161.9 42.0<br />
10 ok 229 0.11 4.10e-03 3.33e-03 7.7 7.7 7.7 7.7 -18.8 -11.4 -1.4 26.7 142.1 4.9<br />
10 ok 230 0.11 6.01e-03 3.14e-03 7.7 7.7 7.7 7.7 -11.9 -10.0 -1.5 25.9 128.0 -4.3<br />
10 ok 231 0.11 1.03e-02 3.97e-03 7.7 7.7 7.7 7.7 -27.2 2.6 0.2 74.1 53.2 -14.8<br />
10 ok 232 0.11 9.82e-03 4.31e-03 7.7 7.7 7.7 7.7 -26.6 2.7 -1.0 79.1 53.8 -14.0<br />
10 ok 233 0.11 1.01e-02 3.69e-03 7.7 7.7 7.7 7.7 -12.8 -10.7 -8.5 40.0 90.3 15.0<br />
10 ok 234 0.11 8.72e-03 2.64e-03 7.7 7.7 7.7 7.7 -9.3 -13.7 -6.5 41.0 169.1 18.4<br />
10 ok 235 0.11 4.22e-03 2.76e-03 7.7 7.7 7.7 7.7 -11.2 -13.9 -6.5 48.0 170.0 21.7<br />
10 ok 287 0.11 4.89e-03 3.26e-03 7.7 7.7 7.7 7.7 -12.0 -8.4 -1.2 12.8 99.5 23.3<br />
10 ok 288 0.11 5.69e-03 2.83e-03 7.7 7.7 7.7 7.7 -11.7 -8.3 -1.5 22.6 100.7 -3.9<br />
10 ok 289 0.11 8.45e-03 3.55e-03 7.7 7.7 7.7 7.7 -22.3 0.8 -2.5 139.5 62.1 2.7<br />
10 ok 290 0.11 8.33e-03 3.86e-03 7.7 7.7 7.7 7.7 -24.8 0.5 -2.5 169.9 65.7 -6.3<br />
10 ok 291 0.11 8.15e-03 3.30e-03 7.7 7.7 7.7 7.7 -20.8 0.6 1.3 147.4 49.2 -23.1<br />
10 ok 292 0.11 6.91e-03 2.15e-03 7.7 7.7 7.7 7.7 -7.9 -10.5 -3.9 44.7 139.9 12.3<br />
10 ok 293 0.11 8.49e-03 2.03e-03 7.7 7.7 7.7 7.7 -6.3 -10.5 -2.4 43.0 142.5 -13.6<br />
10 ok 311 0.11 8.65e-03 1.84e-03 7.7 7.7 7.7 7.7 -0.7 0.9 -0.8 93.0 1.2 11.1<br />
10 ok 312 0.11 6.69e-03 2.48e-03 7.7 7.7 7.7 7.7 -12.2 -0.7 -3.2 150.5 37.7 17.5<br />
10 ok 313 0.11 6.83e-03 3.36e-03 7.7 7.7 7.7 7.7 -20.8 -1.7 -2.3 271.6 63.6 1.3<br />
10 ok 314 0.11 8.09e-03 3.69e-03 7.7 7.7 7.7 7.7 -23.8 -2.0 1.1 320.3 62.0 -18.6<br />
10 ok 315 0.11 7.16e-03 3.13e-03 7.7 7.7 7.7 7.7 -19.6 -1.5 1.1 278.0 56.9 -11.6<br />
10 ok 316 0.11 8.22e-03 1.84e-03 7.7 7.7 7.7 7.7 -8.5 -0.6 2.5 143.1 25.9 -27.2<br />
10 ok 317 0.11 1.25e-02 1.16e-03 7.7 7.7 7.7 7.7 2.2 0.7 1.6 88.5 10.0 -17.0<br />
10 ok 376 0.11 9.94e-03 6.31e-04 7.7 7.7 7.7 7.7 -3.9 1.9 1.7 18.2 55.7 16.5<br />
10 ok 377 0.11 9.59e-03 1.97e-03 7.7 7.7 7.7 7.7 -12.6 -4.5 -3.2 149.8 32.1 55.1<br />
10 ok 378 0.11 7.51e-03 3.17e-03 7.7 7.7 7.7 7.7 -21.3 -5.5 -3.2 269.5 46.4 51.7<br />
10 ok 379 0.11 8.12e-03 3.60e-03 7.7 7.7 7.7 7.7 -24.7 -9.3 1.1 321.7 73.3 -31.9<br />
10 ok 380 0.11 7.70e-03 2.99e-03 7.7 7.7 7.7 7.7 -20.3 -7.1 2.5 275.4 35.4 -65.0<br />
10 ok 381 0.11 9.92e-03 1.50e-03 7.7 7.7 7.7 7.7 -9.1 -5.8 2.5 142.3 19.4 -69.0<br />
10 ok 382 0.11 1.16e-02 5.45e-04 7.7 7.7 7.7 7.7 1.9 -2.3 1.6 84.9 -19.9 -40.5<br />
M_S x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
-48.53 -17.68 -12.24 12.84 -19.89 -69.00<br />
0.11 0.03 7.19e-03 7.70 7.70 7.70 7.70 2.56 3.61 10.19 497.07 169.98 83.04<br />
M_G Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N x N y N xy M x M y M xy<br />
daN/cm daN/cm daN/cm daN daN daN<br />
1 ok 1 0.15 2.79e-02 6.77e-03 7.7 7.7 7.7 7.7 -33.7 -0.6 0.2 -487.4 -16.4 -29.0<br />
1 ok 2 0.15 2.77e-02 6.81e-03 7.7 7.7 7.7 7.7 -33.9 -2.2 0.2 -490.0 -37.7 17.6<br />
1 ok 3 0.15 1.04e-02 6.37e-03 7.7 7.7 7.7 7.7 -23.8 -0.6 0.5 233.1 18.6 15.8<br />
1 ok 4 0.15 2.75e-02 6.83e-03 7.7 7.7 7.7 7.7 -34.0 -2.1 0.3 -488.8 -37.8 -14.8<br />
1 ok 5 0.15 2.76e-02 6.79e-03 7.7 7.7 7.7 7.7 -33.8 -0.4 0.3 -486.4 -17.6 32.0<br />
1 ok 6 0.15 2.63e-02 4.52e-03 7.7 7.7 7.7 7.7 -22.7 -2.3 5.3 -375.9 -55.3 -26.4<br />
1 ok 7 0.15 2.36e-02 4.82e-03 7.7 7.7 7.7 7.7 -22.7 -2.3 5.3 -374.8 -46.4 34.1<br />
1 ok 8 0.15 1.09e-02 4.82e-03 7.7 7.7 7.7 7.7 -16.0 0.4 0.5 207.0 15.4 9.7<br />
1 ok 9 0.15 2.35e-02 4.79e-03 7.7 7.7 7.7 7.7 -22.6 -2.3 -4.5 -371.4 -47.6 -33.4<br />
1 ok 10 0.15 2.61e-02 4.37e-03 7.7 7.7 7.7 7.7 -22.4 -1.3 -4.2 -374.4 -56.9 29.2<br />
1 ok 11 0.15 1.09e-02 4.69e-03 7.7 7.7 7.7 7.7 -23.7 -2.4 5.3 -222.9 -36.9 -22.1<br />
1 ok 12 0.15 1.00e-02 4.69e-03 7.7 7.7 7.7 7.7 -23.7 -2.4 5.3 -221.8 -28.1 38.4<br />
1 ok 13 0.15 7.87e-03 4.04e-03 7.7 7.7 7.7 7.7 -13.0 0.6 1.6 112.1 -16.7 7.3<br />
1 ok 14 0.15 9.97e-03 4.59e-03 7.7 7.7 7.7 7.7 -23.7 -2.0 -4.2 -221.9 -29.0 -35.5<br />
1 ok 15 0.15 1.21e-02 4.57e-03 7.7 7.7 7.7 7.7 -23.6 -1.4 -4.2 -223.1 -38.8 24.4<br />
M_G x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N x N y N xy M x M y M xy<br />
-34.00 -2.44 -4.50 -489.97 -56.92 -35.46<br />
0.15 0.03 6.83e-03 7.70 7.70 7.70 7.70 -13.04 0.56 5.27 233.14 18.55 38.42<br />
M_G Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N x N y N xy M x M y M xy<br />
daN/cm daN/cm daN/cm daN daN daN<br />
2 ok 11 0.09 2.55e-02 4.74e-03 7.7 7.7 7.7 7.7 -39.8 -6.3 4.0 -1023.0 -96.7 -29.7<br />
2 ok 12 0.09 2.56e-02 4.69e-03 7.7 7.7 7.7 7.7 -39.5 -3.8 4.5 -1021.3 -115.5 65.2<br />
2 ok 13 0.09 1.14e-02 4.22e-03 7.7 7.7 7.7 7.7 -21.7 1.6 1.7 517.8 -86.1 30.6<br />
2 ok 14 0.09 2.54e-02 4.64e-03 7.7 7.7 7.7 7.7 -39.4 -3.0 -3.1 -1020.9 -116.4 -57.8<br />
2 ok 15 0.09 2.52e-02 4.68e-03 7.7 7.7 7.7 7.7 -39.7 -5.2 -3.1 -1018.8 -98.3 30.5<br />
2 ok 16 0.09 2.88e-02 3.84e-03 7.7 7.7 7.7 7.7 -32.1 -6.2 3.1 -798.9 -112.8 -51.0<br />
2 ok 17 0.09 1.96e-02 3.79e-03 7.7 7.7 7.7 7.7 -31.8 -4.3 3.1 -801.4 -133.5 12.1<br />
2 ok 18 0.09 1.36e-02 3.38e-03 7.7 7.7 7.7 7.7 -17.2 3.3 4.79e-02 426.1 -96.7 13.3<br />
2 ok 19 0.09 2.08e-02 3.75e-03 7.7 7.7 7.7 7.7 -31.9 -3.9 -2.1 -803.3 -135.8 -6.8<br />
2 ok 20 0.09 3.21e-02 3.78e-03 7.7 7.7 7.7 7.7 -31.9 -3.9 -1.6 -803.2 -114.8 54.5<br />
2 ok 21 0.09 2.89e-02 3.15e-03 7.7 7.7 7.7 7.7 -26.2 -5.5 3.1 -639.4 -93.7 -61.1<br />
2533-06-00103.DOC<br />
46
2 ok 22 0.09 2.19e-02 3.13e-03 7.7 7.7 7.7 7.7 -26.0 -4.2 3.2 -643.3 -126.1 -11.1<br />
2 ok 23 0.09 1.59e-02 2.77e-03 7.7 7.7 7.7 7.7 -13.7 3.7 4.79e-02 441.3 -94.8 19.2<br />
2 ok 24 0.09 2.34e-02 3.10e-03 7.7 7.7 7.7 7.7 -26.2 -2.8 -1.8 -658.2 -128.2 17.8<br />
2 ok 25 0.09 3.23e-02 3.11e-03 7.7 7.7 7.7 7.7 -26.3 -3.3 -1.6 -654.4 -96.9 64.2<br />
2 ok 26 0.09 2.95e-02 3.06e-03 7.7 7.7 7.7 7.7 -25.5 -5.9 2.4 -573.0 -114.4 -52.2<br />
2 ok 27 0.09 2.45e-02 3.04e-03 7.7 7.7 7.7 7.7 -25.2 -3.5 2.4 -575.8 -137.6 -37.8<br />
2 ok 28 0.09 2.03e-02 2.61e-03 7.7 7.7 7.7 7.7 -12.6 5.4 3.04e-02 498.3 -120.1 20.0<br />
2 ok 29 0.09 2.61e-02 3.03e-03 7.7 7.7 7.7 7.7 -25.5 -2.0 -1.3 -600.9 -140.8 43.9<br />
2 ok 30 0.09 3.35e-02 3.03e-03 7.7 7.7 7.7 7.7 -25.6 -2.7 -1.3 -598.1 -117.1 54.3<br />
2 ok 31 0.09 3.29e-02 3.15e-03 7.7 7.7 7.7 7.7 -26.2 -4.9 1.7 -543.5 -167.0 -78.1<br />
2 ok 32 0.09 2.92e-02 3.11e-03 7.7 7.7 7.7 7.7 -12.7 6.7 -8.75e-02 611.1 -138.1 -90.9<br />
2 ok 33 0.09 2.77e-02 2.73e-03 7.7 7.7 7.7 7.7 -13.0 5.3 -2.03e-02 599.8 -158.4 28.6<br />
2 ok 34 0.09 2.90e-02 3.12e-03 7.7 7.7 7.7 7.7 -26.3 -0.9 -1.2 -580.2 -185.0 80.0<br />
2 ok 35 0.09 3.68e-02 3.13e-03 7.7 7.7 7.7 7.7 -26.4 -1.5 -1.2 -578.4 -170.0 79.3<br />
2 ok 36 0.09 3.60e-02 3.41e-03 7.7 7.7 7.7 7.7 -28.4 -1.8 1.3 -540.1 -220.7 -146.4<br />
2 ok 37 0.09 4.07e-02 3.38e-03 7.7 7.7 7.7 7.7 -14.3 5.1 -0.4 790.5 -130.8 -104.1<br />
2 ok 38 0.09 3.92e-02 3.06e-03 7.7 7.7 7.7 7.7 -14.3 5.1 -2.03e-02 778.0 -137.0 39.2<br />
2 ok 39 0.09 4.02e-02 3.44e-03 7.7 7.7 7.7 7.7 -14.3 5.2 -0.7 780.3 -118.2 115.4<br />
2 ok 40 0.09 3.65e-02 3.45e-03 7.7 7.7 7.7 7.7 -28.8 2.0 -1.2 -585.9 -207.7 144.4<br />
2 ok 41 0.09 2.44e-02 2.51e-03 7.7 7.7 7.7 7.7 -20.7 1.3 -3.0 -657.4 -119.8 -121.3<br />
2 ok 42 0.09 3.20e-02 4.59e-03 7.7 7.7 7.7 7.7 -20.9 -9.36e-02 -3.0 -654.7 -97.1 -150.0<br />
2 ok 43 0.09 5.14e-02 4.57e-03 7.7 7.7 7.7 7.7 -17.1 4.8 -0.4 986.4 -107.3 -86.9<br />
2 ok 44 0.09 5.15e-02 3.45e-03 7.7 7.7 7.7 7.7 -17.3 2.6 -1.1 991.8 125.3 39.3<br />
2 ok 45 0.09 5.02e-02 4.52e-03 7.7 7.7 7.7 7.7 -17.0 4.9 -0.7 965.2 -96.0 105.1<br />
2 ok 46 0.09 3.30e-02 4.52e-03 7.7 7.7 7.7 7.7 -19.6 1.9 4.0 -728.8 -73.1 157.1<br />
2 ok 47 0.09 2.96e-02 2.42e-03 7.7 7.7 7.7 7.7 -19.6 1.9 4.0 -732.1 -100.1 126.8<br />
2 ok 48 0.09 2.01e-02 3.58e-03 7.7 7.7 7.7 7.7 -30.3 0.2 -3.0 -758.9 -132.0 -105.8<br />
2 ok 49 0.09 3.50e-02 3.60e-03 7.7 7.7 7.7 7.7 -12.9 -6.0 -9.26e-02 710.4 253.3 -44.0<br />
2 ok 50 0.09 5.57e-02 3.37e-03 7.7 7.7 7.7 7.7 -18.7 -1.1 -1.4 1091.9 392.8 1.1<br />
2 ok 51 0.09 5.61e-02 3.44e-03 7.7 7.7 7.7 7.7 -18.5 0.3 -1.4 1095.1 418.8 23.6<br />
2 ok 52 0.09 5.29e-02 3.44e-03 7.7 7.7 7.7 7.7 -19.2 -1.2 -1.0 1056.7 417.0 65.1<br />
2 ok 53 0.09 2.79e-02 3.80e-03 7.7 7.7 7.7 7.7 -31.9 0.4 4.0 -836.1 -86.0 138.7<br />
2 ok 54 0.09 2.27e-02 3.80e-03 7.7 7.7 7.7 7.7 -31.9 0.5 4.0 -839.3 -112.9 108.4<br />
2 ok 55 0.09 2.48e-02 3.44e-03 7.7 7.7 7.7 7.7 -28.8 7.3 -4.5 -711.8 78.3 -34.2<br />
2 ok 56 0.09 3.67e-02 3.54e-03 7.7 7.7 7.7 7.7 -17.0 -6.2 -2.6 739.2 456.4 39.2<br />
2 ok 57 0.09 6.25e-02 3.27e-03 7.7 7.7 7.7 7.7 -19.0 -3.6 -0.9 1177.4 638.1 52.8<br />
2 ok 58 0.09 6.27e-02 3.42e-03 7.7 7.7 7.7 7.7 -18.8 -2.0 -0.9 1180.6 664.7 34.2<br />
2 ok 59 0.09 5.68e-02 3.57e-03 7.7 7.7 7.7 7.7 -19.9 -3.1 -0.6 1129.4 603.0 34.2<br />
2 ok 60 0.09 2.81e-02 3.89e-03 7.7 7.7 7.7 7.7 -20.0 -4.0 0.4 599.6 361.6 112.6<br />
2 ok 61 0.09 2.12e-02 3.87e-03 7.7 7.7 7.7 7.7 -32.6 7.1 1.34e-02 -842.5 37.6 56.1<br />
2 ok 62 0.09 2.71e-02 4.94e-03 7.7 7.7 7.7 7.7 -21.0 -24.2 -3.6 -213.1 530.1 96.6<br />
2 ok 63 0.09 4.32e-02 3.07e-03 7.7 7.7 7.7 7.7 -17.8 -11.2 -2.1 755.2 665.5 182.2<br />
2 ok 64 0.09 6.31e-02 3.19e-03 7.7 7.7 7.7 7.7 -19.6 -5.8 -1.2 1147.9 778.4 100.6<br />
2 ok 65 0.09 5.98e-02 3.36e-03 7.7 7.7 7.7 7.7 -19.4 -3.9 -1.2 1147.9 778.2 27.6<br />
2 ok 66 0.09 5.59e-02 3.60e-03 7.7 7.7 7.7 7.7 -20.2 -4.9 0.2 1103.9 673.7 -58.8<br />
2 ok 67 0.09 2.75e-02 3.96e-03 7.7 7.7 7.7 7.7 -20.9 -7.7 0.9 598.3 444.2 -119.8<br />
2 ok 68 0.09 1.87e-02 3.96e-03 7.7 7.7 7.7 7.7 -33.7 1.8 -1.3 -822.6 73.2 -42.4<br />
2 ok 69 0.09 2.10e-02 4.89e-03 7.7 7.7 7.7 7.7 -14.1 -22.8 1.0 56.8 490.8 178.0<br />
2 ok 70 0.09 4.28e-02 2.79e-03 7.7 7.7 7.7 7.7 -17.3 -11.1 -2.1 634.8 651.1 214.8<br />
2 ok 71 0.09 5.55e-02 2.77e-03 7.7 7.7 7.7 7.7 -18.1 -5.6 -1.2 963.2 756.2 100.6<br />
2 ok 72 0.09 5.27e-02 2.94e-03 7.7 7.7 7.7 7.7 -17.8 -3.7 -1.2 963.2 756.0 27.5<br />
2 ok 73 0.09 5.26e-02 3.23e-03 7.7 7.7 7.7 7.7 -18.3 -4.7 0.2 934.7 653.4 -107.1<br />
2 ok 74 0.09 3.38e-02 3.61e-03 7.7 7.7 7.7 7.7 -19.3 -7.7 1.5 501.5 360.8 -301.6<br />
2 ok 75 0.09 1.61e-02 3.60e-03 7.7 7.7 7.7 7.7 -30.4 2.2 -1.3 -702.3 87.7 -64.5<br />
2 ok 76 0.09 1.90e-02 3.59e-03 7.7 7.7 7.7 7.7 -10.6 -22.4 1.0 17.1 486.0 192.5<br />
2 ok 77 0.09 4.04e-02 2.46e-03 7.7 7.7 7.7 7.7 -12.4 -11.3 -2.6 463.0 560.3 273.0<br />
2 ok 78 0.09 4.33e-02 2.68e-03 7.7 7.7 7.7 7.7 -13.8 -7.1 -1.1 650.5 624.6 132.7<br />
2 ok 79 0.09 4.62e-02 2.73e-03 7.7 7.7 7.7 7.7 -15.1 -6.2 0.9 635.1 615.4 -102.4<br />
2 ok 80 0.09 4.67e-02 2.70e-03 7.7 7.7 7.7 7.7 -15.1 -6.2 0.9 624.7 529.0 -220.8<br />
2 ok 81 0.09 3.67e-02 2.86e-03 7.7 7.7 7.7 7.7 -15.4 -7.2 1.5 346.1 342.2 -377.7<br />
2 ok 82 0.09 1.10e-02 2.87e-03 7.7 7.7 7.7 7.7 -23.0 -4.5 -4.5 -462.6 -112.7 -95.2<br />
2 ok 83 0.09 1.15e-02 1.09e-03 7.7 7.7 7.7 7.7 -6.1 1.1 5.6 -219.6 -85.1 113.1<br />
2 ok 84 0.09 1.94e-02 2.06e-03 7.7 7.7 7.7 7.7 -10.5 -8.3 -1.1 229.3 5.5 206.0<br />
2 ok 85 0.09 2.09e-02 2.53e-03 7.7 7.7 7.7 7.7 -16.0 -11.6 -1.2 386.6 -78.0 69.8<br />
2 ok 86 0.09 2.42e-02 2.40e-03 7.7 7.7 7.7 7.7 -14.5 -8.3 -0.8 374.0 -88.5 -106.1<br />
2 ok 87 0.09 2.91e-02 2.19e-03 7.7 7.7 7.7 7.7 -14.4 -7.7 -0.8 376.3 -69.1 -173.6<br />
2 ok 88 0.09 2.26e-02 1.79e-03 7.7 7.7 7.7 7.7 -3.9 -3.0 -4.5 -299.7 -92.8 -141.5<br />
2 ok 89 0.09 1.76e-02 1.12e-03 7.7 7.7 7.7 7.7 -3.8 -2.2 -4.5 -299.8 -93.1 -95.4<br />
M_G x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N x N y N xy M x M y M xy<br />
-39.81 -24.21 -4.52 -1022.95 -220.67 -377.71<br />
2533-06-00103.DOC<br />
47
0.09 0.06 4.94e-03 7.70 7.70 7.70 7.70 -3.84 7.35 5.58 1180.62 778.36 273.02<br />
M_G Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N x N y N xy M x M y M xy<br />
daN/cm daN/cm daN/cm daN daN daN<br />
11 ok 240 0.11 1.67e-02 1.31e-02 7.7 7.7 7.7 7.7 -52.2 -8.1 -6.1 625.1 10.9 58.3<br />
11 ok 241 0.11 1.64e-02 1.32e-02 7.7 7.7 7.7 7.7 -51.9 -5.6 -6.1 628.6 40.6 -11.5<br />
11 ok 242 0.11 9.47e-03 9.29e-03 7.7 7.7 7.7 7.7 -33.0 -3.2 2.5 -215.3 -11.3 6.3<br />
11 ok 243 0.11 1.66e-02 1.34e-02 7.7 7.7 7.7 7.7 -53.3 -5.7 6.4 639.3 41.7 15.6<br />
11 ok 244 0.11 1.69e-02 1.33e-02 7.7 7.7 7.7 7.7 -53.5 -8.1 6.4 635.6 10.7 -58.2<br />
11 ok 245 0.11 2.99e-02 3.49e-03 7.7 7.7 7.7 7.7 -16.6 -3.8 -6.1 448.5 -10.3 72.9<br />
11 ok 246 0.11 2.36e-02 4.91e-03 7.7 7.7 7.7 7.7 -17.1 -8.3 2.3 453.1 28.5 10.5<br />
11 ok 247 0.11 5.63e-03 4.90e-03 7.7 7.7 7.7 7.7 -20.3 -6.5 -0.8 -229.1 -44.8 9.7<br />
11 ok 248 0.11 2.41e-02 4.91e-03 7.7 7.7 7.7 7.7 -17.1 -8.1 -2.0 453.9 28.8 -5.9<br />
11 ok 249 0.11 3.06e-02 3.50e-03 7.7 7.7 7.7 7.7 -16.6 -3.7 6.4 449.0 -11.7 -73.3<br />
11 ok 250 0.11 2.33e-02 2.10e-03 7.7 7.7 7.7 7.7 -11.9 -4.0 2.3 387.0 8.5 42.1<br />
11 ok 251 0.11 2.25e-02 2.29e-03 7.7 7.7 7.7 7.7 -12.4 -7.8 2.3 388.5 20.8 16.5<br />
11 ok 252 0.11 1.10e-02 2.22e-03 7.7 7.7 7.7 7.7 -10.6 -6.7 1.2 -258.4 -58.4 9.5<br />
11 ok 253 0.11 2.17e-02 2.24e-03 7.7 7.7 7.7 7.7 -12.2 -7.6 -2.0 378.0 19.7 -12.4<br />
11 ok 254 0.11 2.27e-02 2.03e-03 7.7 7.7 7.7 7.7 -11.7 -3.3 -2.0 376.4 6.5 -42.4<br />
11 ok 255 0.11 2.25e-02 2.00e-03 7.7 7.7 7.7 7.7 -11.0 -8.5 3.2 358.8 24.2 22.6<br />
11 ok 256 0.11 2.18e-02 2.19e-03 7.7 7.7 7.7 7.7 -10.8 -6.7 3.2 359.4 29.5 17.2<br />
11 ok 257 0.11 1.52e-02 1.99e-03 7.7 7.7 7.7 7.7 -10.1 -7.1 0.7 -282.4 -62.9 9.9<br />
11 ok 258 0.11 2.04e-02 2.11e-03 7.7 7.7 7.7 7.7 -10.4 -6.1 -3.2 338.7 26.6 -13.5<br />
11 ok 259 0.11 2.12e-02 1.91e-03 7.7 7.7 7.7 7.7 -10.5 -6.8 -3.2 338.1 21.3 -22.6<br />
11 ok 260 0.11 2.11e-02 2.14e-03 7.7 7.7 7.7 7.7 -10.7 -5.1 2.3 350.3 71.6 21.6<br />
11 ok 261 0.11 2.09e-02 2.19e-03 7.7 7.7 7.7 7.7 -10.6 -4.7 2.3 350.3 72.0 18.1<br />
11 ok 262 0.11 1.87e-02 2.03e-03 7.7 7.7 7.7 7.7 -8.7 -2.5 -0.5 -308.3 -60.0 -1.9<br />
11 ok 263 0.11 1.90e-02 2.10e-03 7.7 7.7 7.7 7.7 -9.2 -3.5 -2.4 316.6 65.7 -15.2<br />
11 ok 264 0.11 1.96e-02 2.02e-03 7.7 7.7 7.7 7.7 -10.0 -3.5 -2.6 319.6 62.6 -20.0<br />
11 ok 265 0.11 2.30e-02 2.16e-03 7.7 7.7 7.7 7.7 -9.2 3.6 0.8 340.2 100.5 44.0<br />
11 ok 266 0.11 2.56e-02 2.46e-03 7.7 7.7 7.7 7.7 -9.8 -1.3 0.8 338.1 83.2 29.6<br />
11 ok 267 0.11 2.74e-02 2.44e-03 7.7 7.7 7.7 7.7 -2.1 -1.5 -0.8 -314.1 -60.8 8.6<br />
11 ok 268 0.11 2.69e-02 2.40e-03 7.7 7.7 7.7 7.7 -9.1 -1.3 -1.4 303.9 67.4 -24.8<br />
11 ok 269 0.11 2.14e-02 2.02e-03 7.7 7.7 7.7 7.7 -8.4 4.1 -1.4 305.2 77.9 -39.0<br />
11 ok 271 0.11 1.33e-02 4.42e-03 7.7 7.7 7.7 7.7 -29.0 1.2 0.8 303.7 96.1 35.6<br />
11 ok 272 0.11 6.08e-02 4.44e-03 7.7 7.7 7.7 7.7 -29.5 -3.6 0.8 301.6 78.8 21.1<br />
11 ok 273 0.11 6.16e-02 2.67e-03 7.7 7.7 7.7 7.7 20.2 -2.7 1.9 -285.0 -46.2 4.9<br />
11 ok 274 0.11 6.16e-02 4.15e-03 7.7 7.7 7.7 7.7 20.2 -2.8 1.9 -285.6 -51.6 15.9<br />
11 ok 275 0.11 1.17e-02 4.11e-03 7.7 7.7 7.7 7.7 -27.3 1.9 -1.4 269.3 73.6 -33.9<br />
M_G x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N x N y N xy M x M y M xy<br />
-53.55 -8.50 -6.05 -314.06 -62.85 -73.33<br />
0.11 0.06 0.01 7.70 7.70 7.70 7.70 20.22 4.12 6.38 639.29 100.45 72.89<br />
M_G Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N x N y N xy M x M y M xy<br />
daN/cm daN/cm daN/cm daN daN daN<br />
12 ok 318 0.11 2.01e-02 6.04e-04 7.7 7.7 7.7 7.7 -1.7 2.8 -2.7 118.6 64.8 44.3<br />
12 ok 319 0.11 1.94e-02 2.47e-03 7.7 7.7 7.7 7.7 -2.2 -1.2 -2.7 121.5 88.5 67.7<br />
12 ok 320 0.11 1.35e-02 4.56e-03 7.7 7.7 7.7 7.7 -31.4 -8.4 -1.9 -244.7 104.8 37.3<br />
12 ok 321 0.11 7.60e-03 4.58e-03 7.7 7.7 7.7 7.7 -31.6 -9.4 0.3 -243.1 123.1 -27.5<br />
12 ok 322 0.11 9.30e-03 4.54e-03 7.7 7.7 7.7 7.7 -31.5 -8.6 0.3 -246.2 97.5 -52.7<br />
12 ok 323 0.11 1.78e-02 2.41e-03 7.7 7.7 7.7 7.7 -2.4 -2.2 1.5 115.4 76.8 -71.9<br />
12 ok 324 0.11 1.76e-02 6.18e-04 7.7 7.7 7.7 7.7 -2.1 0.6 1.5 112.5 52.6 -46.3<br />
12 ok 325 0.11 1.97e-02 1.69e-03 7.7 7.7 7.7 7.7 -9.8 1.9 -2.7 201.3 74.8 60.5<br />
12 ok 326 0.11 1.28e-02 1.84e-03 7.7 7.7 7.7 7.7 -10.3 -2.1 -2.7 204.2 98.4 83.9<br />
12 ok 327 0.11 1.74e-02 1.98e-03 7.7 7.7 7.7 7.7 -12.8 -7.9 0.4 -346.6 -101.3 61.9<br />
12 ok 328 0.11 1.57e-02 2.03e-03 7.7 7.7 7.7 7.7 -13.4 -9.8 -1.2 -339.1 -102.5 -35.2<br />
12 ok 329 0.11 1.78e-02 1.99e-03 7.7 7.7 7.7 7.7 -13.1 -7.8 -1.2 -341.7 -124.3 -88.1<br />
12 ok 330 0.11 1.32e-02 1.84e-03 7.7 7.7 7.7 7.7 -10.7 -3.2 1.5 206.3 87.7 -88.5<br />
12 ok 331 0.11 1.31e-02 1.86e-03 7.7 7.7 7.7 7.7 -10.4 -0.4 1.5 203.4 63.5 -62.8<br />
12 ok 332 0.11 2.06e-02 2.34e-03 7.7 7.7 7.7 7.7 -11.7 -2.5 -1.0 288.5 -69.5 29.7<br />
12 ok 333 0.11 1.57e-02 2.31e-03 7.7 7.7 7.7 7.7 -9.3 -4.4 1.3 -211.7 -151.2 76.8<br />
12 ok 334 0.11 3.33e-02 2.18e-03 7.7 7.7 7.7 7.7 -9.5 -6.9 0.9 -472.3 -216.7 66.9<br />
12 ok 335 0.11 4.52e-02 2.47e-03 7.7 7.7 7.7 7.7 -9.8 -7.7 0.3 -614.3 -75.0 19.8<br />
12 ok 336 0.11 4.95e-02 2.56e-03 7.7 7.7 7.7 7.7 -10.4 -6.6 -1.0 -527.5 -229.9 -246.7<br />
12 ok 337 0.11 1.77e-02 2.47e-03 7.7 7.7 7.7 7.7 -12.8 -3.8 -1.7 306.5 -69.4 -58.9<br />
12 ok 338 0.11 1.75e-02 2.50e-03 7.7 7.7 7.7 7.7 -12.8 -3.8 -1.7 307.4 -62.3 -36.8<br />
12 ok 339 0.11 2.06e-02 2.48e-03 7.7 7.7 7.7 7.7 -12.8 -11.1 -1.2 342.9 -122.2 -16.3<br />
12 ok 340 0.11 1.77e-02 2.38e-03 7.7 7.7 7.7 7.7 -12.3 -6.6 -1.2 337.5 -167.8 -22.5<br />
12 ok 341 0.11 5.67e-02 2.53e-03 7.7 7.7 7.7 7.7 -10.2 -7.0 0.9 -658.7 -239.1 203.0<br />
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48
12 ok 342 0.11 4.78e-02 2.55e-03 7.7 7.7 7.7 7.7 -10.2 -7.3 0.9 -625.3 38.9 129.2<br />
12 ok 343 0.11 5.23e-02 2.62e-03 7.7 7.7 7.7 7.7 -10.3 -7.7 -0.7 -689.1 -84.0 -66.7<br />
12 ok 344 0.11 5.67e-02 2.62e-03 7.7 7.7 7.7 7.7 -10.4 -6.6 -1.0 -527.5 -229.9 -246.7<br />
12 ok 345 0.11 4.95e-02 2.56e-03 7.7 7.7 7.7 7.7 -10.4 -6.6 -1.0 -527.5 -229.9 -246.7<br />
12 ok 346 0.11 2.59e-02 2.58e-03 7.7 7.7 7.7 7.7 -10.6 -5.1 -1.1 -119.2 -308.8 -119.2<br />
12 ok 347 0.11 1.99e-02 2.65e-03 7.7 7.7 7.7 7.7 -13.6 -3.9 -1.7 385.7 -52.9 -31.9<br />
12 ok 348 0.11 3.18e-02 1.99e-03 7.7 7.7 7.7 7.7 -9.3 -5.6 0.8 251.7 -409.2 24.1<br />
12 ok 352 0.11 2.59e-02 2.47e-03 7.7 7.7 7.7 7.7 -10.6 -5.1 -1.1 -119.2 -308.8 -119.2<br />
12 ok 353 0.11 1.73e-02 2.22e-03 7.7 7.7 7.7 7.7 -11.0 -11.1 -1.0 315.0 -131.0 -50.1<br />
12 ok 354 0.11 1.95e-02 2.09e-03 7.7 7.7 7.7 7.7 -10.5 -7.3 0.1 314.6 -134.3 -122.4<br />
12 ok 355 0.11 2.86e-02 1.99e-03 7.7 7.7 7.7 7.7 -10.0 -5.5 0.6 55.4 -318.8 -164.5<br />
12 ok 359 0.11 2.30e-02 2.05e-03 7.7 7.7 7.7 7.7 -9.8 -4.8 8.93e-02 93.8 -182.2 170.4<br />
12 ok 360 0.11 2.33e-02 2.21e-03 7.7 7.7 7.7 7.7 -12.2 -4.4 -0.5 354.6 -144.7 55.8<br />
12 ok 361 0.11 2.12e-02 2.28e-03 7.7 7.7 7.7 7.7 -12.4 -5.9 -0.5 363.3 -72.4 50.1<br />
12 ok 362 0.11 3.70e-02 1.45e-03 7.7 7.7 7.7 7.7 -8.3 -5.8 0.5 -98.9 -203.4 -309.0<br />
12 ok 366 0.11 2.38e-02 2.05e-03 7.7 7.7 7.7 7.7 -10.3 -5.2 0.9 191.2 -232.6 223.7<br />
12 ok 367 0.11 1.07e-02 1.89e-03 7.7 7.7 7.7 7.7 -8.6 -12.6 0.1 154.2 -107.5 -107.5<br />
12 ok 368 0.11 3.58e-02 1.81e-03 7.7 7.7 7.7 7.7 -8.3 -5.8 0.5 -98.9 -203.4 -309.0<br />
12 ok 369 0.11 3.58e-02 1.48e-03 7.7 7.7 7.7 7.7 -8.3 -5.8 0.5 -98.9 -203.4 -309.0<br />
12 ok 370 0.11 2.11e-02 1.51e-03 7.7 7.7 7.7 7.7 -7.7 -6.7 3.93e-02 -324.1 302.1 -68.4<br />
12 ok 371 0.11 1.35e-02 1.57e-03 7.7 7.7 7.7 7.7 -8.0 -6.4 0.2 -240.8 218.7 75.0<br />
12 ok 372 0.11 1.83e-02 1.62e-03 7.7 7.7 7.7 7.7 -7.9 -6.1 0.2 -251.4 130.4 118.0<br />
12 ok 373 0.11 4.17e-02 1.56e-03 7.7 7.7 7.7 7.7 -8.1 -5.2 0.5 -123.7 -270.5 315.3<br />
12 ok 374 0.11 1.95e-02 1.68e-03 7.7 7.7 7.7 7.7 -8.7 -4.6 0.7 207.2 96.8 119.5<br />
12 ok 375 0.11 1.41e-02 1.69e-03 7.7 7.7 7.7 7.7 -8.6 -4.4 0.7 203.5 65.6 86.3<br />
12 ok 376 0.11 7.06e-03 9.64e-04 7.7 7.7 7.7 7.7 -2.0 -6.2 0.7 74.4 42.4 -65.7<br />
12 ok 377 0.11 1.05e-02 9.60e-04 7.7 7.7 7.7 7.7 -2.0 -6.0 0.7 78.7 78.0 -94.3<br />
12 ok 378 0.11 1.39e-02 1.01e-03 7.7 7.7 7.7 7.7 -6.3 -6.2 3.93e-02 -103.4 122.8 -63.4<br />
12 ok 379 0.11 1.40e-02 1.38e-03 7.7 7.7 7.7 7.7 -7.0 -6.3 0.2 -132.2 231.8 31.8<br />
12 ok 380 0.11 1.83e-02 1.56e-03 7.7 7.7 7.7 7.7 -7.7 -5.9 0.2 -244.0 101.0 145.9<br />
12 ok 381 0.11 1.49e-02 8.00e-04 7.7 7.7 7.7 7.7 -2.0 -3.8 0.7 89.6 82.7 98.2<br />
12 ok 382 0.11 1.05e-02 6.70e-04 7.7 7.7 7.7 7.7 -2.0 -3.6 0.7 85.9 51.5 65.0<br />
M_G x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N x N y N xy M x M y M xy<br />
-31.64 -12.64 -2.70 -689.12 -409.16 -309.05<br />
0.11 0.06 4.58e-03 7.70 7.70 7.70 7.70 -1.73 2.82 1.53 385.66 302.08 315.27<br />
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6.4 STATI LIMITE D' ESERCIZIO<br />
In tabella vengono riportati i valori di interesse per il controllo degli stati limite d'esercizio.<br />
In particolare vengono riportati, in relazione al tipo di elemento strutturale, i risultati relativi alle tre categorie di<br />
combinazione considerate:<br />
Combinazioni rare<br />
Combinazioni frequenti<br />
Combinazioni quasi permanenti.<br />
I valori di interesse sono i seguenti:<br />
rRfck rapporto tra la massima compressione nel calcestruzzo e la tensione fck in<br />
combinazioni rare [normalizzato a 1]<br />
rRfyk rapporto tra la massima tensione nell’acciaio e la tensione fyk in combinazioni rare<br />
[normalizzato a 1]<br />
rPfck rapporto tra la massima compressione nel calcestruzzo e la tensione fck in<br />
combinazioni quasi permanenti [normalizzato a 1]<br />
wR apertura caratteristica delle fessure in combinazioni rare [mm]<br />
wF apertura caratteristica delle fessure in combinazioni frequenti [mm]<br />
wP apertura caratteristica delle fessure in combinazioni quasi permanenti [mm]<br />
dR<br />
massima deformazione in combinazioni rare<br />
dF<br />
massima deformazione in combinazioni frequenti<br />
dP<br />
massima deformazione in combinazioni quasi permanenti<br />
Per ognuno dei nove valori soprariportati viene indicata (Rif.cmb) la combinazione in cui si è verificato.<br />
In relazione al tipo di elemento strutturale i valori sono selezionati nel modo seguente:<br />
pilastri rRfck rRfyk rPfck per sezioni significative<br />
travi rRfck rRfyk rPfck per sezioni significative<br />
wR wF wP per sezioni significative<br />
dR dF dP massimi in campata<br />
setti e gusci rRfck rRfyk rPfck massimi nei nodi dell’elemento<br />
wR wF wP massimi nei nodi dell’elemento<br />
Si precisa che i valori di massima deformazione per travi sono riferiti al piano verticale (piano locale 1-2 con<br />
momenti flettenti 3-3).<br />
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52
Setto rRfck rRfyk rPfck Rif. cmb wR wF wP Rif. cmb<br />
mm mm mm<br />
69 0.04 0.04 0.04 98,98,102 0.0 0.0 0.0 0,0,0<br />
70 0.04 0.04 0.04 98,98,102 0.0 0.0 0.0 0,0,0<br />
71 0.03 0.04 0.04 98,98,102 0.0 0.0 0.0 0,0,0<br />
72 0.03 0.04 0.03 98,98,102 0.0 0.0 0.0 0,0,0<br />
73 0.01 0.03 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
74 0.01 0.03 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
75 9.00e-03 0.02 0.01 98,98,102 0.0 0.0 0.0 0,0,0<br />
76 8.55e-03 0.02 9.97e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
77 6.10e-03 0.01 7.19e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
78 6.29e-03 0.02 7.34e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
79 6.65e-03 0.01 7.81e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
80 7.21e-03 0.01 8.45e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
81 7.78e-03 9.77e-03 9.16e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
82 8.63e-03 0.01 0.01 98,97,102 0.0 0.0 0.0 0,0,0<br />
83 0.01 0.01 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
84 0.01 0.01 0.02 98,97,102 0.0 0.0 0.0 0,0,0<br />
85 0.01 0.04 0.01 97,98,101 0.0 0.0 0.0 0,0,0<br />
86 0.01 0.04 0.01 97,98,101 0.0 0.0 0.0 0,0,0<br />
87 0.01 0.03 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
88 0.01 0.04 0.02 98,97,102 0.0 0.0 0.0 0,0,0<br />
89 0.01 0.01 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
90 0.02 0.01 0.02 98,97,102 0.0 0.0 0.0 0,0,0<br />
91 0.01 0.01 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
92 0.02 0.01 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
93 0.01 0.07 0.01 98,97,102 0.0 0.0 0.0 0,0,0<br />
94 0.02 0.01 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
95 8.58e-03 0.07 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
96 0.01 9.84e-03 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
97 7.42e-03 0.02 8.84e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
98 8.72e-03 0.03 0.01 98,97,102 0.0 0.0 0.0 0,0,0<br />
99 8.64e-03 0.03 0.01 98,97,102 0.0 0.0 0.0 0,0,0<br />
100 0.01 7.99e-03 0.01 98,97,102 0.0 0.0 0.0 0,0,0<br />
101 0.01 8.60e-03 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
102 0.01 8.69e-03 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
103 9.89e-03 7.51e-03 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
104 6.67e-03 0.03 7.90e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
105 0.01 0.01 0.01 98,98,102 0.0 0.0 0.0 0,0,0<br />
106 0.01 0.01 0.01 98,98,102 0.0 0.0 0.0 0,0,0<br />
107 0.02 0.03 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
108 0.02 0.03 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
109 6.93e-03 0.02 8.08e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
110 6.76e-03 0.02 7.88e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
111 4.33e-03 0.01 5.02e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
112 4.24e-03 0.01 4.92e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
113 2.86e-03 3.97e-03 3.47e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
114 2.71e-03 6.19e-03 3.31e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
115 3.15e-03 2.72e-03 3.40e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
116 3.34e-03 2.86e-03 3.61e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
117 4.68e-03 3.94e-03 5.26e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
118 4.93e-03 4.14e-03 5.53e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
119 6.58e-03 5.59e-03 7.41e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
120 6.90e-03 5.84e-03 7.80e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
121 5.79e-03 0.02 6.61e-03 97,98,101 0.0 0.0 0.0 0,0,0<br />
122 5.81e-03 0.02 6.66e-03 97,98,101 0.0 0.0 0.0 0,0,0<br />
123 5.91e-03 5.51e-03 6.78e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
124 5.71e-03 0.01 6.57e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
125 7.76e-03 6.46e-03 9.00e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
126 7.09e-03 0.01 8.26e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
127 0.01 0.01 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
128 7.32e-03 9.81e-03 8.55e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
129 7.31e-03 8.43e-03 8.54e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
130 6.30e-03 0.01 7.38e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
131 0.01 0.02 0.01 97,98,101 0.0 0.0 0.0 0,0,0<br />
132 4.11e-03 0.01 4.81e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
133 7.34e-03 0.03 8.89e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
134 6.90e-03 0.01 8.27e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
135 7.24e-03 0.01 8.65e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
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53
136 7.33e-03 0.01 8.76e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
137 6.35e-03 9.76e-03 7.63e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
138 4.03e-03 9.70e-03 4.89e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
139 0.02 0.02 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
140 0.02 0.02 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
141 0.02 0.03 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
142 0.02 0.03 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
143 9.95e-03 0.02 0.01 98,98,102 0.0 0.0 0.0 0,0,0<br />
144 9.91e-03 0.02 0.01 98,98,102 0.0 0.0 0.0 0,0,0<br />
145 5.81e-03 9.90e-03 7.97e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
146 5.77e-03 0.01 7.94e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
147 3.75e-03 3.00e-03 4.76e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
148 3.69e-03 2.95e-03 4.70e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
149 3.21e-03 2.66e-03 3.97e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
150 3.18e-03 2.63e-03 3.95e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
151 3.33e-03 2.98e-03 4.00e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
152 3.37e-03 3.02e-03 4.05e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
153 3.79e-03 3.41e-03 3.95e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
154 3.83e-03 3.45e-03 4.01e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
155 3.95e-03 7.86e-03 4.36e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
156 3.74e-03 8.45e-03 4.14e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
157 3.59e-03 3.15e-03 3.92e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
158 3.23e-03 5.55e-03 3.56e-03 97,97,102 0.0 0.0 0.0 0,0,0<br />
159 5.58e-03 5.02e-03 6.24e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
160 3.96e-03 7.81e-03 4.81e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
161 8.82e-03 8.03e-03 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
162 4.27e-03 9.31e-03 5.15e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
163 4.28e-03 0.01 5.16e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
164 3.97e-03 0.02 4.81e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
165 6.38e-03 9.76e-03 7.42e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
166 2.55e-03 0.01 3.10e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
167 4.50e-03 3.62e-03 5.83e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
168 4.79e-03 9.20e-03 5.77e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
169 4.82e-03 0.01 5.82e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
170 4.83e-03 0.01 5.83e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
171 4.11e-03 8.19e-03 4.98e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
172 2.65e-03 2.19e-03 3.18e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
173 0.02 0.02 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
174 0.02 0.02 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
175 0.02 0.04 0.03 98,98,102 0.0 0.0 0.0 0,0,0<br />
176 0.02 0.04 0.03 98,98,102 0.0 0.0 0.0 0,0,0<br />
177 8.12e-03 0.02 0.01 98,98,102 0.0 0.0 0.0 0,0,0<br />
178 8.29e-03 0.02 0.01 98,98,102 0.0 0.0 0.0 0,0,0<br />
179 4.50e-03 0.01 5.35e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
180 4.83e-03 0.01 5.70e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
181 2.30e-03 1.97e-03 2.95e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
182 2.37e-03 2.00e-03 3.02e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
183 2.41e-03 2.12e-03 2.57e-03 97,97,102 0.0 0.0 0.0 0,0,0<br />
184 2.34e-03 2.08e-03 2.68e-03 97,97,102 0.0 0.0 0.0 0,0,0<br />
185 3.16e-03 2.78e-03 3.03e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
186 3.05e-03 2.71e-03 2.92e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
187 3.55e-03 3.17e-03 3.50e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
188 3.34e-03 3.01e-03 3.28e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
189 3.46e-03 7.31e-03 3.71e-03 97,98,101 0.0 0.0 0.0 0,0,0<br />
190 3.09e-03 6.23e-03 3.41e-03 97,98,102 0.0 0.0 0.0 0,0,0<br />
191 3.01e-03 3.39e-03 3.60e-03 97,97,102 0.0 0.0 0.0 0,0,0<br />
192 2.98e-03 4.43e-03 3.69e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
193 4.64e-03 4.18e-03 5.60e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
194 3.99e-03 6.41e-03 4.83e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
195 8.53e-03 7.73e-03 0.01 98,98,102 0.0 0.0 0.0 0,0,0<br />
196 4.36e-03 0.01 5.22e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
197 4.38e-03 0.01 5.24e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
198 3.92e-03 0.02 4.69e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
199 4.93e-03 0.02 5.68e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
200 2.48e-03 0.01 2.97e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
201 2.80e-03 2.33e-03 3.24e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
202 3.38e-03 5.93e-03 3.97e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
203 3.47e-03 0.01 4.09e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
204 3.46e-03 0.01 4.08e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
205 2.92e-03 5.42e-03 3.44e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
206 1.95e-03 1.67e-03 2.28e-03 97,98,101 0.0 0.0 0.0 0,0,0<br />
2533-06-00103.DOC<br />
54
207 8.18e-03 0.01 9.48e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
208 8.14e-03 0.01 9.43e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
209 0.03 0.04 0.03 98,98,102 0.0 0.0 0.0 0,0,0<br />
210 0.03 0.04 0.03 98,98,102 0.0 0.0 0.0 0,0,0<br />
211 0.01 0.03 0.01 98,98,102 0.0 0.0 0.0 0,0,0<br />
212 0.01 0.03 0.01 98,98,102 0.0 0.0 0.0 0,0,0<br />
213 6.33e-03 0.01 7.31e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
214 6.73e-03 0.01 7.81e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
215 4.53e-03 3.34e-03 4.41e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
216 4.26e-03 3.30e-03 4.27e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
217 4.63e-03 3.46e-03 4.50e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
218 4.12e-03 3.16e-03 3.93e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
219 4.78e-03 3.59e-03 4.76e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
220 4.14e-03 3.20e-03 4.00e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
221 6.36e-03 5.23e-03 6.53e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
222 5.60e-03 4.66e-03 5.65e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
223 4.78e-03 0.01 5.32e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
224 4.40e-03 9.88e-03 4.88e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
225 3.19e-03 7.11e-03 3.30e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
226 2.50e-03 5.19e-03 2.51e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
227 4.07e-03 9.38e-03 4.43e-03 97,97,102 0.0 0.0 0.0 0,0,0<br />
228 2.70e-03 5.56e-03 3.32e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
229 4.01e-03 0.02 4.36e-03 97,97,102 0.0 0.0 0.0 0,0,0<br />
230 2.94e-03 9.43e-03 3.57e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
231 3.80e-03 0.06 4.22e-03 98,97,101 0.0 0.0 0.0 0,0,0<br />
232 2.96e-03 0.01 3.59e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
233 1.76e-03 0.07 2.03e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
234 2.64e-03 0.01 3.18e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
235 1.89e-03 0.02 2.40e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
236 1.71e-03 0.01 2.07e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
237 2.29e-03 2.04e-03 2.61e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
238 2.78e-03 4.24e-03 2.98e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
239 3.06e-03 9.94e-03 3.28e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
240 3.05e-03 9.89e-03 3.27e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
241 2.65e-03 3.81e-03 2.88e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
242 1.85e-03 1.55e-03 2.03e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
267 3.68e-03 0.01 3.98e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
268 4.19e-03 0.03 4.55e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
269 1.38e-03 0.03 1.41e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
270 1.34e-03 0.03 1.37e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
271 3.95e-03 0.03 4.24e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
272 3.35e-03 8.19e-03 3.63e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
273 3.84e-03 9.42e-03 4.00e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
274 3.26e-03 5.59e-03 3.32e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
275 4.81e-03 0.01 4.81e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
276 3.96e-03 5.35e-03 3.81e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
277 4.85e-03 0.02 4.81e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
278 4.26e-03 7.47e-03 4.03e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
279 4.42e-03 0.03 4.41e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
280 4.25e-03 6.82e-03 4.02e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
281 2.70e-03 0.02 2.51e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
282 3.70e-03 8.84e-03 3.52e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
283 2.04e-03 0.02 1.81e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
284 2.43e-03 7.65e-03 2.39e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
285 1.99e-03 1.67e-03 1.93e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
286 3.18e-03 3.87e-03 3.04e-03 98,97,101 0.0 0.0 0.0 0,0,0<br />
287 3.60e-03 7.84e-03 3.40e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
288 3.60e-03 7.56e-03 3.39e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
289 3.23e-03 3.52e-03 3.10e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
290 1.99e-03 1.72e-03 1.97e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
291 2.68e-03 0.02 2.48e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
292 4.11e-03 0.02 3.52e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
293 4.53e-03 0.01 3.72e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
294 4.52e-03 0.01 3.68e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
295 3.83e-03 0.02 3.47e-03 98,97,101 0.0 0.0 0.0 0,0,0<br />
296 2.60e-03 0.01 2.44e-03 98,97,101 0.0 0.0 0.0 0,0,0<br />
297 5.54e-03 0.01 5.57e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
298 5.47e-03 7.71e-03 5.43e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
299 7.60e-03 0.01 7.40e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
300 7.94e-03 7.07e-03 7.69e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
301 8.25e-03 0.02 7.83e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
2533-06-00103.DOC<br />
55
302 8.91e-03 6.56e-03 8.51e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
303 8.21e-03 0.01 7.78e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
304 8.88e-03 5.97e-03 8.47e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
305 7.15e-03 7.96e-03 6.77e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
306 7.83e-03 5.35e-03 7.38e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
307 4.19e-03 0.01 4.04e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
308 4.78e-03 0.01 4.55e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
309 2.55e-03 4.42e-03 2.14e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
310 4.80e-03 3.49e-03 3.96e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
311 5.51e-03 4.52e-03 4.49e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
312 5.54e-03 4.00e-03 4.53e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
313 5.04e-03 3.54e-03 4.12e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
314 2.56e-03 7.73e-03 2.08e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
Setto rRfck rRfyk rPfck wR wF wP<br />
0.04 0.07 0.04 0.0 0.0 0.0<br />
Guscio rRfck rRfyk rPfck Rif. cmb wR wF wP Rif. cmb<br />
mm mm mm<br />
1 9.32e-03 6.37e-03 0.01 98,98,102 0.0 0.0 0.0 0,0,0<br />
2 8.76e-03 6.37e-03 9.39e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
3 8.76e-03 5.69e-03 9.45e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
4 9.14e-03 6.29e-03 0.01 98,98,102 0.0 0.0 0.0 0,0,0<br />
5 6.91e-03 0.01 8.59e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
6 8.68e-03 9.26e-03 9.17e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
7 8.55e-03 7.81e-03 9.07e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
8 6.67e-03 0.01 8.24e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
9 5.24e-03 0.01 6.65e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
10 7.73e-03 0.01 7.92e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
11 7.71e-03 0.01 7.95e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
12 5.06e-03 0.02 6.37e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
13 3.81e-03 0.02 4.69e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
14 7.01e-03 0.01 7.36e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
15 7.04e-03 0.01 7.46e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
16 3.86e-03 0.02 4.72e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
17 3.02e-03 0.02 3.67e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
18 8.55e-03 0.02 9.32e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
19 8.55e-03 0.02 9.37e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
20 3.17e-03 0.03 3.86e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
21 3.39e-03 0.02 4.00e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
22 0.01 0.02 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
23 0.01 0.02 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
24 3.63e-03 0.03 4.28e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
25 4.59e-03 0.03 5.31e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
26 0.01 0.04 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
27 0.01 0.04 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
28 4.86e-03 0.03 5.64e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
29 6.05e-03 0.03 7.00e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
30 0.02 0.05 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
31 0.02 0.04 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
32 5.86e-03 0.03 6.82e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
33 6.72e-03 0.01 8.09e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
34 9.95e-03 0.02 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
35 0.02 0.05 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
36 0.02 0.05 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
37 8.87e-03 0.02 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
38 7.94e-03 0.02 9.58e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
39 5.26e-03 0.02 6.46e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
40 0.01 0.03 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
41 0.02 0.06 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
42 0.02 0.05 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
43 0.01 0.03 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
44 6.67e-03 0.01 8.17e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
45 6.82e-03 0.02 8.10e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
46 0.01 0.04 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
47 0.02 0.06 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
48 0.02 0.05 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
49 0.01 0.04 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
50 6.71e-03 0.01 8.21e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
51 0.01 0.03 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
2533-06-00103.DOC<br />
56
52 0.02 0.05 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
53 0.02 0.06 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
54 0.02 0.05 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
55 0.01 0.04 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
56 6.86e-03 0.02 8.35e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
57 0.01 0.03 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
58 0.02 0.04 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
59 0.02 0.05 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
60 0.02 0.05 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
61 0.01 0.04 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
62 7.47e-03 0.02 8.95e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
63 4.44e-03 0.01 5.27e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
64 9.46e-03 0.02 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
65 0.01 0.02 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
66 0.01 0.02 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
67 9.03e-03 0.02 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
68 6.92e-03 0.02 8.18e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
243 9.32e-03 0.01 0.01 98,98,102 0.0 0.0 0.0 0,0,0<br />
244 4.80e-03 3.98e-03 4.74e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
245 4.79e-03 4.00e-03 4.71e-03 97,98,101 0.0 0.0 0.0 0,0,0<br />
246 9.69e-03 0.01 0.01 98,98,102 0.0 0.0 0.0 0,0,0<br />
247 4.20e-03 2.95e-03 5.25e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
248 4.80e-03 5.15e-03 3.63e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
249 4.76e-03 5.28e-03 3.51e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
250 4.39e-03 3.09e-03 5.57e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
251 3.02e-03 2.62e-03 3.82e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
252 5.74e-03 8.36e-03 4.65e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
253 5.84e-03 8.79e-03 4.73e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
254 2.91e-03 2.49e-03 3.75e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
255 2.49e-03 1.77e-03 3.16e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
256 6.43e-03 0.01 5.55e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
257 6.63e-03 0.01 5.75e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
258 2.13e-03 1.56e-03 2.75e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
259 2.37e-03 2.40e-03 3.02e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
260 7.05e-03 0.02 6.44e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
261 7.29e-03 0.02 6.72e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
262 1.80e-03 1.38e-03 2.31e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
263 2.26e-03 9.11e-03 2.65e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
264 6.99e-03 0.05 6.38e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
265 7.26e-03 0.05 6.67e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
266 1.45e-03 7.61e-03 1.71e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
315 5.22e-03 9.30e-03 5.14e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
316 4.12e-03 8.87e-03 3.79e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
317 7.19e-03 0.01 6.78e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
318 7.08e-03 0.01 6.68e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
319 4.03e-03 6.63e-03 3.68e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
320 5.33e-03 8.37e-03 5.20e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
321 6.81e-03 0.01 6.78e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
322 5.63e-03 0.01 4.82e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
323 0.01 0.02 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
324 0.01 0.02 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
325 5.32e-03 8.39e-03 4.75e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
326 7.33e-03 0.01 7.30e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
327 7.54e-03 0.01 7.37e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
328 6.62e-03 0.01 5.66e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
329 0.02 0.04 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
330 0.02 0.04 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
331 6.51e-03 0.01 5.68e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
332 8.51e-03 0.02 8.35e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
333 0.01 0.03 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
334 0.01 0.04 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
335 7.89e-03 0.02 6.68e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
340 0.01 0.03 9.57e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
341 7.26e-03 0.01 7.07e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
342 8.27e-03 0.01 8.16e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
343 7.01e-03 0.02 5.97e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
348 6.13e-03 0.01 5.61e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
349 5.75e-03 0.01 5.00e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
354 0.01 0.03 9.42e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
355 7.55e-03 0.01 7.03e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
356 8.83e-03 0.02 8.35e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
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57
357 0.01 0.03 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
362 0.01 0.03 9.76e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
363 4.74e-03 0.01 3.76e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
364 6.72e-03 0.01 6.26e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
365 5.52e-03 9.67e-03 4.84e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
366 3.98e-03 8.49e-03 3.34e-03 98,98,101 0.0 0.0 0.0 0,0,0<br />
367 9.11e-03 0.02 8.27e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
368 6.25e-03 0.01 5.62e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
369 4.21e-03 9.57e-03 3.86e-03 97,98,101 0.0 0.0 0.0 0,0,0<br />
370 6.23e-03 0.01 5.65e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
Guscio rRfck rRfyk rPfck wR wF wP<br />
0.02 0.06 0.03 0.0 0.0 0.0<br />
La condizione di verifica <strong>della</strong> tensione nel calcestruzzo per combinazioni rare.<br />
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La condizione di verifica <strong>della</strong> tensione nell’acciaio per combinazioni rare.<br />
La condizione di verifica <strong>della</strong> tensione nel calcestruzzo per combinazioni permanenti.<br />
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7 SCATOLARE TIPOLOGICO B<br />
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7.1 SCHEMATIZZAZIONE DEI CASI DI CARICO<br />
Il programma consente l’applicazione di diverse tipologie di casi di carico.<br />
Sono previsti i seguenti 11 tipi di casi di carico:<br />
Sigla Tipo Descrizione<br />
1 Ggk A caso di carico comprensivo del peso proprio struttura<br />
2 Gk NA caso di carico con azioni permanenti<br />
3 Qk NA caso di carico con azioni variabili<br />
4 Gsk A caso di carico comprensivo dei carichi permanenti sui solai e sulle coperture<br />
5 Qsk A caso di carico comprensivo dei carichi variabili sui solai<br />
6 Qnk A caso di carico comprensivo dei carichi di neve sulle coperture<br />
7 Qtk SA caso di carico comprensivo di una variazione termica agente sulla struttura<br />
8 Qvk NA caso di carico comprensivo di azioni da vento sulla struttura<br />
9 Esk SA caso di carico sismico con analisi statica equivalente<br />
10 Edk SA caso di carico sismico con analisi dinamica<br />
11 Pk NA caso di carico comprensivo di azioni derivanti da coazioni, cedimenti e<br />
precompressioni<br />
Sono di tipo automatico A (ossia non prevedono introduzione dati da parte dell’utente) i seguenti casi di carico:<br />
1-Ggk; 4-Gsk; 5-Qsk; 6-Qnk.<br />
Sono di tipo semi-automatico SA (ossia prevedono una minima introduzione dati da parte dell’utente) i<br />
seguenti casi di carico:<br />
7-Qtk, in quanto richiede solo il valore <strong>della</strong> variazione termica;<br />
9-Esk e 10-Edk, in quanto richiedono il valore dell’angolo di ingresso del sisma e l’individuazione dei casi di<br />
carico partecipanti alla definizione delle masse.<br />
Sono di tipo non automatico NA ossia prevedono la diretta applicazione di carichi generici agli elementi<br />
strutturali (si veda il precedente punto Mo<strong>della</strong>zione delle Azioni) i restanti casi di carico.<br />
Nella tabella successiva vengono riportati i casi di carico agenti sulla struttura, con l’indicazione dei dati relativi<br />
al caso di carico stesso:<br />
Numero Tipo e Sigla identificativa, Valore di riferimento del caso di carico (se previsto).<br />
In successione, per i casi di carico non automatici, viene riportato l’elenco di nodi ed elementi direttamente<br />
caricati con la sigla identificativa del carico.<br />
CDC Tipo Sigla Id<br />
Note<br />
1 Ggk CDC=Ggk (peso proprio <strong>della</strong> struttura)<br />
3 Gk terreno y- D3 :da 211 a 240 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 251 a 272 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 283 a 304 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 315 a 336 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 351 a 364 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 463 a 476 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 503 a 516 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
4 Gk terreno x+ D3 :da 181 a 196 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
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CDC Tipo Sigla Id<br />
Note<br />
D3 :da 199 a 240 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 243 a 272 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 275 a 304 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 307 a 336 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 339 a 364 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 451 a 476 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 491 a 516 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
5 Gk terreno x- D3 :da 182 a 196 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 200 a 240 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 244 a 272 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 276 a 304 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 308 a 336 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 340 a 364 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 452 a 476 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 492 a 516 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
7 Qk sisma y- D3 :da 211 a 240 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 251 a 272 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 283 a 304 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 315 a 336 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 351 a 364 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 463 a 476 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 503 a 516 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
8 Qk sisma x+ D3 :da 181 a 196 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 199 a 240 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 243 a 272 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 275 a 304 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 307 a 336 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 339 a 364 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 451 a 476 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 491 a 516 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
9 Qk sisma x- D3 :da 182 a 196 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 200 a 240 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 244 a 272 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 276 a 304 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 308 a 336 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 340 a 364 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 452 a 476 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 492 a 516 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
10 Qk TRAFFICO D3 :da 181 a 196 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 199 a 240 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 243 a 272 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 275 a 304 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 307 a 336 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 339 a 364 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 365 a 436 Azione : P3:p=0.15<br />
D3 :da 451 a 476 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 491 a 516 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 517 a 569 Azione : P3:p=0.15<br />
D3 :da 590 a 593 Azione : P3:p=0.15<br />
D3 :da 614 a 615 Azione : P3:p=0.15<br />
D3 :da 636 a 639 Azione : P3:p=0.15<br />
D3 :da 660 a 684 Azione : P3:p=0.15<br />
11 Gk FALDA D3 :da 1 a 180 Azione : P3:p=0.20<br />
D3 :da 181 a 196 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 199 a 240 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 243 a 272 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 275 a 304 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 307 a 336 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 339 a 364 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 451 a 476 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 491 a 516 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
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7.2 RISULTATI OPERE DI FONDAZIONE<br />
Il controllo dei risultati delle analisi condotte, per quanto concerne le opere di fondazione, è possibile in<br />
relazione alle tabelle sottoriportate.<br />
La terza è riferita alle fondazioni tipo platea su suolo elastico. Per questo tipo di fondazione vengono riportate<br />
le pressioni in ogni vertice (nodo) degli elementi costituenti la platea.<br />
Vengono inoltre riportati, con funzione statistica, i valori massimo e minimo delle pressioni che compaiono<br />
nella tabella.<br />
Nodo (G) Pt 1/12 Pt 2/13 Pt 3... Pt 4...<br />
daN/cm2 daN/cm2 daN/cm2 daN/cm2 daN/cm2 daN/cm2 daN/cm2 daN/cm2 daN/cm2 daN/cm2 daN/cm2<br />
1 -0.19 -0.20 -0.18 -0.20 -0.34 -0.35 -0.33 -0.35 -0.20 -0.19 -0.20<br />
-0.35 -0.34 -0.35 4.93e-03 -1.09e-03 0.01 -4.86e-03 -0.14 -0.15 -0.13 -0.15<br />
-1.09e-03 5.07e-03 -9.53e-04 -0.15 -0.14 -0.15 -0.19 -0.20 -0.18 -0.20 -0.34<br />
-0.35 -0.33 -0.35 -0.20 -0.19 -0.20 -0.35 -0.34 -0.35 4.93e-03 -1.09e-03<br />
0.01 -4.86e-03 -0.14 -0.15 -0.13 -0.15 -1.09e-03 5.07e-03 -9.53e-04 -0.15 -0.14<br />
-0.15 -0.18 -0.21 -0.22 -0.25 -0.14 -0.15 -0.25 -0.26 -0.24 -0.21<br />
-0.21 -0.24 -0.25 -0.29 -0.17 -0.18 -0.28 -0.29 -0.27 -0.24 0.02<br />
-0.01 -0.02 -0.06 0.06 0.05 -0.05 -0.06 -0.04 -7.82e-03 -0.01 -0.04<br />
-0.06 -0.09 0.03 0.01 -0.08 -0.10 -0.07 -0.04 -0.27 -0.07 -0.25<br />
-0.05 -0.23 -0.03<br />
2 -0.19 -0.20 -0.18 -0.20 -0.34 -0.34 -0.33 -0.35 -0.20 -0.19 -0.20<br />
-0.34 -0.34 -0.34 6.70e-03 7.47e-04 0.01 -1.28e-03 -0.14 -0.15 -0.13 -0.15<br />
7.47e-04 6.73e-03 7.81e-04 -0.15 -0.14 -0.15 -0.19 -0.20 -0.18 -0.20 -0.34<br />
-0.34 -0.33 -0.35 -0.20 -0.19 -0.20 -0.34 -0.34 -0.34 6.70e-03 7.47e-04<br />
0.01 -1.28e-03 -0.14 -0.15 -0.13 -0.15 7.47e-04 6.73e-03 7.81e-04 -0.15 -0.14<br />
-0.15 -0.18 -0.20 -0.22 -0.25 -0.15 -0.16 -0.24 -0.25 -0.24 -0.20<br />
-0.21 -0.24 -0.25 -0.28 -0.18 -0.19 -0.27 -0.28 -0.27 -0.24 0.02<br />
-6.73e-03 -0.02 -0.05 0.05 0.04 -0.04 -0.05 -0.04 -6.30e-03 -0.01 -0.04<br />
-0.06 -0.08 0.02 5.87e-03 -0.07 -0.08 -0.07 -0.04 -0.27 -0.07 -0.25<br />
-0.05 -0.22 -0.03<br />
3 -0.19 -0.20 -0.18 -0.20 -0.33 -0.34 -0.33 -0.34 -0.20 -0.19 -0.20<br />
-0.34 -0.33 -0.34 8.63e-03 2.75e-03 0.01 2.44e-03 -0.14 -0.14 -0.13 -0.14<br />
2.75e-03 8.61e-03 2.72e-03 -0.14 -0.14 -0.14 -0.19 -0.20 -0.18 -0.20 -0.33<br />
-0.34 -0.33 -0.34 -0.20 -0.19 -0.20 -0.34 -0.33 -0.34 8.63e-03 2.75e-03<br />
0.01 2.44e-03 -0.14 -0.14 -0.13 -0.14 2.75e-03 8.61e-03 2.72e-03 -0.14 -0.14<br />
-0.14 -0.18 -0.20 -0.22 -0.24 -0.15 -0.17 -0.22 -0.24 -0.23 -0.20<br />
-0.21 -0.23 -0.25 -0.28 -0.19 -0.20 -0.26 -0.27 -0.26 -0.23 0.02<br />
-1.79e-03 -0.02 -0.05 0.04 0.03 -0.03 -0.04 -0.03 -4.45e-03 -0.01 -0.03<br />
-0.06 -0.08 0.01 -1.74e-03 -0.06 -0.07 -0.07 -0.04 -0.26 -0.07 -0.24<br />
-0.04 -0.22 -0.02<br />
4 -0.19 -0.19 -0.18 -0.19 -0.33 -0.34 -0.33 -0.33 -0.19 -0.19 -0.19<br />
-0.34 -0.33 -0.34 0.01 4.36e-03 0.01 5.56e-03 -0.13 -0.14 -0.13 -0.14<br />
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2533-06-00103.DOC<br />
63
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-0.08 -0.06 -0.07 -0.08 0.02 5.81e-03 -0.07 -0.04 -0.27 -0.07 -0.25<br />
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2533-06-00103.DOC<br />
64
-1.14e-03 5.02e-03 -1.00e-03 -0.15 -0.14 -0.15 -0.19 -0.20 -0.20 -0.18 -0.34<br />
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-0.05 -0.23 -0.03<br />
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2533-06-00103.DOC<br />
65
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2533-06-00103.DOC<br />
66
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2533-06-00103.DOC<br />
67
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2533-06-00103.DOC<br />
68
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-0.19 -0.24 -0.23 -0.27 -0.26 -0.26 -0.26 -0.22 -0.23 -0.26 -0.25<br />
-0.28 -0.26 -0.30 -0.29 -0.29 -0.30 -0.25 -0.26 -0.30 -0.28 -0.04<br />
2533-06-00103.DOC<br />
69
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-0.09 -0.27 -0.07<br />
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-0.03 -0.08 -0.06 -0.08 -0.08 -6.07e-03 -0.01 -0.07 -0.05 -0.08 -0.06<br />
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2533-06-00103.DOC<br />
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2533-06-00103.DOC<br />
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2533-06-00103.DOC<br />
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2533-06-00103.DOC<br />
78
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2533-06-00103.DOC<br />
79
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2533-06-00103.DOC<br />
81
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2533-06-00103.DOC<br />
82
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2533-06-00103.DOC<br />
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2533-06-00103.DOC<br />
84
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2533-06-00103.DOC<br />
88
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2533-06-00103.DOC<br />
89
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-0.38 -0.41 -0.45 -0.37 -0.40 -0.36 -0.35 -0.49 -0.48 -0.38 -0.41<br />
-0.44 -0.48 -0.40 -0.44 -0.40 -0.39 -0.53 -0.51 -0.42 -0.45 -0.20<br />
-0.24 -0.16 -0.20 -0.16 -0.15 -0.29 -0.28 -0.18 -0.21 -0.24 -0.28<br />
-0.20 -0.24 -0.20 -0.18 -0.32 -0.31 -0.22 -0.25 -0.51 -0.31 -0.49<br />
-0.28 -0.46 -0.26<br />
196 -0.43 -0.42 -0.42 -0.44 -0.59 -0.58 -0.58 -0.60 -0.42 -0.43 -0.42<br />
-0.58 -0.59 -0.58 -0.22 -0.22 -0.21 -0.23 -0.39 -0.38 -0.38 -0.40<br />
-0.22 -0.22 -0.22 -0.38 -0.39 -0.38 -0.43 -0.42 -0.42 -0.44 -0.59<br />
-0.58 -0.58 -0.60 -0.42 -0.43 -0.42 -0.58 -0.59 -0.58 -0.22 -0.22<br />
-0.21 -0.23 -0.39 -0.38 -0.38 -0.40 -0.22 -0.22 -0.22 -0.38 -0.39<br />
-0.38 -0.41 -0.44 -0.37 -0.40 -0.37 -0.36 -0.48 -0.47 -0.38 -0.41<br />
-0.44 -0.48 -0.40 -0.44 -0.41 -0.39 -0.52 -0.51 -0.42 -0.45 -0.21<br />
-0.24 -0.17 -0.20 -0.17 -0.15 -0.28 -0.27 -0.18 -0.21 -0.24 -0.28<br />
-0.20 -0.24 -0.20 -0.19 -0.32 -0.30 -0.22 -0.25 -0.51 -0.31 -0.49<br />
-0.28 -0.46 -0.26<br />
197 -0.43 -0.42 -0.42 -0.43 -0.59 -0.58 -0.58 -0.60 -0.42 -0.43 -0.42<br />
-0.58 -0.59 -0.58 -0.22 -0.22 -0.22 -0.23 -0.39 -0.38 -0.38 -0.39<br />
-0.22 -0.22 -0.22 -0.38 -0.39 -0.38 -0.43 -0.42 -0.42 -0.43 -0.59<br />
-0.58 -0.58 -0.60 -0.42 -0.43 -0.42 -0.58 -0.59 -0.58 -0.22 -0.22<br />
-0.22 -0.23 -0.39 -0.38 -0.38 -0.39 -0.22 -0.22 -0.22 -0.38 -0.39<br />
-0.38 -0.41 -0.44 -0.37 -0.40 -0.38 -0.37 -0.47 -0.46 -0.38 -0.41<br />
-0.45 -0.48 -0.41 -0.43 -0.41 -0.40 -0.51 -0.50 -0.42 -0.45 -0.21<br />
-0.24 -0.17 -0.20 -0.18 -0.16 -0.27 -0.26 -0.18 -0.21 -0.25 -0.27<br />
2533-06-00103.DOC<br />
90
-0.20 -0.23 -0.21 -0.20 -0.31 -0.29 -0.22 -0.25 -0.51 -0.31 -0.49<br />
-0.28 -0.46 -0.26<br />
198 -0.42 -0.42 -0.42 -0.43 -0.59 -0.58 -0.58 -0.59 -0.42 -0.42 -0.42<br />
-0.58 -0.59 -0.58 -0.22 -0.22 -0.22 -0.23 -0.38 -0.38 -0.38 -0.39<br />
-0.22 -0.22 -0.22 -0.38 -0.38 -0.38 -0.42 -0.42 -0.42 -0.43 -0.59<br />
-0.58 -0.58 -0.59 -0.42 -0.42 -0.42 -0.58 -0.59 -0.58 -0.22 -0.22<br />
-0.22 -0.23 -0.38 -0.38 -0.38 -0.39 -0.22 -0.22 -0.22 -0.38 -0.38<br />
-0.38 -0.41 -0.44 -0.37 -0.39 -0.39 -0.38 -0.46 -0.45 -0.38 -0.41<br />
-0.45 -0.47 -0.41 -0.43 -0.42 -0.41 -0.50 -0.48 -0.42 -0.45 -0.21<br />
-0.23 -0.17 -0.19 -0.19 -0.17 -0.26 -0.25 -0.18 -0.21 -0.25 -0.27<br />
-0.21 -0.23 -0.22 -0.21 -0.29 -0.28 -0.22 -0.25 -0.51 -0.31 -0.48<br />
-0.28 -0.46 -0.26<br />
199 -0.42 -0.42 -0.42 -0.43 -0.58 -0.58 -0.58 -0.59 -0.42 -0.42 -0.42<br />
-0.58 -0.58 -0.58 -0.22 -0.22 -0.22 -0.23 -0.38 -0.38 -0.38 -0.39<br />
-0.22 -0.22 -0.22 -0.38 -0.38 -0.38 -0.42 -0.42 -0.42 -0.43 -0.58<br />
-0.58 -0.58 -0.59 -0.42 -0.42 -0.42 -0.58 -0.58 -0.58 -0.22 -0.22<br />
-0.22 -0.23 -0.38 -0.38 -0.38 -0.39 -0.22 -0.22 -0.22 -0.38 -0.38<br />
-0.38 -0.42 -0.43 -0.37 -0.39 -0.40 -0.38 -0.45 -0.44 -0.38 -0.41<br />
-0.45 -0.47 -0.41 -0.43 -0.43 -0.42 -0.49 -0.47 -0.42 -0.45 -0.21<br />
-0.23 -0.17 -0.19 -0.20 -0.18 -0.25 -0.24 -0.18 -0.21 -0.25 -0.27<br />
-0.21 -0.22 -0.23 -0.22 -0.28 -0.27 -0.22 -0.25 -0.51 -0.31 -0.48<br />
-0.28 -0.46 -0.26<br />
200 -0.42 -0.42 -0.42 -0.43 -0.58 -0.58 -0.58 -0.59 -0.42 -0.42 -0.42<br />
-0.58 -0.58 -0.58 -0.22 -0.22 -0.22 -0.22 -0.38 -0.38 -0.38 -0.38<br />
-0.22 -0.22 -0.22 -0.38 -0.38 -0.38 -0.42 -0.42 -0.42 -0.43 -0.58<br />
-0.58 -0.58 -0.59 -0.42 -0.42 -0.42 -0.58 -0.58 -0.58 -0.22 -0.22<br />
-0.22 -0.22 -0.38 -0.38 -0.38 -0.38 -0.22 -0.22 -0.22 -0.38 -0.38<br />
-0.38 -0.42 -0.43 -0.38 -0.39 -0.41 -0.39 -0.44 -0.43 -0.38 -0.41<br />
-0.45 -0.46 -0.41 -0.42 -0.44 -0.43 -0.48 -0.46 -0.42 -0.45 -0.22<br />
-0.23 -0.17 -0.19 -0.20 -0.19 -0.24 -0.23 -0.18 -0.21 -0.25 -0.26<br />
-0.21 -0.22 -0.24 -0.23 -0.27 -0.26 -0.22 -0.24 -0.51 -0.30 -0.48<br />
-0.28 -0.46 -0.26<br />
201 -0.42 -0.42 -0.42 -0.42 -0.58 -0.58 -0.58 -0.58 -0.42 -0.42 -0.42<br />
-0.58 -0.58 -0.58 -0.22 -0.22 -0.22 -0.22 -0.38 -0.37 -0.38 -0.38<br />
-0.22 -0.22 -0.22 -0.37 -0.38 -0.37 -0.42 -0.42 -0.42 -0.42 -0.58<br />
-0.58 -0.58 -0.58 -0.42 -0.42 -0.42 -0.58 -0.58 -0.58 -0.22 -0.22<br />
-0.22 -0.22 -0.38 -0.37 -0.38 -0.38 -0.22 -0.22 -0.22 -0.37 -0.38<br />
-0.37 -0.42 -0.43 -0.38 -0.38 -0.41 -0.40 -0.43 -0.42 -0.38 -0.41<br />
-0.46 -0.46 -0.41 -0.42 -0.45 -0.44 -0.47 -0.45 -0.42 -0.45 -0.22<br />
-0.22 -0.18 -0.18 -0.21 -0.20 -0.23 -0.22 -0.18 -0.21 -0.25 -0.26<br />
-0.21 -0.22 -0.25 -0.23 -0.27 -0.25 -0.22 -0.24 -0.51 -0.30 -0.48<br />
-0.28 -0.46 -0.26<br />
202 -0.42 -0.42 -0.42 -0.42 -0.58 -0.58 -0.58 -0.58 -0.42 -0.42 -0.42<br />
-0.58 -0.58 -0.58 -0.22 -0.21 -0.22 -0.22 -0.38 -0.37 -0.38 -0.38<br />
-0.21 -0.22 -0.21 -0.37 -0.38 -0.37 -0.42 -0.42 -0.42 -0.42 -0.58<br />
-0.58 -0.58 -0.58 -0.42 -0.42 -0.42 -0.58 -0.58 -0.58 -0.22 -0.21<br />
-0.22 -0.22 -0.38 -0.37 -0.38 -0.38 -0.21 -0.22 -0.21 -0.37 -0.38<br />
-0.37 -0.42 -0.42 -0.38 -0.38 -0.42 -0.41 -0.42 -0.41 -0.38 -0.41<br />
-0.46 -0.46 -0.42 -0.42 -0.46 -0.45 -0.46 -0.45 -0.42 -0.45 -0.22<br />
-0.22 -0.18 -0.18 -0.22 -0.21 -0.22 -0.21 -0.18 -0.21 -0.26 -0.26<br />
-0.21 -0.21 -0.26 -0.24 -0.26 -0.24 -0.21 -0.24 -0.51 -0.30 -0.48<br />
-0.28 -0.46 -0.26<br />
203 -0.42 -0.42 -0.42 -0.42 -0.58 -0.58 -0.58 -0.58 -0.42 -0.42 -0.42<br />
-0.58 -0.58 -0.58 -0.22 -0.22 -0.22 -0.22 -0.38 -0.37 -0.38 -0.38<br />
-0.22 -0.22 -0.22 -0.37 -0.38 -0.37 -0.42 -0.42 -0.42 -0.42 -0.58<br />
-0.58 -0.58 -0.58 -0.42 -0.42 -0.42 -0.58 -0.58 -0.58 -0.22 -0.22<br />
-0.22 -0.22 -0.38 -0.37 -0.38 -0.38 -0.22 -0.22 -0.22 -0.37 -0.38<br />
-0.37 -0.43 -0.42 -0.38 -0.38 -0.43 -0.42 -0.41 -0.40 -0.38 -0.41<br />
-0.46 -0.46 -0.42 -0.41 -0.47 -0.45 -0.45 -0.44 -0.42 -0.45 -0.22<br />
-0.22 -0.18 -0.18 -0.23 -0.22 -0.21 -0.20 -0.18 -0.21 -0.26 -0.25<br />
-0.22 -0.21 -0.27 -0.25 -0.25 -0.23 -0.22 -0.24 -0.51 -0.30 -0.48<br />
-0.28 -0.46 -0.26<br />
204 -0.42 -0.42 -0.43 -0.42 -0.58 -0.58 -0.59 -0.58 -0.42 -0.42 -0.42<br />
-0.58 -0.58 -0.58 -0.22 -0.22 -0.22 -0.22 -0.38 -0.38 -0.38 -0.38<br />
-0.22 -0.22 -0.22 -0.38 -0.38 -0.38 -0.42 -0.42 -0.43 -0.42 -0.58<br />
-0.58 -0.59 -0.58 -0.42 -0.42 -0.42 -0.58 -0.58 -0.58 -0.22 -0.22<br />
-0.22 -0.22 -0.38 -0.38 -0.38 -0.38 -0.22 -0.22 -0.22 -0.38 -0.38<br />
-0.38 -0.43 -0.42 -0.39 -0.38 -0.44 -0.43 -0.41 -0.39 -0.38 -0.41<br />
-0.46 -0.45 -0.42 -0.41 -0.48 -0.46 -0.44 -0.43 -0.42 -0.45 -0.23<br />
-0.22 -0.19 -0.17 -0.24 -0.23 -0.20 -0.19 -0.18 -0.21 -0.26 -0.25<br />
-0.22 -0.21 -0.27 -0.26 -0.24 -0.23 -0.22 -0.24 -0.51 -0.30 -0.48<br />
2533-06-00103.DOC<br />
91
-0.28 -0.46 -0.26<br />
205 -0.42 -0.42 -0.43 -0.42 -0.58 -0.58 -0.59 -0.58 -0.42 -0.42 -0.42<br />
-0.58 -0.58 -0.58 -0.22 -0.22 -0.23 -0.22 -0.38 -0.38 -0.39 -0.38<br />
-0.22 -0.22 -0.22 -0.38 -0.38 -0.38 -0.42 -0.42 -0.43 -0.42 -0.58<br />
-0.58 -0.59 -0.58 -0.42 -0.42 -0.42 -0.58 -0.58 -0.58 -0.22 -0.22<br />
-0.23 -0.22 -0.38 -0.38 -0.39 -0.38 -0.22 -0.22 -0.22 -0.38 -0.38<br />
-0.38 -0.43 -0.42 -0.39 -0.37 -0.45 -0.44 -0.40 -0.38 -0.38 -0.41<br />
-0.47 -0.45 -0.43 -0.41 -0.49 -0.47 -0.43 -0.42 -0.42 -0.45 -0.23<br />
-0.21 -0.19 -0.17 -0.25 -0.24 -0.20 -0.18 -0.18 -0.21 -0.27 -0.25<br />
-0.22 -0.21 -0.28 -0.27 -0.23 -0.22 -0.22 -0.25 -0.51 -0.31 -0.48<br />
-0.28 -0.46 -0.26<br />
206 -0.42 -0.42 -0.43 -0.42 -0.59 -0.58 -0.59 -0.58 -0.42 -0.42 -0.42<br />
-0.58 -0.59 -0.58 -0.22 -0.22 -0.23 -0.22 -0.38 -0.38 -0.39 -0.38<br />
-0.22 -0.22 -0.22 -0.38 -0.38 -0.38 -0.42 -0.42 -0.43 -0.42 -0.59<br />
-0.58 -0.59 -0.58 -0.42 -0.42 -0.42 -0.58 -0.59 -0.58 -0.22 -0.22<br />
-0.23 -0.22 -0.38 -0.38 -0.39 -0.38 -0.22 -0.22 -0.22 -0.38 -0.38<br />
-0.38 -0.44 -0.41 -0.39 -0.37 -0.46 -0.45 -0.39 -0.38 -0.38 -0.41<br />
-0.47 -0.45 -0.43 -0.41 -0.50 -0.48 -0.42 -0.41 -0.42 -0.45 -0.23<br />
-0.21 -0.19 -0.17 -0.26 -0.25 -0.19 -0.17 -0.18 -0.21 -0.27 -0.25<br />
-0.23 -0.21 -0.29 -0.28 -0.22 -0.21 -0.22 -0.25 -0.51 -0.31 -0.48<br />
-0.28 -0.46 -0.26<br />
207 -0.43 -0.42 -0.43 -0.42 -0.59 -0.58 -0.60 -0.58 -0.42 -0.43 -0.42<br />
-0.58 -0.59 -0.58 -0.22 -0.22 -0.23 -0.22 -0.39 -0.38 -0.39 -0.38<br />
-0.22 -0.22 -0.22 -0.38 -0.39 -0.38 -0.43 -0.42 -0.43 -0.42 -0.59<br />
-0.58 -0.60 -0.58 -0.42 -0.43 -0.42 -0.58 -0.59 -0.58 -0.22 -0.22<br />
-0.23 -0.22 -0.39 -0.38 -0.39 -0.38 -0.22 -0.22 -0.22 -0.38 -0.39<br />
-0.38 -0.44 -0.41 -0.40 -0.37 -0.47 -0.46 -0.38 -0.37 -0.38 -0.41<br />
-0.48 -0.45 -0.43 -0.41 -0.51 -0.50 -0.42 -0.40 -0.42 -0.45 -0.24<br />
-0.21 -0.20 -0.17 -0.27 -0.26 -0.18 -0.16 -0.18 -0.21 -0.27 -0.25<br />
-0.23 -0.20 -0.31 -0.29 -0.21 -0.20 -0.22 -0.25 -0.51 -0.31 -0.49<br />
-0.28 -0.46 -0.26<br />
208 -0.43 -0.42 -0.44 -0.42 -0.59 -0.58 -0.60 -0.58 -0.42 -0.43 -0.42<br />
-0.58 -0.59 -0.58 -0.22 -0.22 -0.23 -0.21 -0.39 -0.38 -0.40 -0.38<br />
-0.22 -0.22 -0.22 -0.38 -0.39 -0.38 -0.43 -0.42 -0.44 -0.42 -0.59<br />
-0.58 -0.60 -0.58 -0.42 -0.43 -0.42 -0.58 -0.59 -0.58 -0.22 -0.22<br />
-0.23 -0.21 -0.39 -0.38 -0.40 -0.38 -0.22 -0.22 -0.22 -0.38 -0.39<br />
-0.38 -0.44 -0.41 -0.40 -0.37 -0.48 -0.47 -0.37 -0.36 -0.38 -0.41<br />
-0.48 -0.44 -0.44 -0.40 -0.52 -0.51 -0.41 -0.39 -0.42 -0.45 -0.24<br />
-0.21 -0.20 -0.17 -0.28 -0.27 -0.17 -0.15 -0.18 -0.21 -0.28 -0.24<br />
-0.24 -0.20 -0.32 -0.30 -0.20 -0.19 -0.22 -0.25 -0.51 -0.31 -0.49<br />
-0.28 -0.46 -0.26<br />
209 -0.43 -0.42 -0.44 -0.41 -0.59 -0.58 -0.60 -0.58 -0.42 -0.43 -0.42<br />
-0.58 -0.59 -0.58 -0.22 -0.22 -0.24 -0.21 -0.39 -0.38 -0.40 -0.37<br />
-0.22 -0.22 -0.22 -0.38 -0.39 -0.38 -0.43 -0.42 -0.44 -0.41 -0.59<br />
-0.58 -0.60 -0.58 -0.42 -0.43 -0.42 -0.58 -0.59 -0.58 -0.22 -0.22<br />
-0.24 -0.21 -0.39 -0.38 -0.40 -0.37 -0.22 -0.22 -0.22 -0.38 -0.39<br />
-0.38 -0.45 -0.41 -0.40 -0.37 -0.49 -0.48 -0.36 -0.35 -0.38 -0.41<br />
-0.48 -0.44 -0.44 -0.40 -0.53 -0.51 -0.40 -0.39 -0.42 -0.45 -0.24<br />
-0.20 -0.20 -0.16 -0.29 -0.28 -0.16 -0.15 -0.18 -0.21 -0.28 -0.24<br />
-0.24 -0.20 -0.32 -0.31 -0.20 -0.18 -0.22 -0.25 -0.51 -0.31 -0.49<br />
-0.28 -0.46 -0.26<br />
Nodo (G) Pt 1/12 Pt 2/13 Pt 3... Pt 4...<br />
-0.60<br />
0.06<br />
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92
7.3 VERIFICHE ELEMENTI PARETE E GUSCIO IN C.A.<br />
Nel caso dei gusci e nel caso in cui la progettazione <strong>della</strong> parete sia integrata o effettuata del tutto con<br />
progettazione locale si produce una tabella nella quale vengono riportati per ogni macroelemento il numero<br />
dello stesso ed il codice di verifica.<br />
Per la progettazione con il metodo degli stati limite vengono riportati il rapporto x/d, la verifica per sollecitazioni<br />
ultime e la verifica per compressione media con l’indicazione delle due combinazioni in cui si sono attinti i<br />
rispettivi valori.<br />
Nel caso in cui si sia proceduto alla progettazione con le tensioni ammissibili vengono riportate le massime<br />
tensioni nell’elemento (massima compressione nel calcestruzzo, massima compressione media nel<br />
calcestruzzo, massima tensione nell’acciaio) con l’indicazione delle combinazioni in cui si sono attinti i<br />
rispettivi valori.<br />
Per ogni elemento viene riportata inoltre la maglia di armatura necessaria in relazione alle risultanze <strong>della</strong><br />
progettazione dei nodi dell’elemento stesso (diametri in mm, passi in cm). Le quantità di armature necessarie<br />
sono armature (disposte rispettivamente in direzione principale e secondaria, inferiore e superiore) distribuite<br />
nell’elemento ed espresse in centimetri quadri per sviluppo lineare pari ad un metro.<br />
In particolare i simboli utilizzati assumono il seguente significato:<br />
M_S<br />
macroelemento di tipo setto (elementi verticali contigui ed analoghi per proprietà)<br />
M_G<br />
macroelemento di tipo guscio (elementi non verticali contigui ed analoghi per proprietà)<br />
Stato<br />
codice di verifica dell’elemento<br />
Nodo<br />
numero del nodo<br />
x/d<br />
rapporto tra posizione dell’asse neutro e altezza utile alla rottura <strong>della</strong> sezione (per sola<br />
flessione)<br />
verif.<br />
rapporto Sd/Su con sollecitazioni ultime proporzionali: valore minore o uguale a 1 per<br />
verifica positiva<br />
Ver.rd rapporto Nd/Nu (Nu ottenuto con riduzione del 25% di fcd): valore minore o uguale a 1<br />
per verifica positiva<br />
Rete pr<br />
maglia di armatura (diametro/passo) in direzione principale inferiore e superiore<br />
Rete sec<br />
maglia di armatura (diametro/passo) in direzione secondaria inferiore e superiore<br />
Aggiuntivi relativa armatura aggiuntiva (diametro/passo) inferiore (i) e superiore (s) eventualmente<br />
differenziate<br />
sc max<br />
massima tensione di compressione del calcestruzzo<br />
sc med<br />
massima tensione media di compressione del calcestruzzo<br />
sf max<br />
massima tensione dell’acciaio<br />
Rif. cmb<br />
combinazioni di carico in cui si verificano i valori riportati<br />
Af pr-<br />
quantità di armatura richiesta in direzione principale relativa alla faccia negativa<br />
(intradosso piastre) (valore derivante da calcolo o minimo normativo)<br />
Af pr+<br />
quantità di armatura richiesta in direzione principale relativa alla faccia positiva<br />
(estradosso piastre) (valore derivante da calcolo o minimo normativo)<br />
Af sec- Af sec+ valori analoghi a quelli soprariportati ma relativi alla armatura secondaria<br />
N M azioni membranali e flessionali (in direzione dell’armatura principale e secondaria)<br />
estratte, poiché rappresentative, tra quelle utilizzate per il progetto e la verifica<br />
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93
M_S Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
daN/cm daN/cm daN/cm daN daN daN<br />
3 ok 1 0.25 0.1 1.17e-02 7.7 7.7 7.7 7.7 -42.3 -1.1 8.6 -743.9 -53.7 9.8<br />
3 ok 14 0.25 0.1 8.07e-03 7.7 7.7 7.7 7.7 -27.3 2.0 10.1 -714.3 -130.1 41.7<br />
3 ok 27 0.25 6.00e-02 1.10e-02 7.7 7.7 7.7 7.7 -38.9 0.6 10.1 -428.4 -95.8 43.4<br />
3 ok 210 0.25 0.1 1.18e-02 7.7 7.7 7.7 7.7 -42.8 -2.8 8.5 -768.1 -70.2 -22.8<br />
3 ok 212 0.25 0.1 8.35e-03 7.7 7.7 7.7 7.7 -27.1 -2.81e-02 10.1 -696.4 -124.2 -37.5<br />
3 ok 214 0.25 6.47e-02 1.11e-02 7.7 7.7 7.7 7.7 -39.3 -1.5 10.1 -427.3 -91.9 -39.4<br />
3 ok 255 0.25 6.39e-02 7.11e-03 7.7 7.7 7.7 7.7 -25.1 -0.9 6.8 -352.8 -33.7 -74.7<br />
3 ok 257 0.25 6.20e-02 8.42e-03 7.7 7.7 7.7 7.7 -26.3 -0.9 12.9 -336.8 -110.2 -66.1<br />
3 ok 259 0.25 5.31e-02 9.70e-03 7.7 7.7 7.7 7.7 -31.9 -1.6 12.9 -323.0 -108.5 -48.7<br />
3 ok 291 0.25 3.46e-02 3.82e-03 7.7 7.7 7.7 7.7 -11.8 -0.8 6.0 -141.4 -5.7 -57.6<br />
3 ok 293 0.25 4.84e-02 7.38e-03 7.7 7.7 7.7 7.7 -21.3 -2.4 13.0 -193.7 -151.8 -64.5<br />
3 ok 295 0.25 4.57e-02 8.84e-03 7.7 7.7 7.7 7.7 -27.8 -3.1 13.0 -255.0 -159.1 -38.8<br />
3 ok 327 0.25 2.09e-02 1.94e-03 7.7 7.7 7.7 7.7 -1.9 -3.7 4.4 -51.2 -11.9 -14.1<br />
3 ok 329 0.25 5.12e-02 6.03e-03 7.7 7.7 7.7 7.7 -14.0 -5.6 12.3 -141.0 -155.7 3.1<br />
3 ok 331 0.25 5.14e-02 8.53e-03 7.7 7.7 7.7 7.7 -27.0 -7.2 11.4 -314.6 -176.5 14.6<br />
3 ok 372 0.25 1.03e-02 1.91e-04 7.7 7.7 7.7 7.7 -0.2 1.2 -0.2 -28.1 -37.8 -5.0<br />
3 ok 374 0.25 4.97e-02 5.90e-03 7.7 7.7 7.7 7.7 -2.5 -15.7 11.4 -18.0 -122.1 122.4<br />
3 ok 376 0.25 5.19e-02 9.53e-03 7.7 7.7 7.7 7.7 -28.4 -18.8 11.4 -312.3 -157.4 111.1<br />
M_S x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
-42.75 -18.78 -0.18 -768.13 -176.53 -74.69<br />
0.25 0.13 0.01 7.70 7.70 7.70 7.70 -0.23 1.98 12.99 -17.97 -5.70 122.37<br />
M_S Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
daN/cm daN/cm daN/cm daN daN daN<br />
4 ok 13 0.25 0.1 1.17e-02 7.7 7.7 7.7 7.7 -42.3 -1.1 8.6 743.9 53.7 -9.8<br />
4 ok 26 0.25 0.1 8.07e-03 7.7 7.7 7.7 7.7 -27.3 2.0 10.1 714.2 130.1 -41.7<br />
4 ok 39 0.25 6.00e-02 1.10e-02 7.7 7.7 7.7 7.7 -38.9 0.6 10.1 428.3 95.8 -43.4<br />
4 ok 211 0.25 0.1 1.18e-02 7.7 7.7 7.7 7.7 -42.8 -2.8 8.6 768.1 70.2 22.8<br />
4 ok 213 0.25 0.1 8.35e-03 7.7 7.7 7.7 7.7 -27.1 -2.81e-02 10.1 696.3 124.2 37.5<br />
4 ok 215 0.25 6.47e-02 1.11e-02 7.7 7.7 7.7 7.7 -39.3 -1.5 10.1 427.3 91.9 39.4<br />
4 ok 256 0.25 6.38e-02 7.11e-03 7.7 7.7 7.7 7.7 -25.1 -0.9 6.8 352.8 33.7 74.7<br />
4 ok 258 0.25 6.20e-02 8.42e-03 7.7 7.7 7.7 7.7 -26.3 -0.9 12.9 336.7 110.2 66.1<br />
4 ok 260 0.25 5.31e-02 9.70e-03 7.7 7.7 7.7 7.7 -31.9 -1.6 12.9 322.9 108.6 48.6<br />
4 ok 292 0.25 3.46e-02 3.83e-03 7.7 7.7 7.7 7.7 -11.8 -0.8 6.0 141.4 5.7 57.5<br />
4 ok 294 0.25 4.84e-02 7.39e-03 7.7 7.7 7.7 7.7 -21.3 -2.4 13.0 193.7 151.8 64.5<br />
4 ok 296 0.25 4.57e-02 8.85e-03 7.7 7.7 7.7 7.7 -27.8 -3.1 13.0 255.0 159.1 38.8<br />
4 ok 328 0.25 2.09e-02 1.94e-03 7.7 7.7 7.7 7.7 -1.9 -3.7 4.4 51.2 11.9 14.0<br />
4 ok 330 0.25 5.12e-02 6.03e-03 7.7 7.7 7.7 7.7 -14.0 -5.6 12.3 141.1 155.7 -3.1<br />
4 ok 332 0.25 5.14e-02 8.54e-03 7.7 7.7 7.7 7.7 -27.0 -7.2 11.4 314.6 176.6 -14.6<br />
4 ok 373 0.25 1.03e-02 1.91e-04 7.7 7.7 7.7 7.7 -0.2 1.2 -0.2 28.2 37.8 5.0<br />
4 ok 375 0.25 4.97e-02 5.91e-03 7.7 7.7 7.7 7.7 -2.5 -15.7 11.4 18.0 122.1 -122.4<br />
4 ok 388 0.25 5.19e-02 9.53e-03 7.7 7.7 7.7 7.7 -28.4 -18.8 11.4 312.4 157.4 -111.1<br />
M_S x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
-42.76 -18.78 -0.18 17.97 5.70 -122.40<br />
0.25 0.13 0.01 7.70 7.70 7.70 7.70 -0.23 1.98 13.00 768.07 176.57 74.69<br />
M_S Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
daN/cm daN/cm daN/cm daN daN daN<br />
5 ok 27 0.11 0.2 1.20e-02 7.7 7.7 7.7 7.7 -78.2 0.5 20.7 -3359.8 -245.4 100.0<br />
5 ok 40 0.11 0.2 1.04e-02 7.7 7.7 7.7 7.7 -65.7 8.1 22.6 -2898.1 -361.9 36.6<br />
5 ok 53 0.11 0.2 9.65e-03 7.7 7.7 7.7 7.7 -60.1 8.7 22.6 -2694.5 -337.5 48.3<br />
5 ok 66 0.11 0.2 9.38e-03 7.7 7.7 7.7 7.7 -58.8 15.9 22.3 -2589.2 -347.4 34.4<br />
5 ok 79 0.11 0.2 1.04e-02 7.7 7.7 7.7 7.7 -66.0 32.9 14.3 -2592.6 -355.8 34.9<br />
5 ok 92 0.11 0.2 1.27e-02 7.7 7.7 7.7 7.7 -85.6 30.5 14.3 -2613.4 -358.3 60.2<br />
5 ok 106 0.11 7.16e-02 3.20e-02 7.7 7.7 7.7 7.7 -220.4 17.6 -18.6 -2468.1 -346.3 122.5<br />
5 ok 214 0.11 0.2 1.20e-02 7.7 7.7 7.7 7.7 -78.3 -0.5 20.7 -3363.1 -272.8 -55.3<br />
5 ok 216 0.11 0.2 1.07e-02 7.7 7.7 7.7 7.7 -66.9 -1.7 22.6 -2900.5 -381.6 -30.1<br />
5 ok 218 0.11 0.2 9.96e-03 7.7 7.7 7.7 7.7 -61.5 -3.2 22.3 -2699.7 -381.1 -13.3<br />
5 ok 220 0.11 0.2 9.92e-03 7.7 7.7 7.7 7.7 -61.3 -5.3 20.9 -2620.1 -371.9 11.3<br />
5 ok 222 0.11 0.2 1.11e-02 7.7 7.7 7.7 7.7 -71.1 -9.9 14.3 -2597.7 -398.6 41.8<br />
5 ok 224 0.11 0.1 1.62e-02 7.7 7.7 7.7 7.7 -88.6 0.6 -17.5 -2675.5 -356.6 79.3<br />
5 ok 227 0.11 6.04e-02 3.26e-02 7.7 7.7 7.7 7.7 -225.5 -15.8 -17.5 -2533.3 -339.5 73.1<br />
5 ok 259 0.11 0.2 9.97e-03 7.7 7.7 7.7 7.7 -63.8 -3.4 19.1 -2511.1 -263.5 -130.3<br />
5 ok 261 0.11 0.2 1.03e-02 7.7 7.7 7.7 7.7 -64.1 -9.4 21.9 -2405.4 -323.2 -49.6<br />
2533-06-00103.DOC<br />
94
5 ok 263 0.11 0.2 9.81e-03 7.7 7.7 7.7 7.7 -59.3 -17.7 21.2 -2296.5 -324.8 -28.7<br />
5 ok 265 0.11 0.1 9.82e-03 7.7 7.7 7.7 7.7 -59.2 -25.7 19.4 -2280.7 -341.4 -28.6<br />
5 ok 267 0.11 0.1 1.11e-02 7.7 7.7 7.7 7.7 -69.7 -26.0 9.6 -2182.6 -377.2 -22.7<br />
5 ok 269 0.11 5.91e-02 1.77e-02 7.7 7.7 7.7 7.7 -113.3 -31.2 9.6 -2005.6 -356.0 -5.7<br />
5 ok 272 0.11 4.68e-02 3.11e-02 7.7 7.7 7.7 7.7 -215.5 -23.8 -9.1 -1800.3 -222.3 -15.4<br />
5 ok 295 0.11 0.1 8.70e-03 7.7 7.7 7.7 7.7 -55.4 -6.3 16.2 -2043.6 -290.3 -118.9<br />
5 ok 297 0.11 0.1 9.48e-03 7.7 7.7 7.7 7.7 -60.8 -15.4 16.1 -2119.7 -307.6 -73.5<br />
5 ok 299 0.11 0.1 9.13e-03 7.7 7.7 7.7 7.7 -53.3 -14.5 7.9 -2116.2 -307.2 -78.0<br />
5 ok 301 0.11 0.1 9.14e-03 7.7 7.7 7.7 7.7 -56.2 -37.3 13.5 -2098.2 -293.3 -103.1<br />
5 ok 303 0.11 0.1 1.09e-02 7.7 7.7 7.7 7.7 -62.8 -35.3 15.3 -1982.7 -327.5 -208.5<br />
5 ok 305 0.11 5.99e-02 1.79e-02 7.7 7.7 7.7 7.7 -115.9 -41.7 15.3 -1787.9 -304.1 -255.1<br />
5 ok 308 0.11 4.29e-02 3.11e-02 7.7 7.7 7.7 7.7 -211.9 -30.1 23.7 -1525.1 -172.1 -209.6<br />
5 ok 331 0.11 0.2 7.90e-03 7.7 7.7 7.7 7.7 -53.5 -10.1 6.1 -2389.3 -350.5 57.6<br />
5 ok 333 0.11 0.2 8.87e-03 7.7 7.7 7.7 7.7 -60.1 -21.2 -1.1 -2484.3 -315.3 -44.3<br />
5 ok 335 0.11 0.2 8.20e-03 7.7 7.7 7.7 7.7 -51.2 -20.1 -1.1 -2318.7 -295.4 -41.3<br />
5 ok 337 0.11 0.1 8.13e-03 7.7 7.7 7.7 7.7 -49.3 -30.9 -2.1 -2214.3 -262.3 -79.0<br />
5 ok 339 0.11 0.1 1.06e-02 7.7 7.7 7.7 7.7 -57.0 -46.3 12.1 -2113.5 -267.8 -198.5<br />
5 ok 341 0.11 0.2 1.74e-02 7.7 7.7 7.7 7.7 -81.6 -49.3 11.9 -2153.5 -270.2 -259.3<br />
5 ok 344 0.11 5.47e-02 3.77e-02 7.7 7.7 7.7 7.7 -251.8 -39.8 48.6 -2102.9 -246.7 -254.2<br />
5 ok 376 0.11 0.2 8.05e-03 7.7 7.7 7.7 7.7 -55.0 -22.0 5.5 -2452.9 -246.3 59.1<br />
5 ok 389 0.11 0.2 8.81e-03 7.7 7.7 7.7 7.7 -61.0 -28.6 -1.1 -2484.9 -320.3 -98.6<br />
5 ok 402 0.11 0.2 7.64e-03 7.7 7.7 7.7 7.7 -52.1 -27.6 -1.1 -2319.3 -300.4 -95.6<br />
5 ok 415 0.11 0.1 7.24e-03 7.7 7.7 7.7 7.7 -49.7 -33.7 -2.1 -2211.4 -237.8 -112.4<br />
5 ok 428 0.11 0.1 8.96e-03 7.7 7.7 7.7 7.7 -56.1 -38.6 11.9 -2101.8 -166.6 -187.9<br />
5 ok 441 0.11 0.1 1.65e-02 7.7 7.7 7.7 7.7 -80.5 -40.3 50.1 -2142.0 -174.3 -260.2<br />
5 ok 455 0.11 5.48e-02 3.82e-02 7.7 7.7 7.7 7.7 -250.5 -60.7 50.1 -2032.0 -161.1 -295.2<br />
M_S x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
-251.84 -60.65 -18.56 -3363.12 -398.57 -295.18<br />
0.11 0.23 0.04 7.70 7.70 7.70 7.70 -49.34 32.86 50.09 -1525.08 -161.15 122.54<br />
M_S Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
daN/cm daN/cm daN/cm daN daN daN<br />
6 ok 39 0.11 0.2 1.20e-02 7.7 7.7 7.7 7.7 -78.2 0.5 20.7 3359.4 245.4 -100.1<br />
6 ok 52 0.11 0.2 1.04e-02 7.7 7.7 7.7 7.7 -65.7 8.1 22.6 2897.8 361.9 -36.7<br />
6 ok 65 0.11 0.2 9.65e-03 7.7 7.7 7.7 7.7 -60.1 8.8 22.6 2694.2 337.5 -48.3<br />
6 ok 78 0.11 0.2 9.38e-03 7.7 7.7 7.7 7.7 -58.8 15.9 22.3 2589.1 347.4 -34.4<br />
6 ok 91 0.11 0.2 1.04e-02 7.7 7.7 7.7 7.7 -66.0 32.9 14.3 2592.7 355.8 -35.0<br />
6 ok 104 0.11 0.2 1.27e-02 7.7 7.7 7.7 7.7 -85.7 30.5 14.3 2613.7 358.3 -60.2<br />
6 ok 118 0.11 7.16e-02 3.21e-02 7.7 7.7 7.7 7.7 -220.5 17.6 -18.5 2468.5 346.3 -122.5<br />
6 ok 215 0.11 0.2 1.20e-02 7.7 7.7 7.7 7.7 -78.3 -0.5 20.7 3362.7 272.7 55.2<br />
6 ok 217 0.11 0.2 1.07e-02 7.7 7.7 7.7 7.7 -66.9 -1.7 22.6 2900.1 381.6 30.1<br />
6 ok 219 0.11 0.2 9.96e-03 7.7 7.7 7.7 7.7 -61.5 -3.2 22.3 2699.5 381.1 13.2<br />
6 ok 221 0.11 0.2 9.92e-03 7.7 7.7 7.7 7.7 -61.3 -5.3 20.9 2620.0 371.9 -11.4<br />
6 ok 223 0.11 0.2 1.11e-02 7.7 7.7 7.7 7.7 -71.2 -9.9 14.3 2597.8 398.5 -41.8<br />
6 ok 225 0.11 0.1 1.62e-02 7.7 7.7 7.7 7.7 -88.6 0.6 -17.5 2675.7 356.5 -79.3<br />
6 ok 228 0.11 6.04e-02 3.26e-02 7.7 7.7 7.7 7.7 -225.5 -15.8 -17.5 2533.7 339.4 -73.2<br />
6 ok 260 0.11 0.2 9.97e-03 7.7 7.7 7.7 7.7 -63.8 -3.4 19.1 2510.9 263.5 130.2<br />
6 ok 262 0.11 0.2 1.03e-02 7.7 7.7 7.7 7.7 -64.1 -9.4 21.9 2405.2 323.2 49.5<br />
6 ok 264 0.11 0.2 9.81e-03 7.7 7.7 7.7 7.7 -59.3 -17.7 21.2 2296.3 324.8 28.6<br />
6 ok 266 0.11 0.1 9.82e-03 7.7 7.7 7.7 7.7 -59.2 -25.7 19.4 2280.6 341.4 28.5<br />
6 ok 268 0.11 0.1 1.11e-02 7.7 7.7 7.7 7.7 -69.7 -26.0 9.6 2182.5 377.1 22.6<br />
6 ok 270 0.11 5.91e-02 1.77e-02 7.7 7.7 7.7 7.7 -113.3 -31.3 9.6 2005.6 355.9 5.5<br />
6 ok 273 0.11 4.68e-02 3.11e-02 7.7 7.7 7.7 7.7 -215.5 -23.8 -9.1 1800.4 222.1 15.3<br />
6 ok 296 0.11 0.1 8.70e-03 7.7 7.7 7.7 7.7 -55.4 -6.3 16.3 2043.6 290.3 118.8<br />
6 ok 298 0.11 0.1 9.49e-03 7.7 7.7 7.7 7.7 -59.3 -15.2 7.9 2127.5 308.6 64.7<br />
6 ok 300 0.11 0.1 9.14e-03 7.7 7.7 7.7 7.7 -53.3 -14.5 7.9 2116.3 307.2 77.9<br />
6 ok 302 0.11 0.1 9.14e-03 7.7 7.7 7.7 7.7 -56.2 -37.3 13.5 2098.1 293.3 102.9<br />
6 ok 304 0.11 0.1 1.09e-02 7.7 7.7 7.7 7.7 -62.8 -35.3 15.3 1982.5 327.4 208.4<br />
6 ok 306 0.11 5.99e-02 1.79e-02 7.7 7.7 7.7 7.7 -115.9 -41.7 15.3 1787.5 304.0 255.0<br />
6 ok 309 0.11 4.29e-02 3.11e-02 7.7 7.7 7.7 7.7 -211.9 -30.1 23.8 1524.7 171.7 209.6<br />
6 ok 332 0.11 0.2 7.90e-03 7.7 7.7 7.7 7.7 -53.5 -10.1 6.1 2389.7 350.6 -57.7<br />
6 ok 334 0.11 0.2 8.87e-03 7.7 7.7 7.7 7.7 -60.1 -21.2 -1.1 2484.7 315.4 44.2<br />
6 ok 336 0.11 0.2 8.20e-03 7.7 7.7 7.7 7.7 -51.2 -20.1 -1.1 2319.0 295.5 41.2<br />
6 ok 338 0.11 0.1 8.13e-03 7.7 7.7 7.7 7.7 -49.3 -30.9 -2.1 2214.5 262.3 78.9<br />
6 ok 340 0.11 0.1 1.06e-02 7.7 7.7 7.7 7.7 -57.0 -46.3 12.0 2113.4 267.8 198.5<br />
6 ok 342 0.11 0.2 1.74e-02 7.7 7.7 7.7 7.7 -81.6 -49.3 11.9 2153.1 270.1 259.2<br />
6 ok 345 0.11 5.47e-02 3.77e-02 7.7 7.7 7.7 7.7 -251.8 -39.8 48.6 2102.0 246.2 254.2<br />
6 ok 388 0.11 0.2 8.05e-03 7.7 7.7 7.7 7.7 -55.0 -22.0 5.5 2453.3 246.4 -59.1<br />
6 ok 401 0.11 0.2 8.81e-03 7.7 7.7 7.7 7.7 -61.0 -28.6 -1.1 2485.3 320.4 98.5<br />
2533-06-00103.DOC<br />
95
6 ok 414 0.11 0.2 7.64e-03 7.7 7.7 7.7 7.7 -52.1 -27.6 -1.1 2319.6 300.5 95.6<br />
6 ok 427 0.11 0.1 7.24e-03 7.7 7.7 7.7 7.7 -49.7 -33.7 -2.1 2211.5 237.9 112.4<br />
6 ok 440 0.11 0.1 8.96e-03 7.7 7.7 7.7 7.7 -56.1 -38.6 11.9 2101.7 166.6 188.0<br />
6 ok 453 0.11 0.1 1.65e-02 7.7 7.7 7.7 7.7 -80.5 -40.3 50.1 2141.5 173.8 260.2<br />
6 ok 467 0.11 5.47e-02 3.82e-02 7.7 7.7 7.7 7.7 -250.4 -60.7 50.1 2031.2 160.5 295.3<br />
M_S x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
-251.79 -60.71 -18.55 1524.68 160.51 -122.51<br />
0.11 0.23 0.04 7.70 7.70 7.70 7.70 -49.35 32.86 50.10 3362.71 398.54 295.27<br />
M_S Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
daN/cm daN/cm daN/cm daN daN daN<br />
7 ok 105 0.11 0.2 6.97e-04 7.7 7.7 7.7 7.7 59.9 29.2 -23.9 -517.4 -238.0 15.0<br />
7 ok 106 0.11 3.29e-02 3.26e-02 7.7 7.7 7.7 7.7 -223.1 -4.7 -23.9 -556.7 -242.7 24.0<br />
7 ok 118 0.11 3.29e-02 3.26e-02 7.7 7.7 7.7 7.7 -223.2 -4.7 23.9 -556.8 -242.7 -24.0<br />
7 ok 119 0.11 0.2 6.98e-04 7.7 7.7 7.7 7.7 59.9 29.2 23.9 -517.5 -238.0 -15.0<br />
7 ok 226 0.11 0.2 2.43e-03 7.7 7.7 7.7 7.7 56.5 0.8 -23.9 -514.6 -214.4 -5.0<br />
7 ok 227 0.11 3.33e-02 3.31e-02 7.7 7.7 7.7 7.7 -226.5 -33.2 -23.9 -553.9 -219.1 4.0<br />
7 ok 228 0.11 3.33e-02 3.31e-02 7.7 7.7 7.7 7.7 -226.6 -33.2 23.9 -554.0 -219.0 -4.0<br />
7 ok 229 0.11 0.2 2.43e-03 7.7 7.7 7.7 7.7 56.5 0.8 23.9 -514.7 -214.3 5.0<br />
7 ok 271 0.11 0.1 3.33e-03 7.7 7.7 7.7 7.7 53.9 3.5 -8.5 -318.4 -177.0 -3.6<br />
7 ok 272 0.11 2.93e-02 3.11e-02 7.7 7.7 7.7 7.7 -216.1 -29.2 -7.0 -272.0 -165.7 1.9<br />
7 ok 273 0.11 2.93e-02 3.11e-02 7.7 7.7 7.7 7.7 -216.1 -29.2 7.0 -272.0 -165.5 -1.9<br />
7 ok 274 0.11 0.1 3.33e-03 7.7 7.7 7.7 7.7 55.3 3.4 7.0 -320.5 -171.3 5.7<br />
7 ok 307 0.11 8.70e-02 3.76e-03 7.7 7.7 7.7 7.7 38.6 -0.4 3.7 -209.2 -219.5 -1.8<br />
7 ok 308 0.11 2.75e-02 3.08e-02 7.7 7.7 7.7 7.7 -212.0 -30.5 10.4 -74.8 -203.4 -112.1<br />
7 ok 309 0.11 2.75e-02 3.08e-02 7.7 7.7 7.7 7.7 -212.0 -30.5 -10.4 -74.6 -203.2 112.1<br />
7 ok 310 0.11 8.69e-02 3.76e-03 7.7 7.7 7.7 7.7 38.6 -0.4 -3.8 -209.1 -219.3 1.8<br />
7 ok 343 0.11 6.49e-02 3.71e-03 7.7 7.7 7.7 7.7 23.2 -1.9 10.4 -133.2 -363.3 -32.9<br />
7 ok 344 0.11 3.28e-02 3.62e-02 7.7 7.7 7.7 7.7 -251.3 -35.1 7.2 -153.8 -375.3 -60.0<br />
7 ok 345 0.11 3.28e-02 3.62e-02 7.7 7.7 7.7 7.7 -251.2 -35.1 -7.2 -152.9 -374.9 60.0<br />
7 ok 346 0.11 6.49e-02 3.72e-03 7.7 7.7 7.7 7.7 23.1 -1.9 -10.4 -133.0 -363.0 33.0<br />
7 ok 454 0.11 6.66e-02 7.75e-03 7.7 7.7 7.7 7.7 9.9 -36.4 33.4 6.7 -375.6 -140.9<br />
7 ok 455 0.11 3.63e-02 3.93e-02 7.7 7.7 7.7 7.7 -255.0 -65.9 7.2 -155.6 -390.2 -194.3<br />
7 ok 456 0.11 0.2 2.23e-02 7.7 7.7 7.7 7.7 -30.2 34.3 -106.0 444.3 121.4 177.2<br />
7 ok 457 0.11 0.3 1.36e-02 7.7 7.7 7.7 7.7 -5.2 30.5 -105.5 78.0 71.1 158.8<br />
7 ok 458 0.11 0.3 6.80e-03 7.7 7.7 7.7 7.7 13.6 106.8 -93.2 -185.7 50.6 141.3<br />
7 ok 459 0.11 0.3 2.06e-03 7.7 7.7 7.7 7.7 22.2 157.3 -72.8 -369.5 59.7 111.7<br />
7 ok 460 0.11 0.4 1.34e-04 7.7 7.7 7.7 7.7 27.6 192.6 -45.8 -482.9 68.0 70.0<br />
7 ok 461 0.11 0.4 0.0 7.7 7.7 7.7 7.7 30.0 210.5 -15.6 -520.5 74.4 25.6<br />
7 ok 462 0.11 0.4 1.37e-04 7.7 7.7 7.7 7.7 27.6 192.5 45.9 -482.5 68.0 -69.7<br />
7 ok 463 0.11 0.3 2.06e-03 7.7 7.7 7.7 7.7 22.3 157.2 72.9 -368.6 59.7 -111.6<br />
7 ok 464 0.11 0.3 6.80e-03 7.7 7.7 7.7 7.7 13.7 106.7 93.1 -184.3 50.8 -141.3<br />
7 ok 465 0.11 0.3 1.36e-02 7.7 7.7 7.7 7.7 -4.3 37.3 105.9 82.8 78.1 -160.6<br />
7 ok 466 0.11 0.2 2.23e-02 7.7 7.7 7.7 7.7 -30.2 34.2 105.9 445.6 121.6 -177.3<br />
7 ok 467 0.11 3.63e-02 3.93e-02 7.7 7.7 7.7 7.7 -254.9 -65.8 -7.2 -154.7 -390.0 194.2<br />
7 ok 468 0.11 6.65e-02 7.76e-03 7.7 7.7 7.7 7.7 20.3 -32.8 -7.2 108.1 -358.5 188.4<br />
7 ok 494 0.11 0.1 2.03e-03 7.7 7.7 7.7 7.7 -1.4 35.9 6.6 -136.3 -160.1 3.2<br />
7 ok 495 0.11 0.1 3.63e-02 7.7 7.7 7.7 7.7 -205.1 12.1 33.4 274.5 -105.4 67.6<br />
7 ok 496 0.11 0.2 2.03e-02 7.7 7.7 7.7 7.7 -36.4 -15.6 -105.5 427.3 84.8 65.6<br />
7 ok 497 0.11 0.2 1.72e-02 7.7 7.7 7.7 7.7 -5.7 -6.7 -95.9 -247.7 57.9 80.8<br />
7 ok 498 0.11 0.2 1.45e-02 7.7 7.7 7.7 7.7 1.0 -3.5 -73.5 -324.4 76.9 60.1<br />
7 ok 499 0.11 0.2 1.08e-02 7.7 7.7 7.7 7.7 4.8 -1.9 -47.6 -394.5 89.4 47.8<br />
7 ok 500 0.11 0.1 6.61e-03 7.7 7.7 7.7 7.7 4.3 -2.9 -46.5 -472.7 79.9 33.9<br />
7 ok 501 0.11 6.79e-02 2.36e-03 7.7 7.7 7.7 7.7 4.7 -2.1 -16.4 -511.8 85.9 16.9<br />
7 ok 502 0.11 0.1 6.61e-03 7.7 7.7 7.7 7.7 4.3 -2.9 46.5 -472.3 79.9 -33.4<br />
7 ok 503 0.11 0.2 1.08e-02 7.7 7.7 7.7 7.7 4.8 -1.9 47.6 -392.2 89.7 -47.6<br />
7 ok 504 0.11 0.2 1.45e-02 7.7 7.7 7.7 7.7 1.1 -3.4 73.5 -320.5 77.3 -59.9<br />
7 ok 505 0.11 0.2 1.72e-02 7.7 7.7 7.7 7.7 -5.7 -6.7 95.9 -244.4 58.2 -80.7<br />
7 ok 506 0.11 0.2 2.03e-02 7.7 7.7 7.7 7.7 -36.4 -15.6 105.5 428.6 85.0 -65.8<br />
7 ok 507 0.11 0.1 3.63e-02 7.7 7.7 7.7 7.7 -205.1 12.1 -33.5 275.6 -105.3 -67.8<br />
7 ok 508 0.11 0.1 2.04e-03 7.7 7.7 7.7 7.7 -1.6 35.8 -6.6 -134.9 -160.0 -3.6<br />
7 ok 534 0.11 7.20e-02 1.47e-03 7.7 7.7 7.7 7.7 -1.4 36.6 6.6 -125.7 -72.3 -32.8<br />
7 ok 535 0.11 0.1 1.67e-02 7.7 7.7 7.7 7.7 -74.5 27.8 6.6 -207.7 -82.1 5.8<br />
7 ok 536 0.11 0.1 2.21e-02 7.7 7.7 7.7 7.7 -39.0 26.4 -74.2 -195.4 -48.9 41.0<br />
7 ok 537 0.11 0.2 2.48e-02 7.7 7.7 7.7 7.7 -18.4 -112.2 -95.9 -247.8 54.8 52.6<br />
7 ok 538 0.11 0.1 2.76e-02 7.7 7.7 7.7 7.7 -17.9 -161.0 -73.5 -324.5 76.2 34.0<br />
7 ok 539 0.11 6.48e-02 2.94e-02 7.7 7.7 7.7 7.7 -18.1 -192.2 -47.6 -395.2 83.2 28.8<br />
7 ok 540 0.11 3.54e-02 3.03e-02 7.7 7.7 7.7 7.7 -16.3 -191.9 -47.6 -449.4 76.7 25.4<br />
7 ok 541 0.11 2.71e-02 3.03e-02 7.7 7.7 7.7 7.7 -17.8 -209.1 -16.8 -467.6 83.3 10.2<br />
2533-06-00103.DOC<br />
96
7 ok 542 0.11 3.54e-02 3.03e-02 7.7 7.7 7.7 7.7 -16.3 -191.8 47.6 -448.4 76.8 -24.6<br />
7 ok 543 0.11 6.47e-02 2.94e-02 7.7 7.7 7.7 7.7 -18.0 -192.0 47.6 -392.9 83.4 -28.0<br />
7 ok 544 0.11 0.1 2.76e-02 7.7 7.7 7.7 7.7 -17.8 -160.8 73.5 -320.6 76.8 -33.1<br />
7 ok 545 0.11 0.2 2.47e-02 7.7 7.7 7.7 7.7 -18.3 -112.0 95.9 -244.5 55.4 -52.6<br />
7 ok 546 0.11 0.1 2.21e-02 7.7 7.7 7.7 7.7 -39.0 26.4 74.1 -193.6 -48.8 -41.6<br />
7 ok 547 0.11 0.1 1.67e-02 7.7 7.7 7.7 7.7 -74.6 27.8 -6.6 -207.2 -82.4 -5.7<br />
7 ok 548 0.11 7.19e-02 1.48e-03 7.7 7.7 7.7 7.7 -1.5 36.6 -6.6 -124.4 -72.5 32.8<br />
M_S x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
-254.97 -209.14 -105.97 -556.83 -390.24 -194.26<br />
0.11 0.36 0.04 7.70 7.70 7.70 7.70 59.90 210.46 105.91 445.60 121.63 194.19<br />
M_S Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
daN/cm daN/cm daN/cm daN daN daN<br />
8 ok 105 0.11 0.3 8.08e-04 7.7 7.7 7.7 7.7 57.4 0.9 -16.6 -1644.3 -123.0 -50.3<br />
8 ok 120 0.11 0.2 5.16e-03 7.7 7.7 7.7 7.7 -22.5 -8.7 -16.6 -1894.7 -153.0 -39.1<br />
8 ok 135 0.11 9.82e-02 1.06e-02 7.7 7.7 7.7 7.7 -71.2 -14.9 -11.7 -1884.3 -169.9 99.2<br />
8 ok 150 0.11 6.89e-02 1.02e-02 7.7 7.7 7.7 7.7 -64.2 -32.0 -15.2 -1316.9 -431.8 198.1<br />
8 ok 165 0.11 3.39e-02 4.90e-03 7.7 7.7 7.7 7.7 -5.2 -24.9 -15.2 -132.9 -289.7 98.5<br />
8 ok 180 0.11 6.12e-02 5.11e-03 7.7 7.7 7.7 7.7 -17.0 -24.0 13.6 -471.0 -84.0 147.1<br />
8 ok 195 0.11 0.1 1.29e-03 7.7 7.7 7.7 7.7 51.7 -8.8 1.5 -610.8 285.4 195.2<br />
8 ok 226 0.11 0.3 2.34e-04 7.7 7.7 7.7 7.7 58.5 10.0 -16.6 -1646.6 -141.9 31.8<br />
8 ok 230 0.11 0.2 4.67e-03 7.7 7.7 7.7 7.7 -21.4 0.4 -16.6 -1897.0 -171.9 42.9<br />
8 ok 232 0.11 9.80e-02 1.03e-02 7.7 7.7 7.7 7.7 -69.1 2.2 -11.7 -1880.5 -138.2 -99.9<br />
8 ok 234 0.11 8.64e-02 1.71e-02 7.7 7.7 7.7 7.7 -117.9 -2.7 -9.4 -1816.3 -135.8 -103.6<br />
8 ok 236 0.11 0.1 3.57e-03 7.7 7.7 7.7 7.7 3.7 50.1 9.3 -82.8 -11.5 492.5<br />
8 ok 238 0.11 0.1 5.49e-03 7.7 7.7 7.7 7.7 -2.2 49.4 9.3 -767.0 -93.6 468.5<br />
8 ok 240 0.11 0.2 1.66e-03 7.7 7.7 7.7 7.7 55.3 15.1 0.7 -652.1 103.5 160.0<br />
8 ok 271 0.11 0.2 9.51e-04 7.7 7.7 7.7 7.7 55.3 3.5 -18.7 -1524.0 -187.8 9.6<br />
8 ok 275 0.11 0.1 4.51e-03 7.7 7.7 7.7 7.7 -16.0 -5.1 -18.7 -1537.7 -189.4 45.2<br />
8 ok 277 0.11 7.37e-02 8.32e-03 7.7 7.7 7.7 7.7 -54.0 -3.4 -14.4 -1376.7 -75.6 81.6<br />
8 ok 279 0.11 4.89e-02 1.71e-02 7.7 7.7 7.7 7.7 -118.3 -5.8 -9.4 -1807.9 -66.0 24.5<br />
8 ok 281 0.11 5.59e-02 5.51e-03 7.7 7.7 7.7 7.7 -33.3 -7.4 -3.8 -1047.3 51.0 -68.8<br />
8 ok 283 0.11 0.2 4.87e-04 7.7 7.7 7.7 7.7 83.8 6.6 -2.9 -511.6 115.3 -35.7<br />
8 ok 307 0.11 0.2 2.59e-03 7.7 7.7 7.7 7.7 38.7 -2.6 -14.4 -1393.7 -266.4 -35.8<br />
8 ok 311 0.11 0.1 3.46e-03 7.7 7.7 7.7 7.7 -9.7 -8.4 -14.4 -1338.0 -259.7 18.9<br />
8 ok 313 0.11 6.80e-02 7.73e-03 7.7 7.7 7.7 7.7 -47.3 1.7 -8.0 -1260.9 -32.8 52.2<br />
8 ok 315 0.11 3.12e-02 1.42e-02 7.7 7.7 7.7 7.7 -98.3 -4.4 -8.0 -1269.9 -33.8 71.6<br />
8 ok 317 0.11 6.05e-02 5.36e-03 7.7 7.7 7.7 7.7 -28.9 -7.5 -4.0 -538.4 75.0 74.4<br />
8 ok 319 0.11 0.2 7.41e-04 7.7 7.7 7.7 7.7 83.7 6.4 -2.9 -512.6 106.6 -19.4<br />
8 ok 343 0.11 0.2 3.00e-03 7.7 7.7 7.7 7.7 24.5 -6.7 -7.5 -1336.6 -363.0 -115.6<br />
8 ok 347 0.11 0.1 2.80e-03 7.7 7.7 7.7 7.7 -9.3 -10.8 -7.5 -1249.9 -352.6 -53.6<br />
8 ok 349 0.11 6.82e-02 6.53e-03 7.7 7.7 7.7 7.7 -38.9 24.4 -10.6 -1013.7 -151.1 36.4<br />
8 ok 351 0.11 0.1 1.11e-02 7.7 7.7 7.7 7.7 -76.1 19.9 -10.6 -1066.9 -157.5 125.1<br />
8 ok 353 0.11 0.1 1.81e-03 7.7 7.7 7.7 7.7 3.7 59.4 -10.4 4.1 226.0 -324.3<br />
8 ok 355 0.11 0.1 4.04e-03 7.7 7.7 7.7 7.7 -27.5 8.6 -2.1 -567.3 240.4 12.2<br />
8 ok 357 0.11 0.1 1.33e-03 7.7 7.7 7.7 7.7 29.6 15.4 -11.7 -336.0 268.1 -89.4<br />
8 ok 454 0.11 0.2 3.20e-03 7.7 7.7 7.7 7.7 23.5 -6.3 3.4 -1291.4 -396.7 -202.2<br />
8 ok 469 0.11 9.78e-02 4.25e-03 7.7 7.7 7.7 7.7 -12.8 -10.6 3.4 -1106.7 -374.6 -180.7<br />
8 ok 471 0.11 8.11e-02 6.10e-03 7.7 7.7 7.7 7.7 -40.3 22.3 1.5 -902.4 -193.2 -161.2<br />
8 ok 473 0.11 7.72e-02 4.54e-03 7.7 7.7 7.7 7.7 -26.4 24.0 9.4 -600.3 -156.9 -216.3<br />
8 ok 475 0.11 7.25e-02 1.99e-03 7.7 7.7 7.7 7.7 -8.0 23.2 -13.2 -332.4 91.4 -308.1<br />
8 ok 477 0.11 8.57e-02 2.28e-03 7.7 7.7 7.7 7.7 -1.4 17.5 -20.9 -231.9 313.9 -197.8<br />
8 ok 479 0.11 9.04e-02 1.84e-03 7.7 7.7 7.7 7.7 30.3 21.3 -11.7 -332.0 301.9 -84.9<br />
8 ok 494 0.11 0.1 4.14e-03 7.7 7.7 7.7 7.7 10.7 -4.5 15.2 -993.7 -251.0 -172.5<br />
8 ok 509 0.11 9.74e-02 4.68e-03 7.7 7.7 7.7 7.7 -13.5 5.4 7.7 -962.5 -210.9 -304.0<br />
8 ok 511 0.11 7.55e-02 5.41e-03 7.7 7.7 7.7 7.7 -31.5 8.2 8.1 -969.8 -195.0 -200.4<br />
8 ok 513 0.11 6.64e-02 4.40e-03 7.7 7.7 7.7 7.7 -28.2 8.6 8.1 -876.8 -183.9 -181.6<br />
8 ok 515 0.11 5.40e-02 3.36e-03 7.7 7.7 7.7 7.7 -16.0 5.4 -0.9 -595.2 -81.6 -195.6<br />
8 ok 517 0.11 6.16e-02 2.91e-03 7.7 7.7 7.7 7.7 -3.1 3.2 -13.2 -260.6 74.7 -311.7<br />
8 ok 519 0.11 6.73e-02 1.78e-03 7.7 7.7 7.7 7.7 14.8 7.8 -20.9 -154.5 177.1 -123.1<br />
8 ok 534 0.11 7.74e-02 3.83e-03 7.7 7.7 7.7 7.7 -6.9 -2.3 21.0 -622.7 -158.9 -72.5<br />
8 ok 549 0.11 8.71e-02 4.40e-03 7.7 7.7 7.7 7.7 -14.3 2.5 14.9 -828.9 -239.0 -178.5<br />
8 ok 564 0.11 7.25e-02 5.50e-03 7.7 7.7 7.7 7.7 -33.2 -6.1 8.1 -973.1 -222.5 -226.7<br />
8 ok 579 0.11 6.22e-02 4.68e-03 7.7 7.7 7.7 7.7 -29.9 -5.7 8.1 -880.1 -211.4 -207.8<br />
8 ok 625 0.11 4.22e-02 5.08e-03 7.7 7.7 7.7 7.7 -18.8 -17.0 -1.1 -600.3 -95.0 -267.4<br />
8 ok 671 0.11 2.63e-02 4.21e-03 7.7 7.7 7.7 7.7 -3.3 -23.2 -12.6 -248.9 81.5 -280.2<br />
8 ok 696 0.11 5.04e-02 2.98e-03 7.7 7.7 7.7 7.7 12.2 -12.5 -16.5 -39.1 193.3 -157.5<br />
M_S x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
2533-06-00103.DOC<br />
97
-118.33 -32.03 -20.89 -1897.02 -431.81 -324.32<br />
0.11 0.26 0.02 7.70 7.70 7.70 7.70 83.75 59.38 20.99 4.08 313.95 492.49<br />
M_S Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
daN/cm daN/cm daN/cm daN daN daN<br />
9 ok 119 0.11 0.3 8.07e-04 7.7 7.7 7.7 7.7 57.4 0.9 -16.6 1644.6 122.9 50.4<br />
9 ok 134 0.11 0.2 5.16e-03 7.7 7.7 7.7 7.7 -22.5 -8.7 -16.6 1895.1 153.0 39.2<br />
9 ok 149 0.11 9.82e-02 1.06e-02 7.7 7.7 7.7 7.7 -71.2 -14.9 -11.8 1884.5 170.0 -99.2<br />
9 ok 164 0.11 6.90e-02 1.02e-02 7.7 7.7 7.7 7.7 -64.2 -32.0 -15.3 1317.0 431.9 -198.2<br />
9 ok 179 0.11 3.39e-02 4.91e-03 7.7 7.7 7.7 7.7 -5.2 -25.0 -15.3 132.9 289.8 -98.5<br />
9 ok 194 0.11 6.13e-02 5.11e-03 7.7 7.7 7.7 7.7 -17.0 -24.0 13.6 471.0 84.0 -147.1<br />
9 ok 209 0.11 0.1 1.29e-03 7.7 7.7 7.7 7.7 51.7 -8.9 1.5 610.9 -285.6 -195.1<br />
9 ok 229 0.11 0.3 2.33e-04 7.7 7.7 7.7 7.7 58.5 10.0 -16.6 1646.9 141.9 -31.7<br />
9 ok 231 0.11 0.2 4.67e-03 7.7 7.7 7.7 7.7 -21.4 0.4 -16.6 1897.3 171.9 -42.9<br />
9 ok 233 0.11 9.80e-02 1.04e-02 7.7 7.7 7.7 7.7 -69.1 2.2 -11.8 1880.7 138.3 100.0<br />
9 ok 235 0.11 8.64e-02 1.71e-02 7.7 7.7 7.7 7.7 -118.0 -2.7 -9.4 1816.5 135.8 103.8<br />
9 ok 237 0.11 0.1 3.56e-03 7.7 7.7 7.7 7.7 3.7 50.1 9.3 82.8 11.3 -492.6<br />
9 ok 239 0.11 0.1 5.49e-03 7.7 7.7 7.7 7.7 -2.2 49.4 9.3 767.1 93.4 -468.6<br />
9 ok 254 0.11 0.2 1.65e-03 7.7 7.7 7.7 7.7 55.3 15.1 0.7 652.2 -103.7 -159.9<br />
9 ok 274 0.11 0.2 9.53e-04 7.7 7.7 7.7 7.7 55.3 3.4 -18.7 1524.2 187.7 -9.5<br />
9 ok 276 0.11 0.1 4.51e-03 7.7 7.7 7.7 7.7 -16.0 -5.1 -18.7 1537.9 189.4 -45.2<br />
9 ok 278 0.11 7.38e-02 8.33e-03 7.7 7.7 7.7 7.7 -54.0 -3.4 -14.4 1376.9 75.7 -81.5<br />
9 ok 280 0.11 4.89e-02 1.71e-02 7.7 7.7 7.7 7.7 -118.4 -5.8 -9.4 1808.1 66.0 -24.4<br />
9 ok 282 0.11 5.59e-02 5.51e-03 7.7 7.7 7.7 7.7 -33.3 -7.4 -3.8 1047.4 -51.1 69.0<br />
9 ok 290 0.11 0.2 4.86e-04 7.7 7.7 7.7 7.7 83.8 6.6 -2.9 511.5 -115.4 35.8<br />
9 ok 310 0.11 0.2 2.59e-03 7.7 7.7 7.7 7.7 38.6 -2.7 -14.4 1393.7 266.4 35.8<br />
9 ok 312 0.11 0.1 3.46e-03 7.7 7.7 7.7 7.7 -9.7 -8.5 -14.4 1338.1 259.7 -18.9<br />
9 ok 314 0.11 6.80e-02 7.73e-03 7.7 7.7 7.7 7.7 -47.3 1.7 -8.0 1261.0 32.7 -52.1<br />
9 ok 316 0.11 3.12e-02 1.42e-02 7.7 7.7 7.7 7.7 -98.3 -4.4 -8.0 1270.0 33.8 -71.5<br />
9 ok 318 0.11 6.05e-02 5.37e-03 7.7 7.7 7.7 7.7 -28.9 -7.5 -4.0 538.4 -75.3 -74.8<br />
9 ok 326 0.11 0.2 7.39e-04 7.7 7.7 7.7 7.7 83.8 6.4 -2.9 512.6 -106.9 19.5<br />
9 ok 346 0.11 0.2 3.01e-03 7.7 7.7 7.7 7.7 24.4 -6.8 -7.5 1336.4 363.0 115.5<br />
9 ok 348 0.11 0.1 2.81e-03 7.7 7.7 7.7 7.7 -9.4 -10.8 -7.5 1249.8 352.6 53.5<br />
9 ok 350 0.11 6.82e-02 6.53e-03 7.7 7.7 7.7 7.7 -38.9 24.3 -10.6 1013.8 151.2 -36.4<br />
9 ok 352 0.11 0.1 1.11e-02 7.7 7.7 7.7 7.7 -76.1 19.9 -10.6 1067.1 157.6 -125.2<br />
9 ok 354 0.11 0.1 1.81e-03 7.7 7.7 7.7 7.7 3.7 59.5 -10.4 -3.8 -226.5 324.4<br />
9 ok 356 0.11 0.1 4.05e-03 7.7 7.7 7.7 7.7 -27.5 8.6 -2.1 567.2 -241.5 -12.6<br />
9 ok 371 0.11 0.1 1.32e-03 7.7 7.7 7.7 7.7 29.8 15.5 -11.7 335.9 -269.3 89.4<br />
9 ok 468 0.11 0.2 3.21e-03 7.7 7.7 7.7 7.7 23.4 -6.3 3.4 1290.7 396.9 202.0<br />
9 ok 470 0.11 9.76e-02 4.26e-03 7.7 7.7 7.7 7.7 -12.8 -10.7 3.4 1106.2 374.7 180.4<br />
9 ok 472 0.11 8.09e-02 6.10e-03 7.7 7.7 7.7 7.7 -40.3 22.3 1.5 902.5 193.2 161.0<br />
9 ok 474 0.11 7.72e-02 4.54e-03 7.7 7.7 7.7 7.7 -26.3 24.0 9.4 602.6 157.2 215.9<br />
9 ok 476 0.11 7.25e-02 1.99e-03 7.7 7.7 7.7 7.7 -8.0 23.2 -13.2 334.5 -91.3 308.5<br />
9 ok 478 0.11 8.59e-02 2.27e-03 7.7 7.7 7.7 7.7 -1.4 17.5 -20.8 231.0 -315.4 198.0<br />
9 ok 493 0.11 9.07e-02 1.84e-03 7.7 7.7 7.7 7.7 30.5 21.3 -11.7 331.8 -303.3 84.9<br />
9 ok 508 0.11 0.1 4.16e-03 7.7 7.7 7.7 7.7 10.6 -4.5 15.2 992.7 251.0 172.4<br />
9 ok 510 0.11 9.72e-02 4.69e-03 7.7 7.7 7.7 7.7 -13.5 5.4 7.7 960.8 210.9 303.4<br />
9 ok 512 0.11 7.50e-02 5.44e-03 7.7 7.7 7.7 7.7 -31.7 8.1 8.0 965.3 194.3 199.6<br />
9 ok 514 0.11 6.67e-02 4.39e-03 7.7 7.7 7.7 7.7 -27.9 8.6 8.0 883.1 184.4 181.0<br />
9 ok 516 0.11 5.41e-02 3.36e-03 7.7 7.7 7.7 7.7 -16.2 5.3 -0.7 600.9 81.8 195.4<br />
9 ok 518 0.11 6.16e-02 2.90e-03 7.7 7.7 7.7 7.7 -3.1 3.2 -13.2 259.8 -74.7 312.7<br />
9 ok 533 0.11 6.75e-02 1.78e-03 7.7 7.7 7.7 7.7 14.9 7.7 -20.8 152.5 -178.6 123.6<br />
9 ok 548 0.11 7.73e-02 3.84e-03 7.7 7.7 7.7 7.7 -7.1 -2.2 21.0 621.7 159.0 72.9<br />
9 ok 563 0.11 8.68e-02 4.40e-03 7.7 7.7 7.7 7.7 -14.3 2.5 14.9 825.8 238.1 178.2<br />
9 ok 578 0.11 7.20e-02 5.52e-03 7.7 7.7 7.7 7.7 -33.4 -6.2 8.0 968.6 221.5 222.9<br />
9 ok 603 0.11 6.25e-02 4.62e-03 7.7 7.7 7.7 7.7 -29.6 -5.7 8.0 886.4 211.6 204.2<br />
9 ok 649 0.11 4.27e-02 5.08e-03 7.7 7.7 7.7 7.7 -19.0 -17.2 -0.9 606.1 96.5 267.4<br />
9 ok 695 0.11 2.65e-02 4.21e-03 7.7 7.7 7.7 7.7 -3.3 -23.3 -12.5 246.6 -81.5 282.9<br />
9 ok 710 0.11 5.05e-02 2.98e-03 7.7 7.7 7.7 7.7 12.0 -12.4 -16.5 33.2 -195.0 158.0<br />
M_S x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
-118.36 -32.04 -20.84 -3.82 -315.38 -492.61<br />
0.11 0.26 0.02 7.70 7.70 7.70 7.70 83.83 59.47 21.00 1897.34 431.87 324.37<br />
M_S Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
daN/cm daN/cm daN/cm daN daN daN<br />
10 ok 195 0.11 0.2 5.54e-04 7.7 7.7 7.7 7.7 54.1 3.8 -19.6 499.8 -140.6 -101.8<br />
10 ok 196 0.11 0.1 2.89e-03 7.7 7.7 7.7 7.7 5.3 23.6 -26.7 599.1 -37.6 -304.6<br />
10 ok 197 0.11 8.39e-02 1.29e-02 7.7 7.7 7.7 7.7 -75.0 41.4 4.8 1103.9 53.4 -304.4<br />
10 ok 198 0.11 0.1 3.40e-02 7.7 7.7 7.7 7.7 -189.0 -1.7 104.7 1237.0 289.2 -138.5<br />
2533-06-00103.DOC<br />
98
10 ok 199 0.11 0.2 1.33e-02 7.7 7.7 7.7 7.7 -7.1 -61.4 39.7 192.3 313.4 61.5<br />
10 ok 200 0.11 1.94e-02 1.28e-02 7.7 7.7 7.7 7.7 -23.6 -63.4 39.7 80.0 299.9 -34.4<br />
10 ok 201 0.11 1.16e-02 1.29e-02 7.7 7.7 7.7 7.7 -24.0 -80.7 20.5 20.4 31.6 21.8<br />
10 ok 202 0.11 1.17e-02 1.29e-02 7.7 7.7 7.7 7.7 -26.0 -87.0 -6.7 11.5 -55.8 -12.2<br />
10 ok 203 0.11 1.16e-02 1.29e-02 7.7 7.7 7.7 7.7 -24.0 -80.7 -20.5 20.4 31.6 -21.9<br />
10 ok 204 0.11 1.95e-02 1.28e-02 7.7 7.7 7.7 7.7 -23.6 -63.3 -39.7 79.9 299.9 34.3<br />
10 ok 205 0.11 0.2 1.33e-02 7.7 7.7 7.7 7.7 -7.1 -61.4 -39.7 192.2 313.4 -61.6<br />
10 ok 206 0.11 0.1 3.40e-02 7.7 7.7 7.7 7.7 -189.0 -1.6 -104.7 1236.7 289.3 138.5<br />
10 ok 207 0.11 8.40e-02 1.29e-02 7.7 7.7 7.7 7.7 -75.0 41.5 -4.8 1103.6 53.7 304.5<br />
10 ok 208 0.11 0.1 2.89e-03 7.7 7.7 7.7 7.7 5.3 23.7 26.7 599.0 -37.5 304.7<br />
10 ok 209 0.11 0.2 5.54e-04 7.7 7.7 7.7 7.7 54.1 3.8 19.6 499.7 -140.7 101.9<br />
10 ok 240 0.11 0.2 1.65e-03 7.7 7.7 7.7 7.7 52.2 -4.9 -19.2 501.0 -103.5 -47.0<br />
10 ok 241 0.11 7.83e-02 6.42e-03 7.7 7.7 7.7 7.7 0.8 -30.1 -25.3 585.3 -44.6 -125.6<br />
10 ok 242 0.11 2.95e-02 2.25e-02 7.7 7.7 7.7 7.7 -91.5 -96.3 4.8 1113.0 129.6 -265.6<br />
10 ok 243 0.11 6.66e-02 6.27e-02 7.7 7.7 7.7 7.7 -210.0 -177.3 104.7 1251.1 406.3 -565.5<br />
10 ok 244 0.11 0.2 3.03e-02 7.7 7.7 7.7 7.7 -17.4 -154.2 104.7 205.1 280.8 -510.0<br />
10 ok 245 0.11 0.3 4.33e-03 7.7 7.7 7.7 7.7 -6.6 78.4 39.7 55.7 97.6 -80.3<br />
10 ok 246 0.11 0.4 3.30e-04 7.7 7.7 7.7 7.7 6.4 171.9 20.5 21.2 38.1 10.4<br />
10 ok 247 0.11 0.4 0.0 7.7 7.7 7.7 7.7 9.9 212.1 -6.7 13.5 -38.6 -12.8<br />
10 ok 248 0.11 0.4 3.30e-04 7.7 7.7 7.7 7.7 6.4 171.9 -20.5 21.2 38.1 -10.5<br />
10 ok 249 0.11 0.3 4.33e-03 7.7 7.7 7.7 7.7 -6.6 78.4 -39.7 55.6 97.6 80.2<br />
10 ok 250 0.11 0.2 3.03e-02 7.7 7.7 7.7 7.7 -17.4 -154.2 -104.7 205.1 281.1 509.8<br />
10 ok 251 0.11 6.66e-02 6.27e-02 7.7 7.7 7.7 7.7 -210.1 -177.4 -104.7 1250.7 406.6 565.4<br />
10 ok 252 0.11 2.95e-02 2.25e-02 7.7 7.7 7.7 7.7 -91.6 -96.4 -4.8 1112.7 129.9 265.7<br />
10 ok 253 0.11 7.83e-02 6.42e-03 7.7 7.7 7.7 7.7 -0.8 -27.5 26.7 598.0 -45.8 116.4<br />
10 ok 254 0.11 0.2 1.65e-03 7.7 7.7 7.7 7.7 52.2 -4.9 19.2 500.9 -103.5 47.1<br />
10 ok 283 0.11 0.2 2.18e-03 7.7 7.7 7.7 7.7 80.3 -0.9 -6.9 375.5 -183.6 -56.5<br />
10 ok 284 0.11 5.36e-02 7.27e-03 7.7 7.7 7.7 7.7 3.5 -10.2 -6.9 451.7 -174.4 -74.5<br />
10 ok 285 0.11 6.82e-02 2.10e-02 7.7 7.7 7.7 7.7 -84.9 -40.5 4.4 567.6 -65.9 -138.5<br />
10 ok 286 0.11 6.38e-02 6.07e-02 7.7 7.7 7.7 7.7 -410.8 -35.8 62.4 1293.2 55.0 -151.8<br />
10 ok 287 0.11 6.39e-02 6.07e-02 7.7 7.7 7.7 7.7 -410.9 -35.8 -62.4 1293.0 55.1 152.2<br />
10 ok 288 0.11 6.82e-02 2.10e-02 7.7 7.7 7.7 7.7 -84.9 -40.5 -4.4 567.5 -65.9 138.9<br />
10 ok 289 0.11 5.36e-02 7.27e-03 7.7 7.7 7.7 7.7 1.8 -30.1 -4.4 427.5 -82.7 130.2<br />
10 ok 290 0.11 0.2 2.18e-03 7.7 7.7 7.7 7.7 80.4 -0.9 6.9 375.6 -183.7 56.7<br />
10 ok 319 0.11 0.2 3.27e-03 7.7 7.7 7.7 7.7 83.4 3.4 17.4 333.1 -212.5 -38.8<br />
10 ok 320 0.11 6.60e-02 7.24e-03 7.7 7.7 7.7 7.7 4.0 -6.2 17.4 314.9 -214.7 -46.7<br />
10 ok 321 0.11 2.14e-02 2.05e-02 7.7 7.7 7.7 7.7 -135.2 -22.4 29.0 435.0 -112.4 -60.0<br />
10 ok 322 0.11 4.19e-02 4.41e-02 7.7 7.7 7.7 7.7 -305.3 -21.2 18.7 436.8 -23.0 -39.9<br />
10 ok 323 0.11 4.20e-02 4.41e-02 7.7 7.7 7.7 7.7 -305.5 -21.2 -18.7 437.2 -22.9 40.2<br />
10 ok 324 0.11 2.14e-02 2.05e-02 7.7 7.7 7.7 7.7 -135.2 -22.4 -29.0 435.4 -112.1 60.3<br />
10 ok 325 0.11 6.60e-02 7.23e-03 7.7 7.7 7.7 7.7 3.9 -5.7 -29.0 328.4 -124.9 46.9<br />
10 ok 326 0.11 0.2 3.26e-03 7.7 7.7 7.7 7.7 83.4 3.4 -17.4 333.3 -212.9 39.0<br />
10 ok 357 0.11 0.1 3.03e-03 7.7 7.7 7.7 7.7 60.3 9.1 31.6 203.1 -269.7 -19.0<br />
10 ok 358 0.11 7.22e-02 6.50e-03 7.7 7.7 7.7 7.7 -10.8 0.6 31.6 210.0 -268.9 -35.0<br />
10 ok 359 0.11 2.95e-02 1.69e-02 7.7 7.7 7.7 7.7 -103.5 -4.3 38.8 245.7 -122.4 -25.6<br />
10 ok 360 0.11 9.54e-02 4.17e-02 7.7 7.7 7.7 7.7 -119.3 19.8 -42.3 303.7 160.0 231.8<br />
10 ok 361 0.11 0.2 7.49e-03 7.7 7.7 7.7 7.7 1.6 34.3 -42.3 63.8 131.2 214.3<br />
10 ok 362 0.11 0.2 5.31e-04 7.7 7.7 7.7 7.7 3.2 126.1 -6.2 74.4 206.6 61.8<br />
10 ok 363 0.11 0.2 0.0 7.7 7.7 7.7 7.7 2.5 126.0 -6.2 65.3 205.5 53.0<br />
10 ok 364 0.11 0.2 0.0 7.7 7.7 7.7 7.7 2.5 135.6 -2.4 65.3 211.8 15.7<br />
10 ok 365 0.11 0.2 0.0 7.7 7.7 7.7 7.7 2.5 126.1 6.1 65.5 205.6 -52.4<br />
10 ok 366 0.11 0.2 5.27e-04 7.7 7.7 7.7 7.7 3.3 126.2 6.1 74.6 206.7 -61.3<br />
10 ok 367 0.11 0.2 7.47e-03 7.7 7.7 7.7 7.7 1.7 34.7 42.2 64.3 132.7 -215.2<br />
10 ok 368 0.11 9.58e-02 4.17e-02 7.7 7.7 7.7 7.7 -119.4 20.2 42.2 305.7 161.7 -233.3<br />
10 ok 369 0.11 2.95e-02 1.69e-02 7.7 7.7 7.7 7.7 -103.6 -4.2 -38.8 246.3 -121.8 25.8<br />
10 ok 370 0.11 7.22e-02 6.48e-03 7.7 7.7 7.7 7.7 -15.7 -0.6 -32.8 146.0 -275.6 22.8<br />
10 ok 371 0.11 0.1 3.02e-03 7.7 7.7 7.7 7.7 60.4 9.2 -31.6 203.6 -270.4 19.3<br />
10 ok 479 0.11 9.89e-02 2.65e-03 7.7 7.7 7.7 7.7 15.1 10.7 28.8 136.7 -248.7 -30.3<br />
10 ok 480 0.11 8.54e-02 5.66e-03 7.7 7.7 7.7 7.7 -19.2 6.5 28.8 182.6 -243.2 16.0<br />
10 ok 481 0.11 8.02e-02 1.53e-02 7.7 7.7 7.7 7.7 -64.7 45.5 -4.5 340.0 37.3 104.0<br />
10 ok 482 0.11 9.84e-02 1.84e-02 7.7 7.7 7.7 7.7 -68.7 42.0 -36.8 383.2 133.0 172.4<br />
10 ok 483 0.11 0.1 5.39e-03 7.7 7.7 7.7 7.7 -21.1 45.0 -32.0 308.3 204.9 156.2<br />
10 ok 484 0.11 0.1 3.60e-03 7.7 7.7 7.7 7.7 -2.1 44.8 -33.2 252.2 199.3 134.2<br />
10 ok 485 0.11 0.1 1.43e-03 7.7 7.7 7.7 7.7 -2.7 67.6 -16.7 241.3 209.9 70.8<br />
10 ok 486 0.11 0.1 6.99e-04 7.7 7.7 7.7 7.7 -2.5 75.6 -5.7 237.7 215.3 15.5<br />
10 ok 487 0.11 0.1 1.42e-03 7.7 7.7 7.7 7.7 -2.7 67.7 16.7 241.8 209.8 -69.8<br />
10 ok 488 0.11 0.1 3.59e-03 7.7 7.7 7.7 7.7 -1.9 47.4 31.9 253.8 198.4 -129.8<br />
10 ok 489 0.11 0.1 5.37e-03 7.7 7.7 7.7 7.7 -21.1 45.1 31.9 309.0 205.0 -156.6<br />
10 ok 490 0.11 9.85e-02 1.85e-02 7.7 7.7 7.7 7.7 -68.9 42.1 36.7 385.0 133.5 -172.8<br />
10 ok 491 0.11 8.07e-02 1.53e-02 7.7 7.7 7.7 7.7 -64.9 45.7 4.5 345.5 39.7 -104.8<br />
10 ok 492 0.11 8.53e-02 5.65e-03 7.7 7.7 7.7 7.7 -18.9 6.5 -28.8 184.3 -244.3 -16.5<br />
2533-06-00103.DOC<br />
99
10 ok 493 0.11 9.89e-02 2.64e-03 7.7 7.7 7.7 7.7 15.2 10.6 -28.8 135.3 -250.1 30.5<br />
10 ok 519 0.11 7.26e-02 2.25e-03 7.7 7.7 7.7 7.7 15.1 11.5 16.7 276.8 -128.2 11.9<br />
10 ok 520 0.11 7.62e-02 5.41e-03 7.7 7.7 7.7 7.7 -16.9 7.6 16.7 343.9 -120.1 11.1<br />
10 ok 521 0.11 7.90e-02 1.08e-02 7.7 7.7 7.7 7.7 -41.7 39.8 -9.2 592.0 113.5 73.0<br />
10 ok 522 0.11 9.18e-02 1.17e-02 7.7 7.7 7.7 7.7 -42.8 35.9 -28.6 614.8 169.1 87.5<br />
10 ok 523 0.11 9.88e-02 5.74e-03 7.7 7.7 7.7 7.7 -22.6 29.6 -31.4 548.3 188.2 83.2<br />
10 ok 524 0.11 9.93e-02 3.96e-03 7.7 7.7 7.7 7.7 -10.5 31.0 -31.4 487.9 180.9 77.0<br />
10 ok 525 0.11 8.58e-02 2.66e-03 7.7 7.7 7.7 7.7 -9.2 30.1 -20.8 463.6 192.3 48.4<br />
10 ok 526 0.11 7.73e-02 1.60e-03 7.7 7.7 7.7 7.7 -9.8 33.0 -7.6 459.3 194.0 15.9<br />
10 ok 527 0.11 8.57e-02 2.66e-03 7.7 7.7 7.7 7.7 -9.2 30.1 20.8 464.7 192.0 -47.7<br />
10 ok 528 0.11 9.90e-02 3.96e-03 7.7 7.7 7.7 7.7 -10.5 31.0 31.4 490.1 179.5 -77.1<br />
10 ok 529 0.11 9.89e-02 5.73e-03 7.7 7.7 7.7 7.7 -22.5 29.5 31.4 551.4 186.8 -82.5<br />
10 ok 530 0.11 9.13e-02 1.18e-02 7.7 7.7 7.7 7.7 -43.0 35.8 28.4 604.4 169.1 -89.4<br />
10 ok 531 0.11 7.97e-02 1.08e-02 7.7 7.7 7.7 7.7 -42.3 40.0 9.3 623.2 117.2 -69.9<br />
10 ok 532 0.11 7.63e-02 5.39e-03 7.7 7.7 7.7 7.7 -15.9 7.6 -16.9 334.0 -121.0 -10.3<br />
10 ok 533 0.11 7.26e-02 2.26e-03 7.7 7.7 7.7 7.7 14.9 11.3 -16.9 275.5 -128.0 -13.8<br />
10 ok 696 0.11 6.40e-02 1.26e-03 7.7 7.7 7.7 7.7 14.1 3.3 16.7 276.6 -129.9 41.4<br />
10 ok 697 0.11 6.07e-02 4.03e-03 7.7 7.7 7.7 7.7 -15.0 23.4 11.9 361.2 24.8 114.9<br />
10 ok 698 0.11 6.92e-02 6.65e-03 7.7 7.7 7.7 7.7 -42.6 32.4 -9.2 595.5 142.7 78.2<br />
10 ok 699 0.11 8.29e-02 7.71e-03 7.7 7.7 7.7 7.7 -43.2 32.3 -9.2 611.9 144.7 96.2<br />
10 ok 700 0.11 9.16e-02 6.03e-03 7.7 7.7 7.7 7.7 -24.4 14.5 -31.4 546.9 176.8 62.0<br />
10 ok 701 0.11 8.24e-02 4.69e-03 7.7 7.7 7.7 7.7 -14.1 0.9 -20.8 487.8 179.3 48.1<br />
10 ok 702 0.11 5.22e-02 4.00e-03 7.7 7.7 7.7 7.7 -12.7 1.0 -20.8 461.7 176.2 39.3<br />
10 ok 703 0.11 2.78e-02 3.16e-03 7.7 7.7 7.7 7.7 -8.0 -17.2 6.5 294.6 21.1 7.5<br />
10 ok 704 0.11 5.22e-02 4.00e-03 7.7 7.7 7.7 7.7 -12.7 0.9 20.8 462.8 175.9 -38.1<br />
10 ok 705 0.11 8.23e-02 4.70e-03 7.7 7.7 7.7 7.7 -14.1 0.7 20.8 490.1 179.2 -46.9<br />
10 ok 706 0.11 9.05e-02 6.02e-03 7.7 7.7 7.7 7.7 -24.3 14.4 31.4 550.2 177.0 -60.9<br />
10 ok 707 0.11 8.12e-02 7.73e-03 7.7 7.7 7.7 7.7 -43.9 28.4 28.4 604.4 168.8 -69.7<br />
10 ok 708 0.11 7.04e-02 6.73e-03 7.7 7.7 7.7 7.7 -43.4 32.4 9.1 625.5 150.9 -65.2<br />
10 ok 709 0.11 6.15e-02 3.93e-03 7.7 7.7 7.7 7.7 -14.0 23.6 -11.3 351.9 27.7 -126.0<br />
10 ok 710 0.11 6.37e-02 1.28e-03 7.7 7.7 7.7 7.7 13.9 3.6 -16.9 274.6 -136.0 -39.6<br />
M_S x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
-410.93 -177.35 -104.74 11.49 -275.65 -565.54<br />
0.11 0.36 0.06 7.70 7.70 7.70 7.70 83.44 212.14 104.72 1293.21 406.60 565.41<br />
M_G Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N x N y N xy M x M y M xy<br />
daN/cm daN/cm daN/cm daN daN daN<br />
1 ok 1 0.15 5.05e-02 6.68e-03 7.7 7.7 7.7 7.7 -30.3 3.0 4.8 -620.3 -18.3 134.4<br />
1 ok 2 0.15 5.20e-02 7.22e-03 7.7 7.7 7.7 7.7 -30.6 0.3 4.8 -627.9 -81.0 164.8<br />
1 ok 3 0.15 5.06e-02 7.68e-03 7.7 7.7 7.7 7.7 -33.8 -0.9 0.8 621.4 19.3 169.1<br />
1 ok 4 0.15 7.57e-02 7.82e-03 7.7 7.7 7.7 7.7 -34.9 -1.2 0.5 874.2 12.4 131.7<br />
1 ok 5 0.15 9.39e-02 7.87e-03 7.7 7.7 7.7 7.7 -35.3 -1.3 0.2 1042.8 6.0 82.0<br />
1 ok 6 0.15 0.1 7.88e-03 7.7 7.7 7.7 7.7 -35.4 -1.3 4.56e-02 1125.7 -0.2 32.6<br />
1 ok 7 0.15 0.1 7.88e-03 7.7 7.7 7.7 7.7 -35.4 -1.4 4.56e-02 1125.0 -5.5 16.7<br />
1 ok 8 0.15 0.1 7.88e-03 7.7 7.7 7.7 7.7 -35.4 -1.3 -4.56e-02 1125.7 -0.2 -32.5<br />
1 ok 9 0.15 9.39e-02 7.87e-03 7.7 7.7 7.7 7.7 -35.3 -1.3 -0.2 1042.9 6.0 -82.0<br />
1 ok 10 0.15 7.57e-02 7.82e-03 7.7 7.7 7.7 7.7 -34.9 -1.2 -0.5 874.4 12.4 -131.6<br />
1 ok 11 0.15 5.06e-02 7.68e-03 7.7 7.7 7.7 7.7 -33.8 -0.9 -0.8 621.6 19.3 -169.1<br />
1 ok 12 0.15 5.20e-02 7.22e-03 7.7 7.7 7.7 7.7 -30.6 0.3 -4.8 -627.7 -81.0 -164.8<br />
1 ok 13 0.15 5.05e-02 6.68e-03 7.7 7.7 7.7 7.7 -30.3 3.0 -4.8 -620.2 -18.3 -134.4<br />
1 ok 14 0.15 5.27e-02 5.23e-03 7.7 7.7 7.7 7.7 -25.4 4.7 8.9 -552.8 -86.9 229.5<br />
1 ok 15 0.15 5.64e-02 5.51e-03 7.7 7.7 7.7 7.7 -25.8 1.7 8.9 -560.7 -153.2 253.4<br />
1 ok 16 0.15 6.13e-02 5.91e-03 7.7 7.7 7.7 7.7 -24.9 -0.3 3.5 558.2 -97.7 260.7<br />
1 ok 17 0.15 8.10e-02 6.18e-03 7.7 7.7 7.7 7.7 -26.6 -1.5 1.8 814.5 -109.5 194.6<br />
1 ok 18 0.15 9.70e-02 6.33e-03 7.7 7.7 7.7 7.7 -27.6 -2.3 0.8 983.0 -120.0 125.5<br />
1 ok 19 0.15 0.1 6.40e-03 7.7 7.7 7.7 7.7 -28.0 -2.7 0.2 1066.1 -127.5 56.0<br />
1 ok 20 0.15 0.1 6.40e-03 7.7 7.7 7.7 7.7 -28.0 -2.9 0.2 1065.4 -133.3 13.8<br />
1 ok 21 0.15 0.1 6.40e-03 7.7 7.7 7.7 7.7 -28.0 -2.7 -0.2 1066.1 -127.5 -55.8<br />
1 ok 22 0.15 9.70e-02 6.33e-03 7.7 7.7 7.7 7.7 -27.6 -2.3 -0.8 983.1 -120.0 -125.4<br />
1 ok 23 0.15 8.10e-02 6.18e-03 7.7 7.7 7.7 7.7 -26.6 -1.5 -1.8 814.7 -109.5 -194.5<br />
1 ok 24 0.15 6.13e-02 5.91e-03 7.7 7.7 7.7 7.7 -24.9 -0.3 -3.5 558.4 -97.7 -260.6<br />
1 ok 25 0.15 5.64e-02 5.51e-03 7.7 7.7 7.7 7.7 -25.8 1.7 -8.9 -560.6 -153.2 -253.4<br />
1 ok 26 0.15 5.27e-02 5.23e-03 7.7 7.7 7.7 7.7 -25.4 4.7 -8.9 -552.6 -86.9 -229.5<br />
1 ok 27 0.15 5.05e-02 5.17e-03 7.7 7.7 7.7 7.7 -20.2 5.3 8.9 -492.3 -79.7 197.1<br />
1 ok 28 0.15 5.37e-02 5.22e-03 7.7 7.7 7.7 7.7 -20.6 2.3 8.9 -500.2 -145.9 221.0<br />
1 ok 29 0.15 5.15e-02 5.10e-03 7.7 7.7 7.7 7.7 -20.1 0.3 3.5 443.7 -111.5 237.0<br />
1 ok 30 0.15 7.22e-02 5.01e-03 7.7 7.7 7.7 7.7 -20.9 -0.8 1.8 697.0 -123.6 177.5<br />
1 ok 31 0.15 8.85e-02 5.06e-03 7.7 7.7 7.7 7.7 -21.3 -1.5 0.8 864.0 -134.3 115.8<br />
1 ok 32 0.15 9.71e-02 5.08e-03 7.7 7.7 7.7 7.7 -21.5 -1.9 0.2 946.6 -141.9 52.8<br />
2533-06-00103.DOC<br />
100
1 ok 33 0.15 9.67e-02 5.08e-03 7.7 7.7 7.7 7.7 -21.5 -2.1 0.2 946.0 -147.6 10.6<br />
1 ok 34 0.15 9.71e-02 5.08e-03 7.7 7.7 7.7 7.7 -21.5 -1.9 -0.2 946.7 -141.9 -52.7<br />
1 ok 35 0.15 8.85e-02 5.06e-03 7.7 7.7 7.7 7.7 -21.3 -1.5 -0.8 864.1 -134.3 -115.7<br />
1 ok 36 0.15 7.22e-02 5.01e-03 7.7 7.7 7.7 7.7 -20.9 -0.8 -1.8 697.1 -123.6 -177.4<br />
1 ok 37 0.15 5.16e-02 5.10e-03 7.7 7.7 7.7 7.7 -20.1 0.3 -3.5 443.8 -111.5 -237.0<br />
1 ok 38 0.15 5.37e-02 5.22e-03 7.7 7.7 7.7 7.7 -20.5 2.3 -8.9 -500.1 -145.9 -221.0<br />
1 ok 39 0.15 5.05e-02 5.17e-03 7.7 7.7 7.7 7.7 -20.2 5.3 -8.9 -492.1 -79.7 -197.1<br />
M_G x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N x N y N xy M x M y M xy<br />
-35.43 -2.86 -8.90 -627.86 -153.17 -260.64<br />
0.15 0.11 7.88e-03 7.70 7.70 7.70 7.70 -20.11 5.30 8.90 1125.73 19.29 260.69<br />
M_G Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N x N y N xy M x M y M xy<br />
daN/cm daN/cm daN/cm daN daN daN<br />
2 ok 27 0.09 0.1 5.36e-03 7.7 7.7 7.7 7.7 -33.7 8.5 15.2 -2267.8 -275.5 395.3<br />
2 ok 28 0.09 0.1 5.35e-03 7.7 7.7 7.7 7.7 -34.0 5.7 15.2 -2283.7 -407.9 438.1<br />
2 ok 29 0.09 0.1 5.29e-03 7.7 7.7 7.7 7.7 -33.0 2.2 4.3 2151.6 -196.5 532.8<br />
2 ok 30 0.09 0.2 5.25e-03 7.7 7.7 7.7 7.7 -34.7 -1.1 2.7 3267.5 -232.8 424.8<br />
2 ok 31 0.09 0.3 5.30e-03 7.7 7.7 7.7 7.7 -35.5 -2.9 1.2 4043.7 -256.9 272.5<br />
2 ok 32 0.09 0.3 5.33e-03 7.7 7.7 7.7 7.7 -35.8 -4.0 0.4 4428.0 -278.5 113.2<br />
2 ok 33 0.09 0.3 5.33e-03 7.7 7.7 7.7 7.7 -35.9 -4.3 0.4 4425.3 -301.0 49.0<br />
2 ok 34 0.09 0.3 5.33e-03 7.7 7.7 7.7 7.7 -35.8 -4.0 -0.4 4428.1 -278.5 -112.9<br />
2 ok 35 0.09 0.3 5.30e-03 7.7 7.7 7.7 7.7 -35.5 -2.9 -1.3 4044.1 -256.9 -272.2<br />
2 ok 36 0.09 0.2 5.25e-03 7.7 7.7 7.7 7.7 -34.7 -1.1 -2.7 3268.1 -232.9 -424.6<br />
2 ok 37 0.09 0.1 5.29e-03 7.7 7.7 7.7 7.7 -33.0 2.2 -4.3 2152.2 -196.5 -532.7<br />
2 ok 38 0.09 0.1 5.35e-03 7.7 7.7 7.7 7.7 -34.0 5.7 -15.2 -2283.1 -407.9 -438.1<br />
2 ok 39 0.09 0.1 5.36e-03 7.7 7.7 7.7 7.7 -33.7 8.5 -15.2 -2267.3 -275.5 -395.3<br />
2 ok 40 0.09 0.1 5.12e-03 7.7 7.7 7.7 7.7 -33.7 15.4 14.8 -2187.1 -491.8 204.1<br />
2 ok 41 0.09 0.1 5.11e-03 7.7 7.7 7.7 7.7 -34.4 9.9 14.8 -2195.6 -562.3 286.3<br />
2 ok 42 0.09 0.1 4.76e-03 7.7 7.7 7.7 7.7 -24.3 5.3 5.0 1997.7 -277.6 409.8<br />
2 ok 43 0.09 0.2 4.51e-03 7.7 7.7 7.7 7.7 -25.3 0.2 3.2 3097.2 -290.3 348.3<br />
2 ok 44 0.09 0.3 4.45e-03 7.7 7.7 7.7 7.7 -25.7 -2.8 1.5 3865.1 -291.1 231.4<br />
2 ok 45 0.09 0.3 4.48e-03 7.7 7.7 7.7 7.7 -25.8 -2.8 0.4 4246.2 -300.3 100.9<br />
2 ok 46 0.09 0.3 4.49e-03 7.7 7.7 7.7 7.7 -25.8 -3.1 0.4 4243.5 -322.8 36.7<br />
2 ok 47 0.09 0.3 4.48e-03 7.7 7.7 7.7 7.7 -25.8 -2.8 -0.4 4246.3 -300.3 -100.6<br />
2 ok 48 0.09 0.3 4.45e-03 7.7 7.7 7.7 7.7 -25.7 -2.8 -1.5 3865.4 -291.1 -231.0<br />
2 ok 49 0.09 0.2 4.51e-03 7.7 7.7 7.7 7.7 -25.3 0.2 -3.2 3097.6 -290.3 -348.1<br />
2 ok 50 0.09 0.1 4.76e-03 7.7 7.7 7.7 7.7 -24.3 5.3 -5.0 1998.3 -277.6 -409.6<br />
2 ok 51 0.09 0.1 5.11e-03 7.7 7.7 7.7 7.7 -34.4 9.9 -14.8 -2195.1 -562.3 -286.3<br />
2 ok 52 0.09 0.1 5.12e-03 7.7 7.7 7.7 7.7 -33.7 15.4 -14.8 -2186.6 -491.8 -204.1<br />
2 ok 53 0.09 0.1 4.30e-03 7.7 7.7 7.7 7.7 -25.6 25.3 15.1 -1989.5 -552.1 119.4<br />
2 ok 54 0.09 0.1 4.40e-03 7.7 7.7 7.7 7.7 -26.9 14.6 15.1 -1997.5 -619.3 160.6<br />
2 ok 55 0.09 0.1 4.19e-03 7.7 7.7 7.7 7.7 -18.0 6.0 5.0 1889.6 -290.5 331.3<br />
2 ok 56 0.09 0.2 3.96e-03 7.7 7.7 7.7 7.7 -18.0 1.1 3.2 2953.5 -307.6 296.7<br />
2 ok 57 0.09 0.3 3.78e-03 7.7 7.7 7.7 7.7 -17.9 -1.9 1.5 3697.1 -311.3 202.5<br />
2 ok 58 0.09 0.3 3.80e-03 7.7 7.7 7.7 7.7 -17.9 -3.6 0.5 4065.6 -319.0 91.4<br />
2 ok 59 0.09 0.3 3.81e-03 7.7 7.7 7.7 7.7 -18.0 -4.1 0.5 4063.6 -335.8 27.5<br />
2 ok 60 0.09 0.3 3.80e-03 7.7 7.7 7.7 7.7 -17.9 -3.6 -0.5 4065.7 -319.0 -91.1<br />
2 ok 61 0.09 0.3 3.78e-03 7.7 7.7 7.7 7.7 -17.9 -1.9 -1.5 3697.4 -311.3 -202.2<br />
2 ok 62 0.09 0.2 3.96e-03 7.7 7.7 7.7 7.7 -18.0 1.1 -3.2 2953.9 -307.6 -296.4<br />
2 ok 63 0.09 0.1 4.19e-03 7.7 7.7 7.7 7.7 -18.0 6.0 -5.0 1890.1 -290.5 -331.1<br />
2 ok 64 0.09 0.1 4.40e-03 7.7 7.7 7.7 7.7 -26.9 14.6 -15.1 -1997.2 -619.3 -160.5<br />
2 ok 65 0.09 0.1 4.30e-03 7.7 7.7 7.7 7.7 -25.6 25.3 -15.1 -1989.1 -552.0 -119.3<br />
2 ok 66 0.09 0.1 4.12e-03 7.7 7.7 7.7 7.7 -22.5 35.4 13.1 -1897.2 -639.9 50.1<br />
2 ok 67 0.09 0.1 4.23e-03 7.7 7.7 7.7 7.7 -24.4 19.7 13.1 -1904.1 -697.5 72.9<br />
2 ok 68 0.09 0.1 3.84e-03 7.7 7.7 7.7 7.7 -12.8 8.7 4.5 1858.8 -306.5 206.0<br />
2 ok 69 0.09 0.2 3.56e-03 7.7 7.7 7.7 7.7 -12.4 2.1 2.9 2874.6 -275.9 217.4<br />
2 ok 70 0.09 0.3 3.34e-03 7.7 7.7 7.7 7.7 -12.1 -2.0 1.5 3585.2 -241.8 158.8<br />
2 ok 71 0.09 0.3 3.35e-03 7.7 7.7 7.7 7.7 -12.0 -4.3 0.5 3936.3 -224.7 73.7<br />
2 ok 72 0.09 0.3 3.35e-03 7.7 7.7 7.7 7.7 -12.1 -5.0 0.5 3935.4 -232.3 23.3<br />
2 ok 73 0.09 0.3 3.35e-03 7.7 7.7 7.7 7.7 -12.0 -4.3 -0.5 3936.4 -224.7 -73.5<br />
2 ok 74 0.09 0.3 3.34e-03 7.7 7.7 7.7 7.7 -12.1 -2.0 -1.5 3585.4 -241.8 -158.5<br />
2 ok 75 0.09 0.2 3.56e-03 7.7 7.7 7.7 7.7 -12.4 2.1 -2.9 2875.0 -275.9 -217.1<br />
2 ok 76 0.09 0.1 3.84e-03 7.7 7.7 7.7 7.7 -12.8 8.7 -4.5 1859.2 -306.5 -205.8<br />
2 ok 77 0.09 0.1 4.23e-03 7.7 7.7 7.7 7.7 -24.4 19.7 -13.1 -1903.9 -697.5 -72.8<br />
2 ok 78 0.09 0.1 4.12e-03 7.7 7.7 7.7 7.7 -22.5 35.4 -13.1 -1897.0 -639.9 -50.0<br />
2 ok 79 0.09 0.1 4.13e-03 7.7 7.7 7.7 7.7 -21.9 47.3 7.2 -1864.8 -844.2 39.3<br />
2 ok 80 0.09 0.1 4.28e-03 7.7 7.7 7.7 7.7 -24.8 23.2 7.2 -1863.4 -832.0 58.0<br />
2 ok 81 0.09 0.1 3.78e-03 7.7 7.7 7.7 7.7 -9.1 10.6 3.2 1883.2 -295.8 171.5<br />
2 ok 82 0.09 0.2 3.41e-03 7.7 7.7 7.7 7.7 -8.6 2.3 2.3 2833.0 -188.0 206.1<br />
2533-06-00103.DOC<br />
101
2 ok 83 0.09 0.3 3.15e-03 7.7 7.7 7.7 7.7 -9.1 -2.8 1.0 3541.3 163.4 153.4<br />
2 ok 84 0.09 0.3 3.12e-03 7.7 7.7 7.7 7.7 -8.5 -6.4 0.4 3856.2 234.3 84.0<br />
2 ok 85 0.09 0.3 3.11e-03 7.7 7.7 7.7 7.7 -8.6 -7.3 0.4 3857.9 248.5 25.6<br />
2 ok 86 0.09 0.3 3.12e-03 7.7 7.7 7.7 7.7 -8.5 -6.4 -0.4 3856.3 234.3 -83.8<br />
2 ok 87 0.09 0.3 3.15e-03 7.7 7.7 7.7 7.7 -9.1 -2.8 -1.0 3541.5 163.4 -153.2<br />
2 ok 88 0.09 0.2 3.41e-03 7.7 7.7 7.7 7.7 -8.6 2.3 -2.3 2833.4 -188.0 -205.9<br />
2 ok 89 0.09 0.1 3.78e-03 7.7 7.7 7.7 7.7 -9.1 10.6 -3.2 1883.6 -295.9 -171.3<br />
2 ok 90 0.09 0.1 4.28e-03 7.7 7.7 7.7 7.7 -24.8 23.2 -7.2 -1863.4 -832.2 -57.9<br />
2 ok 91 0.09 0.1 4.13e-03 7.7 7.7 7.7 7.7 -21.9 47.3 -7.2 -1864.8 -844.3 -39.2<br />
2 ok 92 0.09 0.2 4.64e-03 7.7 7.7 7.7 7.7 -28.9 49.6 -9.3 -1842.6 -1047.4 182.6<br />
2 ok 93 0.09 0.1 4.82e-03 7.7 7.7 7.7 7.7 -32.2 22.3 7.2 -1816.0 -826.3 64.0<br />
2 ok 94 0.09 0.1 3.82e-03 7.7 7.7 7.7 7.7 -7.1 10.2 1.8 1914.4 -216.6 261.3<br />
2 ok 95 0.09 0.2 3.37e-03 7.7 7.7 7.7 7.7 -7.5 0.8 1.3 2863.5 326.9 312.1<br />
2 ok 96 0.09 0.3 3.08e-03 7.7 7.7 7.7 7.7 -7.9 -3.7 1.0 3453.0 499.7 215.5<br />
2 ok 97 0.09 0.3 3.02e-03 7.7 7.7 7.7 7.7 -7.1 -6.3 0.2 3733.2 586.6 105.7<br />
2 ok 98 0.09 0.3 2.99e-03 7.7 7.7 7.7 7.7 -7.2 -7.2 0.2 3735.4 604.6 32.0<br />
2 ok 99 0.09 0.3 3.02e-03 7.7 7.7 7.7 7.7 -7.1 -6.3 -0.2 3733.3 586.6 -105.5<br />
2 ok 100 0.09 0.3 3.08e-03 7.7 7.7 7.7 7.7 -7.9 -3.7 -1.0 3453.2 499.6 -215.3<br />
2 ok 101 0.09 0.2 3.37e-03 7.7 7.7 7.7 7.7 -7.5 0.8 -1.3 2863.8 326.9 -312.0<br />
2 ok 102 0.09 0.1 3.83e-03 7.7 7.7 7.7 7.7 -7.1 10.2 -1.8 1914.7 -216.7 -261.1<br />
2 ok 103 0.09 0.1 4.82e-03 7.7 7.7 7.7 7.7 -32.2 22.3 -7.2 -1816.2 -826.5 -63.8<br />
2 ok 104 0.09 0.2 4.64e-03 7.7 7.7 7.7 7.7 -28.9 49.6 9.3 -1842.7 -1047.8 -182.5<br />
2 ok 105 0.09 0.2 1.26e-03 7.7 7.7 7.7 7.7 23.9 -4.6 -13.9 -2525.3 -147.7 -129.7<br />
2 ok 106 0.09 0.2 4.34e-03 7.7 7.7 7.7 7.7 -1.8 54.5 -10.4 -1824.2 -1052.9 377.5<br />
2 ok 107 0.09 0.2 4.33e-03 7.7 7.7 7.7 7.7 -10.8 18.4 -9.3 -1790.0 -663.5 372.7<br />
2 ok 108 0.09 0.2 3.69e-03 7.7 7.7 7.7 7.7 -8.6 4.9 1.1 1932.8 547.9 546.0<br />
2 ok 109 0.09 0.2 3.29e-03 7.7 7.7 7.7 7.7 -9.1 -0.5 1.0 2772.7 758.5 431.4<br />
2 ok 110 0.09 0.2 3.08e-03 7.7 7.7 7.7 7.7 -9.4 -4.7 0.7 3315.6 897.2 282.8<br />
2 ok 111 0.09 0.3 3.00e-03 7.7 7.7 7.7 7.7 -8.4 -7.4 6.59e-02 3573.1 965.6 132.2<br />
2 ok 112 0.09 0.3 2.96e-03 7.7 7.7 7.7 7.7 -8.6 -8.4 6.59e-02 3574.5 977.7 41.8<br />
2 ok 113 0.09 0.3 3.00e-03 7.7 7.7 7.7 7.7 -8.4 -7.4 -6.30e-02 3573.1 965.6 -132.0<br />
2 ok 114 0.09 0.2 3.08e-03 7.7 7.7 7.7 7.7 -9.4 -4.7 -0.7 3315.7 897.2 -282.7<br />
2 ok 115 0.09 0.2 3.29e-03 7.7 7.7 7.7 7.7 -9.1 -0.5 -1.0 2772.9 758.5 -431.2<br />
2 ok 116 0.09 0.2 3.69e-03 7.7 7.7 7.7 7.7 -8.7 4.9 -1.1 1933.0 547.8 -545.9<br />
2 ok 117 0.09 0.2 4.33e-03 7.7 7.7 7.7 7.7 -6.0 19.8 10.4 -1778.2 -667.8 -376.6<br />
2 ok 118 0.09 0.2 4.34e-03 7.7 7.7 7.7 7.7 -1.8 54.5 10.4 -1824.4 -1053.2 -377.4<br />
2 ok 119 0.09 0.2 1.26e-03 7.7 7.7 7.7 7.7 20.7 -5.0 13.4 -2526.6 -147.6 127.0<br />
2 ok 120 0.09 9.80e-02 4.52e-03 7.7 7.7 7.7 7.7 -31.6 -7.9 -10.9 -1820.7 413.3 10.7<br />
2 ok 121 0.09 0.1 4.17e-03 7.7 7.7 7.7 7.7 -30.4 2.2 -10.9 -1801.6 572.2 70.3<br />
2 ok 122 0.09 0.1 3.49e-03 7.7 7.7 7.7 7.7 -14.9 6.5 -0.7 636.0 902.2 637.4<br />
2 ok 123 0.09 0.2 3.45e-03 7.7 7.7 7.7 7.7 -14.0 2.9 8.43e-02 1831.7 1077.9 650.2<br />
2 ok 124 0.09 0.2 3.22e-03 7.7 7.7 7.7 7.7 -13.5 -1.6 -0.2 2610.2 1195.1 504.3<br />
2 ok 125 0.09 0.2 3.11e-03 7.7 7.7 7.7 7.7 -13.1 -5.9 -0.2 3118.0 1266.2 319.7<br />
2 ok 126 0.09 0.2 3.03e-03 7.7 7.7 7.7 7.7 -11.9 -9.0 -0.3 3360.2 1293.7 144.3<br />
2 ok 127 0.09 0.2 2.98e-03 7.7 7.7 7.7 7.7 -12.0 -10.1 -0.3 3359.9 1291.4 48.5<br />
2 ok 128 0.09 0.2 3.03e-03 7.7 7.7 7.7 7.7 -11.9 -9.0 0.3 3360.3 1293.8 -144.2<br />
2 ok 129 0.09 0.2 3.11e-03 7.7 7.7 7.7 7.7 -13.1 -5.9 0.2 3118.1 1266.3 -319.5<br />
2 ok 130 0.09 0.2 3.22e-03 7.7 7.7 7.7 7.7 -13.5 -1.6 0.2 2610.4 1195.2 -504.2<br />
2 ok 131 0.09 0.2 3.45e-03 7.7 7.7 7.7 7.7 -14.0 3.0 -8.14e-02 1832.0 1078.0 -650.1<br />
2 ok 132 0.09 0.1 3.49e-03 7.7 7.7 7.7 7.7 -14.9 6.5 0.8 636.1 902.2 -637.4<br />
2 ok 133 0.09 0.1 4.17e-03 7.7 7.7 7.7 7.7 -30.4 2.2 10.9 -1801.9 572.1 -70.2<br />
2 ok 134 0.09 9.79e-02 4.52e-03 7.7 7.7 7.7 7.7 -31.6 -7.8 10.9 -1821.0 413.2 -10.7<br />
2 ok 135 0.09 8.94e-02 3.85e-03 7.7 7.7 7.7 7.7 -27.6 -9.3 -9.3 -1595.9 556.2 222.1<br />
2 ok 136 0.09 9.44e-02 3.85e-03 7.7 7.7 7.7 7.7 -27.5 -7.8 -9.3 -1589.4 610.3 365.4<br />
2 ok 137 0.09 0.1 3.59e-03 7.7 7.7 7.7 7.7 -22.3 0.8 -2.0 776.3 1214.4 732.8<br />
2 ok 138 0.09 0.2 3.44e-03 7.7 7.7 7.7 7.7 -20.8 1.1 -1.9 1677.1 1420.5 668.1<br />
2 ok 139 0.09 0.2 3.36e-03 7.7 7.7 7.7 7.7 -19.3 -2.8 -2.1 2384.3 1486.3 500.0<br />
2 ok 140 0.09 0.2 3.25e-03 7.7 7.7 7.7 7.7 -18.3 -7.7 -1.6 2873.6 1486.7 300.8<br />
2 ok 141 0.09 0.2 3.15e-03 7.7 7.7 7.7 7.7 -16.8 -11.4 -0.7 3112.8 1461.4 129.7<br />
2 ok 142 0.09 0.2 3.08e-03 7.7 7.7 7.7 7.7 -17.0 -12.9 -0.7 3110.0 1438.5 47.2<br />
2 ok 143 0.09 0.2 3.15e-03 7.7 7.7 7.7 7.7 -16.8 -11.4 0.7 3112.8 1461.5 -129.5<br />
2 ok 144 0.09 0.2 3.25e-03 7.7 7.7 7.7 7.7 -18.3 -7.6 1.6 2873.7 1486.9 -300.6<br />
2 ok 145 0.09 0.2 3.36e-03 7.7 7.7 7.7 7.7 -19.3 -2.8 2.1 2384.4 1486.5 -499.9<br />
2 ok 146 0.09 0.2 3.44e-03 7.7 7.7 7.7 7.7 -20.8 1.1 1.9 1677.3 1420.7 -668.1<br />
2 ok 147 0.09 0.1 3.59e-03 7.7 7.7 7.7 7.7 -22.4 0.8 2.0 776.4 1214.6 -732.9<br />
2 ok 148 0.09 9.46e-02 3.85e-03 7.7 7.7 7.7 7.7 -27.5 -7.8 9.3 -1589.6 610.3 -365.4<br />
2 ok 149 0.09 8.94e-02 3.85e-03 7.7 7.7 7.7 7.7 -27.6 -9.3 9.3 -1596.1 556.2 -222.1<br />
2 ok 150 0.09 6.13e-02 3.98e-03 7.7 7.7 7.7 7.7 -21.8 -28.8 -2.0 -1034.9 834.1 498.0<br />
2 ok 151 0.09 8.83e-02 3.47e-03 7.7 7.7 7.7 7.7 -22.8 -13.0 -1.8 -1070.5 767.8 626.7<br />
2 ok 152 0.09 0.1 3.67e-03 7.7 7.7 7.7 7.7 -26.4 -1.6 -1.6 702.6 1294.2 894.0<br />
2 ok 153 0.09 0.1 3.64e-03 7.7 7.7 7.7 7.7 -26.1 0.2 -2.9 1448.9 1491.2 663.8<br />
2533-06-00103.DOC<br />
102
2 ok 154 0.09 0.1 3.68e-03 7.7 7.7 7.7 7.7 -25.1 -4.1 -3.2 2104.3 1509.5 420.9<br />
2 ok 155 0.09 0.2 3.59e-03 7.7 7.7 7.7 7.7 -24.4 -8.4 -1.6 2611.1 1455.2 270.0<br />
2 ok 156 0.09 0.2 3.47e-03 7.7 7.7 7.7 7.7 -23.1 -12.2 -0.7 2879.1 1433.4 117.2<br />
2 ok 157 0.09 0.2 3.36e-03 7.7 7.7 7.7 7.7 -23.2 -13.7 -0.7 2876.3 1410.5 34.6<br />
2 ok 158 0.09 0.2 3.47e-03 7.7 7.7 7.7 7.7 -23.1 -12.2 0.7 2879.1 1433.4 -116.9<br />
2 ok 159 0.09 0.2 3.59e-03 7.7 7.7 7.7 7.7 -24.4 -8.4 1.6 2611.1 1455.4 -269.8<br />
2 ok 160 0.09 0.1 3.68e-03 7.7 7.7 7.7 7.7 -25.1 -4.0 3.2 2104.3 1509.8 -420.7<br />
2 ok 161 0.09 0.1 3.64e-03 7.7 7.7 7.7 7.7 -26.1 0.2 2.9 1449.0 1491.6 -663.7<br />
2 ok 162 0.09 0.1 3.67e-03 7.7 7.7 7.7 7.7 -26.4 -1.6 1.6 702.7 1294.5 -894.1<br />
2 ok 163 0.09 8.83e-02 3.47e-03 7.7 7.7 7.7 7.7 -22.8 -13.0 1.8 -1070.6 768.0 -626.8<br />
2 ok 164 0.09 6.14e-02 3.98e-03 7.7 7.7 7.7 7.7 -24.9 -30.9 1.8 -1065.1 813.6 -486.7<br />
2 ok 165 0.09 3.53e-02 4.76e-03 7.7 7.7 7.7 7.7 -27.1 -37.6 -0.4 -592.2 522.7 804.7<br />
2 ok 166 0.09 9.42e-02 3.50e-03 7.7 7.7 7.7 7.7 -26.3 -11.8 -0.2 -286.9 877.6 1078.7<br />
2 ok 167 0.09 0.1 3.61e-03 7.7 7.7 7.7 7.7 -26.4 -1.6 -1.6 349.6 1251.9 947.3<br />
2 ok 168 0.09 0.1 3.75e-03 7.7 7.7 7.7 7.7 -28.1 -5.01e-02 -2.9 1058.8 1444.4 630.2<br />
2 ok 169 0.09 0.1 4.03e-03 7.7 7.7 7.7 7.7 -30.5 -4.7 -3.2 1793.2 1472.2 348.4<br />
2 ok 170 0.09 0.1 4.31e-03 7.7 7.7 7.7 7.7 -32.4 -11.1 -2.2 2405.1 1415.4 153.7<br />
2 ok 171 0.09 0.2 4.54e-03 7.7 7.7 7.7 7.7 -34.3 -15.9 -0.6 2736.0 1347.2 60.3<br />
2 ok 172 0.09 0.2 4.56e-03 7.7 7.7 7.7 7.7 -34.4 -17.2 -0.6 2731.2 1307.2 12.7<br />
2 ok 173 0.09 0.2 4.54e-03 7.7 7.7 7.7 7.7 -34.3 -15.9 0.7 2736.0 1347.3 -59.9<br />
2 ok 174 0.09 0.1 4.31e-03 7.7 7.7 7.7 7.7 -32.4 -11.1 2.2 2405.1 1415.6 -153.4<br />
2 ok 175 0.09 0.1 4.03e-03 7.7 7.7 7.7 7.7 -30.5 -4.7 3.2 1793.1 1472.5 -348.2<br />
2 ok 176 0.09 0.1 3.75e-03 7.7 7.7 7.7 7.7 -28.1 -3.68e-02 2.9 1058.7 1444.7 -630.2<br />
2 ok 177 0.09 0.1 3.61e-03 7.7 7.7 7.7 7.7 -26.4 -1.6 1.6 349.5 1252.1 -947.4<br />
2 ok 178 0.09 9.42e-02 3.50e-03 7.7 7.7 7.7 7.7 -26.3 -11.8 0.2 -287.0 877.8 -1078.9<br />
2 ok 179 0.09 3.53e-02 4.76e-03 7.7 7.7 7.7 7.7 -27.1 -37.6 0.4 -592.3 523.1 -804.8<br />
2 ok 180 0.09 7.62e-02 4.49e-03 7.7 7.7 7.7 7.7 -7.7 -35.3 -0.4 -644.4 516.4 856.5<br />
2 ok 181 0.09 0.1 3.11e-03 7.7 7.7 7.7 7.7 -6.7 -15.1 2.0 -607.0 595.4 1398.9<br />
2 ok 182 0.09 0.1 3.69e-03 7.7 7.7 7.7 7.7 -5.0 -0.6 2.0 -574.3 868.6 1284.0<br />
2 ok 183 0.09 0.1 5.63e-03 7.7 7.7 7.7 7.7 -12.5 2.7 2.1 -271.6 1064.9 884.1<br />
2 ok 184 0.09 8.34e-02 6.51e-03 7.7 7.7 7.7 7.7 -32.2 -7.0 0.7 1412.6 1125.2 158.1<br />
2 ok 185 0.09 9.61e-02 6.92e-03 7.7 7.7 7.7 7.7 -51.4 -16.3 2.7 2269.6 1024.5 -2.5<br />
2 ok 186 0.09 0.1 7.31e-03 7.7 7.7 7.7 7.7 -59.6 -18.3 1.0 2696.9 954.6 -27.4<br />
2 ok 187 0.09 0.1 7.31e-03 7.7 7.7 7.7 7.7 -59.7 -18.6 -1.0 2692.0 913.9 26.3<br />
2 ok 188 0.09 0.1 7.31e-03 7.7 7.7 7.7 7.7 -59.6 -18.3 -1.0 2696.9 954.7 27.9<br />
2 ok 189 0.09 9.61e-02 6.92e-03 7.7 7.7 7.7 7.7 -51.4 -16.3 -2.7 2269.5 1024.7 2.9<br />
2 ok 190 0.09 8.33e-02 6.51e-03 7.7 7.7 7.7 7.7 -32.2 -7.0 -0.7 1412.4 1125.5 -157.7<br />
2 ok 191 0.09 0.1 5.63e-03 7.7 7.7 7.7 7.7 -13.1 3.2 -2.8 -358.0 1057.1 -914.5<br />
2 ok 192 0.09 0.1 3.69e-03 7.7 7.7 7.7 7.7 -5.0 -0.6 -2.0 -574.5 869.1 -1284.2<br />
2 ok 193 0.09 0.1 3.11e-03 7.7 7.7 7.7 7.7 -6.7 -15.2 -2.0 -607.3 595.8 -1399.2<br />
2 ok 194 0.09 7.62e-02 4.49e-03 7.7 7.7 7.7 7.7 -7.7 -35.3 0.4 -644.5 516.8 -856.7<br />
2 ok 195 0.09 7.86e-02 2.50e-03 7.7 7.7 7.7 7.7 -6.5 -19.6 -5.0 -710.4 -325.9 572.7<br />
2 ok 196 0.09 0.2 3.13e-03 7.7 7.7 7.7 7.7 24.5 -21.7 -4.1 -943.5 -270.2 966.8<br />
2 ok 197 0.09 0.2 2.91e-03 7.7 7.7 7.7 7.7 62.0 -14.3 10.7 -1001.3 -468.3 856.6<br />
2 ok 198 0.09 0.2 3.19e-03 7.7 7.7 7.7 7.7 62.8 -7.0 10.7 -991.7 -389.0 654.3<br />
2 ok 199 0.09 7.89e-02 1.06e-02 7.7 7.7 7.7 7.7 -77.8 -17.6 27.2 1320.0 185.0 -3.2<br />
2 ok 200 0.09 4.61e-02 1.22e-02 7.7 7.7 7.7 7.7 -99.0 -13.5 16.3 2270.9 350.9 -99.6<br />
2 ok 201 0.09 5.86e-02 1.28e-02 7.7 7.7 7.7 7.7 -107.2 -13.1 4.9 2641.9 331.0 -39.4<br />
2 ok 202 0.09 5.84e-02 1.28e-02 7.7 7.7 7.7 7.7 -107.2 -13.1 -4.9 2639.2 309.4 32.7<br />
2 ok 203 0.09 5.86e-02 1.28e-02 7.7 7.7 7.7 7.7 -107.2 -13.1 -4.9 2641.8 331.1 39.8<br />
2 ok 204 0.09 4.61e-02 1.22e-02 7.7 7.7 7.7 7.7 -98.9 -13.5 -16.3 2270.8 351.0 100.0<br />
2 ok 205 0.09 7.89e-02 1.06e-02 7.7 7.7 7.7 7.7 -77.8 -17.6 -27.2 1319.7 185.3 3.6<br />
2 ok 206 0.09 0.2 3.19e-03 7.7 7.7 7.7 7.7 62.9 -7.0 -10.7 -992.3 -388.5 -654.3<br />
2 ok 207 0.09 0.2 2.91e-03 7.7 7.7 7.7 7.7 62.0 -14.3 -10.7 -1001.8 -467.9 -856.7<br />
2 ok 208 0.09 0.2 3.13e-03 7.7 7.7 7.7 7.7 24.0 -19.6 3.7 -970.7 -232.6 -979.5<br />
2 ok 209 0.09 7.86e-02 2.50e-03 7.7 7.7 7.7 7.7 -6.5 -19.6 5.0 -710.5 -325.6 -572.8<br />
M_G x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N x N y N xy M x M y M xy<br />
-107.24 -37.63 -27.15 -2526.65 -1053.21 -1399.16<br />
0.09 0.28 0.01 7.70 7.70 7.70 7.70 62.90 54.53 27.15 4428.12 1509.83 1398.88<br />
M_G Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N x N y N xy M x M y M xy<br />
daN/cm daN/cm daN/cm daN daN daN<br />
11 ok 376 0.11 0.2 9.74e-03 7.7 7.7 7.7 7.7 -20.4 -17.8 -0.2 2029.0 33.4 -119.6<br />
11 ok 377 0.11 0.2 9.72e-03 7.7 7.7 7.7 7.7 -18.4 -1.5 -0.2 2043.5 153.7 -222.8<br />
11 ok 378 0.11 7.06e-02 6.80e-03 7.7 7.7 7.7 7.7 -39.3 -1.8 6.9 -1034.7 -88.1 -277.8<br />
11 ok 379 0.11 0.1 8.03e-03 7.7 7.7 7.7 7.7 -51.9 -1.1 5.9 -1796.7 -100.9 -224.2<br />
11 ok 380 0.11 0.1 9.34e-03 7.7 7.7 7.7 7.7 -58.0 -0.7 4.1 -2287.4 -108.2 -154.6<br />
11 ok 381 0.11 0.2 1.00e-02 7.7 7.7 7.7 7.7 -63.4 -0.3 1.4 -2533.9 -107.6 -63.1<br />
11 ok 382 0.11 0.2 1.00e-02 7.7 7.7 7.7 7.7 -63.3 6.96e-02 -1.4 -2532.7 -97.8 35.1<br />
2533-06-00103.DOC<br />
103
11 ok 383 0.11 0.2 1.00e-02 7.7 7.7 7.7 7.7 -63.4 -0.3 -1.4 -2533.9 -107.6 63.2<br />
11 ok 384 0.11 0.1 9.34e-03 7.7 7.7 7.7 7.7 -58.0 -0.7 -4.1 -2287.3 -108.2 154.7<br />
11 ok 385 0.11 0.1 8.03e-03 7.7 7.7 7.7 7.7 -51.9 -1.1 -5.9 -1796.5 -100.9 224.3<br />
11 ok 386 0.11 7.06e-02 6.80e-03 7.7 7.7 7.7 7.7 -39.3 -1.8 -6.9 -1034.5 -88.1 277.9<br />
11 ok 387 0.11 0.2 9.72e-03 7.7 7.7 7.7 7.7 -18.4 -1.5 0.2 2044.0 153.7 222.9<br />
11 ok 388 0.11 0.2 9.74e-03 7.7 7.7 7.7 7.7 -20.4 -17.8 0.2 2029.5 33.4 119.6<br />
11 ok 389 0.11 0.1 3.93e-03 7.7 7.7 7.7 7.7 -20.3 -23.2 5.1 1783.9 134.1 -171.8<br />
11 ok 390 0.11 0.1 4.59e-03 7.7 7.7 7.7 7.7 -18.7 -10.0 5.1 1789.6 181.6 -234.7<br />
11 ok 391 0.11 9.36e-02 5.05e-03 7.7 7.7 7.7 7.7 -26.5 -2.7 13.2 -1014.4 -130.6 -324.7<br />
11 ok 392 0.11 0.1 5.38e-03 7.7 7.7 7.7 7.7 -30.6 1.0 11.7 -1758.9 -201.2 -276.5<br />
11 ok 393 0.11 0.2 5.57e-03 7.7 7.7 7.7 7.7 -31.1 3.7 8.3 -2236.4 -253.9 -201.4<br />
11 ok 394 0.11 0.2 5.66e-03 7.7 7.7 7.7 7.7 -33.1 5.3 2.9 -2476.9 -285.0 -92.3<br />
11 ok 395 0.11 0.2 5.66e-03 7.7 7.7 7.7 7.7 -33.0 6.0 -2.9 -2477.0 -286.8 29.7<br />
11 ok 396 0.11 0.2 5.66e-03 7.7 7.7 7.7 7.7 -33.1 5.3 -2.9 -2476.8 -285.1 92.5<br />
11 ok 397 0.11 0.2 5.58e-03 7.7 7.7 7.7 7.7 -31.1 3.7 -8.3 -2236.3 -253.9 201.6<br />
11 ok 398 0.11 0.1 5.39e-03 7.7 7.7 7.7 7.7 -30.6 1.0 -11.7 -1758.8 -201.2 276.6<br />
11 ok 399 0.11 9.35e-02 5.05e-03 7.7 7.7 7.7 7.7 -26.5 -2.7 -13.2 -1014.2 -130.7 324.8<br />
11 ok 400 0.11 0.1 4.59e-03 7.7 7.7 7.7 7.7 -18.8 -10.0 -5.1 1790.0 181.6 234.8<br />
11 ok 401 0.11 0.1 3.93e-03 7.7 7.7 7.7 7.7 -20.3 -23.2 -5.1 1784.3 134.1 171.8<br />
11 ok 402 0.11 0.1 4.60e-03 7.7 7.7 7.7 7.7 -11.2 -28.7 7.7 1634.8 198.6 -153.7<br />
11 ok 403 0.11 0.1 3.84e-03 7.7 7.7 7.7 7.7 -9.6 -15.9 7.7 1634.5 196.0 -199.2<br />
11 ok 404 0.11 0.1 3.47e-03 7.7 7.7 7.7 7.7 -11.3 -0.9 13.2 -962.0 -124.4 -314.2<br />
11 ok 405 0.11 0.2 3.04e-03 7.7 7.7 7.7 7.7 -11.6 2.9 12.0 -1658.1 -244.8 -275.6<br />
11 ok 406 0.11 0.2 2.96e-03 7.7 7.7 7.7 7.7 -9.5 8.7 8.5 -2097.4 -338.6 -209.4<br />
11 ok 407 0.11 0.2 2.94e-03 7.7 7.7 7.7 7.7 -9.4 12.2 3.0 -2315.4 -397.7 -98.1<br />
11 ok 408 0.11 0.2 2.93e-03 7.7 7.7 7.7 7.7 -9.2 13.3 -3.0 -2316.8 -409.9 30.7<br />
11 ok 409 0.11 0.2 2.94e-03 7.7 7.7 7.7 7.7 -9.4 12.2 -3.0 -2315.4 -397.8 98.2<br />
11 ok 410 0.11 0.2 2.96e-03 7.7 7.7 7.7 7.7 -9.5 8.7 -8.5 -2097.3 -338.7 209.5<br />
11 ok 411 0.11 0.2 3.04e-03 7.7 7.7 7.7 7.7 -11.6 2.9 -12.0 -1658.0 -244.9 275.7<br />
11 ok 412 0.11 0.1 3.47e-03 7.7 7.7 7.7 7.7 -11.3 -0.9 -13.2 -961.8 -124.4 314.4<br />
11 ok 413 0.11 0.1 3.84e-03 7.7 7.7 7.7 7.7 -9.6 -15.9 -7.7 1634.7 196.0 199.3<br />
11 ok 414 0.11 0.1 4.60e-03 7.7 7.7 7.7 7.7 -11.2 -28.7 -7.7 1635.1 198.6 153.7<br />
11 ok 415 0.11 0.1 4.88e-03 7.7 7.7 7.7 7.7 -4.3 -32.6 2.7 1528.3 255.9 -170.9<br />
11 ok 416 0.11 0.1 3.23e-03 7.7 7.7 7.7 7.7 -2.9 -20.6 2.7 1532.3 289.7 -206.0<br />
11 ok 417 0.11 0.1 1.94e-03 7.7 7.7 7.7 7.7 6.7 -2.7 13.4 -942.0 -125.5 -323.1<br />
11 ok 418 0.11 0.2 1.26e-03 7.7 7.7 7.7 7.7 10.0 4.2 7.3 -1563.3 -230.5 -332.3<br />
11 ok 419 0.11 0.2 1.10e-03 7.7 7.7 7.7 7.7 14.5 12.2 5.1 -1944.2 -347.6 -255.6<br />
11 ok 420 0.11 0.2 1.05e-03 7.7 7.7 7.7 7.7 16.4 17.2 1.8 -2128.7 -412.5 -119.2<br />
11 ok 421 0.11 0.2 1.01e-03 7.7 7.7 7.7 7.7 16.6 18.7 1.8 -2130.4 -426.4 -37.3<br />
11 ok 422 0.11 0.2 1.05e-03 7.7 7.7 7.7 7.7 16.4 17.2 -1.8 -2128.7 -412.6 119.2<br />
11 ok 423 0.11 0.2 1.10e-03 7.7 7.7 7.7 7.7 14.5 12.3 -5.1 -1944.0 -347.8 255.6<br />
11 ok 424 0.11 0.2 1.26e-03 7.7 7.7 7.7 7.7 11.1 4.0 -7.3 -1554.4 -228.7 342.6<br />
11 ok 425 0.11 0.1 1.94e-03 7.7 7.7 7.7 7.7 6.6 -2.7 -13.4 -941.8 -125.5 323.3<br />
11 ok 426 0.11 0.1 3.23e-03 7.7 7.7 7.7 7.7 -2.9 -20.6 -2.7 1532.5 289.6 206.1<br />
11 ok 427 0.11 0.1 4.88e-03 7.7 7.7 7.7 7.7 -4.3 -32.6 -2.7 1528.4 255.9 171.0<br />
11 ok 428 0.11 0.2 5.21e-03 7.7 7.7 7.7 7.7 1.6 -29.8 -12.5 1466.7 469.8 -191.3<br />
11 ok 429 0.11 0.2 4.53e-03 7.7 7.7 7.7 7.7 2.0 -26.1 -12.5 1458.3 399.9 -207.6<br />
11 ok 430 0.11 0.2 1.93e-03 7.7 7.7 7.7 7.7 27.9 -8.2 -7.5 -936.7 -55.4 -450.6<br />
11 ok 431 0.11 0.2 7.03e-04 7.7 7.7 7.7 7.7 39.2 3.0 -6.1 -1439.9 -199.0 -426.6<br />
11 ok 432 0.11 0.3 1.27e-04 7.7 7.7 7.7 7.7 48.2 16.3 5.1 -1749.5 -324.2 -279.3<br />
11 ok 433 0.11 0.3 0.0 7.7 7.7 7.7 7.7 53.0 21.6 1.8 -1896.8 -384.6 -126.8<br />
11 ok 434 0.11 0.3 0.0 7.7 7.7 7.7 7.7 53.1 23.1 1.8 -1898.5 -398.6 -44.9<br />
11 ok 435 0.11 0.3 0.0 7.7 7.7 7.7 7.7 53.0 21.6 -1.8 -1896.7 -384.7 126.8<br />
11 ok 436 0.11 0.3 1.27e-04 7.7 7.7 7.7 7.7 48.2 16.3 -5.1 -1749.2 -324.4 279.3<br />
11 ok 437 0.11 0.2 7.02e-04 7.7 7.7 7.7 7.7 39.1 3.1 6.2 -1439.6 -199.5 426.7<br />
11 ok 438 0.11 0.2 1.93e-03 7.7 7.7 7.7 7.7 28.4 -8.8 7.8 -922.9 -55.3 461.8<br />
11 ok 439 0.11 0.2 4.53e-03 7.7 7.7 7.7 7.7 2.0 -26.1 12.5 1458.2 399.5 207.9<br />
11 ok 440 0.11 0.2 5.21e-03 7.7 7.7 7.7 7.7 1.6 -29.8 12.5 1466.7 469.7 191.5<br />
11 ok 441 0.11 0.2 8.76e-03 7.7 7.7 7.7 7.7 0.3 -30.0 -12.5 1425.4 464.9 -225.5<br />
11 ok 442 0.11 0.2 8.07e-03 7.7 7.7 7.7 7.7 0.8 -26.3 -12.5 1417.0 394.9 -241.9<br />
11 ok 443 0.11 0.2 6.70e-03 7.7 7.7 7.7 7.7 56.4 -11.7 -44.6 -906.3 -186.7 -425.2<br />
11 ok 444 0.11 0.3 4.42e-03 7.7 7.7 7.7 7.7 82.6 8.3 -6.1 -1268.2 -178.4 -442.6<br />
11 ok 445 0.11 0.3 2.20e-03 7.7 7.7 7.7 7.7 101.5 18.0 -4.0 -1508.7 -236.1 -304.8<br />
11 ok 446 0.11 0.3 8.89e-04 7.7 7.7 7.7 7.7 111.6 23.6 -1.4 -1626.7 -254.7 -135.9<br />
11 ok 447 0.11 0.3 4.66e-04 7.7 7.7 7.7 7.7 111.8 25.0 -1.4 -1626.6 -254.1 -44.7<br />
11 ok 448 0.11 0.3 8.90e-04 7.7 7.7 7.7 7.7 111.6 23.6 1.4 -1626.5 -254.8 135.6<br />
11 ok 449 0.11 0.3 2.20e-03 7.7 7.7 7.7 7.7 101.5 18.0 4.0 -1508.3 -236.4 304.7<br />
11 ok 450 0.11 0.3 4.41e-03 7.7 7.7 7.7 7.7 82.6 8.3 6.2 -1267.6 -178.8 442.7<br />
11 ok 451 0.11 0.2 6.69e-03 7.7 7.7 7.7 7.7 56.4 -11.7 44.6 -905.8 -187.3 425.4<br />
11 ok 452 0.11 0.2 8.07e-03 7.7 7.7 7.7 7.7 0.7 -26.3 12.5 1416.7 394.5 242.2<br />
11 ok 453 0.11 0.2 8.76e-03 7.7 7.7 7.7 7.7 0.3 -30.0 12.5 1425.1 464.7 225.8<br />
2533-06-00103.DOC<br />
104
11 ok 455 0.11 9.54e-02 1.26e-02 7.7 7.7 7.7 7.7 -53.2 -34.3 -42.1 1379.4 -250.2 -145.7<br />
11 ok 456 0.11 0.1 1.22e-02 7.7 7.7 7.7 7.7 -52.6 -29.8 -42.1 1402.5 -58.2 -129.7<br />
11 ok 457 0.11 0.3 6.38e-03 7.7 7.7 7.7 7.7 103.7 -6.1 -44.6 -815.2 -175.8 -329.8<br />
11 ok 458 0.11 0.4 2.65e-03 7.7 7.7 7.7 7.7 154.7 4.5 -35.6 -1138.6 -43.0 -256.8<br />
11 ok 459 0.11 0.5 8.27e-04 7.7 7.7 7.7 7.7 190.7 11.9 -22.8 -1347.1 93.2 -166.4<br />
11 ok 460 0.11 0.5 1.65e-04 7.7 7.7 7.7 7.7 208.7 15.5 -7.8 -1448.2 178.6 -71.8<br />
11 ok 461 0.11 0.5 0.0 7.7 7.7 7.7 7.7 208.8 16.0 -7.8 -1444.1 212.7 -25.7<br />
11 ok 462 0.11 0.5 1.66e-04 7.7 7.7 7.7 7.7 208.7 15.5 7.9 -1448.0 178.5 71.4<br />
11 ok 463 0.11 0.5 8.27e-04 7.7 7.7 7.7 7.7 190.6 12.0 22.8 -1346.5 93.0 166.2<br />
11 ok 464 0.11 0.4 2.65e-03 7.7 7.7 7.7 7.7 154.6 4.5 35.6 -1137.8 -43.4 256.7<br />
11 ok 465 0.11 0.3 6.37e-03 7.7 7.7 7.7 7.7 103.6 -6.0 44.6 -814.5 -176.4 329.9<br />
11 ok 466 0.11 0.1 1.22e-02 7.7 7.7 7.7 7.7 -52.6 -29.7 42.0 1402.0 -59.0 130.0<br />
11 ok 467 0.11 9.53e-02 1.25e-02 7.7 7.7 7.7 7.7 -53.2 -34.4 42.0 1378.9 -250.9 146.0<br />
M_G x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N x N y N xy M x M y M xy<br />
-63.37 -34.36 -44.60 -2533.94 -426.42 -450.61<br />
0.11 0.49 0.01 7.70 7.70 7.70 7.70 208.77 24.98 44.59 2043.99 469.83 461.81<br />
M_G Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N x N y N xy M x M y M xy<br />
daN/cm daN/cm daN/cm daN daN daN<br />
12 ok 534 0.11 0.1 1.63e-03 7.7 7.7 7.7 7.7 36.1 2.9 -25.3 488.3 92.1 -41.7<br />
12 ok 535 0.11 0.1 4.19e-03 7.7 7.7 7.7 7.7 35.3 -3.6 -25.3 494.8 146.0 6.5<br />
12 ok 536 0.11 0.1 1.11e-02 7.7 7.7 7.7 7.7 28.6 -7.5 -36.6 377.1 172.9 -40.1<br />
12 ok 537 0.11 5.87e-02 1.91e-02 7.7 7.7 7.7 7.7 -110.1 -20.1 -48.8 -621.7 105.9 -64.0<br />
12 ok 538 0.11 3.02e-02 2.46e-02 7.7 7.7 7.7 7.7 -159.1 -19.4 -39.8 -980.8 127.6 -34.1<br />
12 ok 539 0.11 3.63e-02 2.83e-02 7.7 7.7 7.7 7.7 -191.7 -18.2 -25.6 -1214.5 156.4 -14.0<br />
12 ok 540 0.11 3.95e-02 3.02e-02 7.7 7.7 7.7 7.7 -209.0 -16.7 -9.3 -1329.8 172.9 -9.3<br />
12 ok 541 0.11 3.94e-02 3.02e-02 7.7 7.7 7.7 7.7 -208.9 -15.6 -9.3 -1328.2 185.7 -12.1<br />
12 ok 542 0.11 3.94e-02 3.02e-02 7.7 7.7 7.7 7.7 -209.0 -16.7 9.4 -1329.8 172.5 8.0<br />
12 ok 543 0.11 3.63e-02 2.83e-02 7.7 7.7 7.7 7.7 -191.6 -18.1 25.6 -1214.1 155.4 12.3<br />
12 ok 544 0.11 3.02e-02 2.46e-02 7.7 7.7 7.7 7.7 -158.9 -19.3 39.7 -979.2 125.1 32.3<br />
12 ok 545 0.11 5.85e-02 1.91e-02 7.7 7.7 7.7 7.7 -109.9 -20.0 48.8 -619.2 99.5 63.7<br />
12 ok 546 0.11 0.1 1.10e-02 7.7 7.7 7.7 7.7 28.7 -7.5 36.6 375.5 169.9 41.3<br />
12 ok 547 0.11 0.1 4.19e-03 7.7 7.7 7.7 7.7 35.3 -3.6 25.3 494.3 142.7 -5.2<br />
12 ok 548 0.11 0.1 1.62e-03 7.7 7.7 7.7 7.7 36.1 2.9 25.3 488.2 91.8 42.1<br />
12 ok 549 0.11 8.32e-02 4.12e-03 7.7 7.7 7.7 7.7 -1.8 2.8 -14.2 629.0 -137.7 -80.0<br />
12 ok 550 0.11 7.75e-02 7.62e-03 7.7 7.7 7.7 7.7 -4.2 -8.3 -25.3 665.3 166.4 43.4<br />
12 ok 551 0.11 6.02e-02 1.16e-02 7.7 7.7 7.7 7.7 -18.3 -4.5 -11.7 280.6 -298.8 -11.2<br />
12 ok 552 0.11 5.10e-02 1.42e-02 7.7 7.7 7.7 7.7 -71.8 -16.5 -10.9 -643.4 -287.2 23.0<br />
12 ok 553 0.11 3.50e-02 1.60e-02 7.7 7.7 7.7 7.7 -97.6 -22.5 -10.2 -1016.7 -222.6 33.9<br />
12 ok 554 0.11 3.02e-02 1.72e-02 7.7 7.7 7.7 7.7 -116.1 -26.0 -7.1 -1265.1 -195.4 28.2<br />
12 ok 555 0.11 3.30e-02 1.81e-02 7.7 7.7 7.7 7.7 -125.5 -27.9 -2.4 -1384.0 -186.3 17.3<br />
12 ok 556 0.11 3.30e-02 1.81e-02 7.7 7.7 7.7 7.7 -125.5 -28.1 2.4 -1383.4 -180.4 -11.0<br />
12 ok 557 0.11 3.30e-02 1.81e-02 7.7 7.7 7.7 7.7 -125.5 -27.8 2.4 -1384.1 -186.0 -18.7<br />
12 ok 558 0.11 3.02e-02 1.72e-02 7.7 7.7 7.7 7.7 -116.1 -26.0 7.0 -1265.2 -194.4 -29.7<br />
12 ok 559 0.11 3.53e-02 1.60e-02 7.7 7.7 7.7 7.7 -97.6 -22.4 10.1 -1014.7 -219.6 -36.7<br />
12 ok 560 0.11 5.08e-02 1.42e-02 7.7 7.7 7.7 7.7 -71.7 -16.5 10.9 -638.8 -287.2 -24.2<br />
12 ok 561 0.11 6.03e-02 1.16e-02 7.7 7.7 7.7 7.7 -18.2 -4.5 11.8 278.5 -329.2 21.5<br />
12 ok 562 0.11 7.75e-02 7.61e-03 7.7 7.7 7.7 7.7 -4.2 -8.3 25.3 661.5 162.8 -40.0<br />
12 ok 563 0.11 8.33e-02 4.11e-03 7.7 7.7 7.7 7.7 -1.7 2.9 14.2 626.2 -132.5 81.8<br />
12 ok 564 0.11 7.46e-02 3.22e-03 7.7 7.7 7.7 7.7 -14.6 -3.8 -1.0 845.5 -213.6 -182.2<br />
12 ok 565 0.11 7.04e-02 4.24e-03 7.7 7.7 7.7 7.7 -14.6 -4.0 -1.0 833.7 -311.9 -180.9<br />
12 ok 566 0.11 4.18e-02 5.93e-03 7.7 7.7 7.7 7.7 -24.0 -7.7 3.3 391.0 -458.6 -162.3<br />
12 ok 567 0.11 2.44e-02 7.71e-03 7.7 7.7 7.7 7.7 -50.6 -13.9 -10.9 -647.0 -287.6 83.8<br />
12 ok 568 0.11 3.25e-02 9.17e-03 7.7 7.7 7.7 7.7 -60.9 -18.1 -10.2 -1038.7 -225.2 65.5<br />
12 ok 569 0.11 5.47e-02 1.04e-02 7.7 7.7 7.7 7.7 -72.2 -26.8 1.5 -1295.6 -228.5 32.3<br />
12 ok 570 0.11 6.88e-02 1.11e-02 7.7 7.7 7.7 7.7 -76.9 -30.4 0.3 -1413.1 -241.7 14.2<br />
12 ok 571 0.11 7.40e-02 1.11e-02 7.7 7.7 7.7 7.7 -47.0 -28.1 2.2 -1440.9 -251.1 3.5<br />
12 ok 572 0.11 7.11e-02 1.10e-02 7.7 7.7 7.7 7.7 -46.3 -27.2 1.7 -1398.4 -255.4 -27.3<br />
12 ok 573 0.11 5.97e-02 1.04e-02 7.7 7.7 7.7 7.7 -44.4 -24.3 0.6 -1237.2 -252.2 -71.6<br />
12 ok 574 0.11 3.95e-02 9.15e-03 7.7 7.7 7.7 7.7 -60.8 -18.0 10.1 -1038.9 -222.5 -67.5<br />
12 ok 575 0.11 2.44e-02 7.70e-03 7.7 7.7 7.7 7.7 -50.6 -13.9 10.9 -637.1 -287.0 -86.9<br />
12 ok 576 0.11 3.58e-02 5.90e-03 7.7 7.7 7.7 7.7 -31.4 -9.7 -5.1 483.9 -439.9 -194.7<br />
12 ok 577 0.11 6.89e-02 4.28e-03 7.7 7.7 7.7 7.7 -14.6 -3.7 0.8 812.7 -328.8 160.5<br />
12 ok 578 0.11 7.28e-02 3.23e-03 7.7 7.7 7.7 7.7 -14.7 -3.9 0.8 826.2 -216.3 176.9<br />
12 ok 579 0.11 6.60e-02 3.69e-03 7.7 7.7 7.7 7.7 -16.8 -17.0 8.3 834.7 -208.9 -329.4<br />
12 ok 580 0.11 6.49e-02 4.26e-03 7.7 7.7 7.7 7.7 -15.9 -9.5 8.3 822.8 -307.8 -424.2<br />
12 ok 581 0.11 9.16e-02 4.58e-03 7.7 7.7 7.7 7.7 -22.4 -8.7 12.7 534.9 -733.1 -606.4<br />
12 ok 582 0.11 4.54e-02 5.22e-03 7.7 7.7 7.7 7.7 -29.7 -10.6 6.0 634.5 -121.9 361.5<br />
12 ok 583 0.11 1.28e-02 5.22e-03 7.7 7.7 7.7 7.7 -33.5 -12.5 4.9 -487.0 -214.1 75.7<br />
2533-06-00103.DOC<br />
105
12 ok 584 0.11 3.18e-02 5.82e-03 7.7 7.7 7.7 7.7 -39.4 -18.2 4.5 -836.4 -190.8 151.7<br />
12 ok 585 0.11 4.53e-02 5.82e-03 7.7 7.7 7.7 7.7 -35.9 -17.8 3.1 -971.6 -207.0 42.6<br />
12 ok 586 0.11 5.47e-02 6.33e-03 7.7 7.7 7.7 7.7 -43.3 -23.3 3.4 -1172.0 -213.7 85.1<br />
12 ok 587 0.11 6.83e-02 6.33e-03 7.7 7.7 7.7 7.7 -38.1 -22.7 1.5 -1252.1 -223.3 18.8<br />
12 ok 588 0.11 6.89e-02 6.71e-03 7.7 7.7 7.7 7.7 -46.1 -26.8 2.7 -1366.4 -236.1 41.9<br />
12 ok 589 0.11 8.07e-02 6.71e-03 7.7 7.7 7.7 7.7 -39.5 -26.0 0.3 -1403.2 -240.5 10.1<br />
12 ok 590 0.11 8.14e-02 6.88e-03 7.7 7.7 7.7 7.7 -47.0 -28.1 2.2 -1440.9 -251.1 3.5<br />
12 ok 591 0.11 8.35e-02 6.88e-03 7.7 7.7 7.7 7.7 -47.0 -28.1 2.2 -1440.9 -251.1 3.5<br />
12 ok 592 0.11 8.44e-02 6.77e-03 7.7 7.7 7.7 7.7 -39.1 -20.4 -0.6 -1436.7 -234.6 -13.4<br />
12 ok 593 0.11 7.71e-02 6.77e-03 7.7 7.7 7.7 7.7 -46.3 -27.2 1.7 -1398.4 -255.4 -27.3<br />
12 ok 594 0.11 7.81e-02 6.41e-03 7.7 7.7 7.7 7.7 -38.3 -17.6 -1.6 -1358.9 -213.1 -34.6<br />
12 ok 595 0.11 6.08e-02 6.41e-03 7.7 7.7 7.7 7.7 -44.4 -24.3 0.6 -1237.2 -252.2 -71.6<br />
12 ok 596 0.11 6.17e-02 5.90e-03 7.7 7.7 7.7 7.7 -36.6 -13.5 -3.1 -1161.3 -189.9 -69.6<br />
12 ok 597 0.11 3.95e-02 5.90e-03 7.7 7.7 7.7 7.7 -40.8 -19.4 -1.3 -942.9 -253.5 -129.0<br />
12 ok 598 0.11 3.45e-02 5.36e-03 7.7 7.7 7.7 7.7 -34.5 -9.3 -4.8 -818.7 -184.7 -124.5<br />
12 ok 599 0.11 2.03e-02 5.36e-03 7.7 7.7 7.7 7.7 -36.6 -13.8 -3.5 -469.0 -279.8 -212.3<br />
12 ok 600 0.11 3.01e-02 4.90e-03 7.7 7.7 7.7 7.7 -31.4 -9.7 -5.1 483.9 -439.9 -194.7<br />
12 ok 601 0.11 9.05e-02 4.73e-03 7.7 7.7 7.7 7.7 -21.7 -8.4 -11.6 544.4 -643.3 699.2<br />
12 ok 602 0.11 9.05e-02 4.18e-03 7.7 7.7 7.7 7.7 -21.7 -8.4 -11.6 544.4 -643.3 699.2<br />
12 ok 603 0.11 6.92e-02 3.69e-03 7.7 7.7 7.7 7.7 -16.7 -17.2 -8.3 867.3 -212.2 338.5<br />
12 ok 604 0.11 0.1 3.73e-03 7.7 7.7 7.7 7.7 -16.3 -6.6 11.5 110.1 -784.1 -818.1<br />
12 ok 624 0.11 9.05e-02 4.18e-03 7.7 7.7 7.7 7.7 -21.7 -8.4 -11.6 544.4 -643.3 699.2<br />
12 ok 625 0.11 3.85e-02 4.74e-03 7.7 7.7 7.7 7.7 -12.7 -16.5 8.3 499.0 -249.1 -397.2<br />
12 ok 626 0.11 8.74e-02 3.89e-03 7.7 7.7 7.7 7.7 -11.8 -9.0 8.3 487.1 -348.1 -492.0<br />
12 ok 627 0.11 8.74e-02 3.86e-03 7.7 7.7 7.7 7.7 -14.7 -8.2 13.8 112.1 -290.8 -741.6<br />
12 ok 647 0.11 8.12e-02 3.67e-03 7.7 7.7 7.7 7.7 -12.9 -8.4 -12.9 186.9 -403.6 625.0<br />
12 ok 648 0.11 7.85e-02 3.67e-03 7.7 7.7 7.7 7.7 -11.8 -9.4 -8.3 476.5 -347.4 507.2<br />
12 ok 649 0.11 3.76e-02 4.71e-03 7.7 7.7 7.7 7.7 -12.7 -16.8 -8.3 487.2 -257.9 399.8<br />
12 ok 650 0.11 0.1 3.05e-03 7.7 7.7 7.7 7.7 -2.8 -3.3 13.0 -57.0 -249.4 -709.0<br />
12 ok 670 0.11 7.85e-02 3.67e-03 7.7 7.7 7.7 7.7 -13.8 -8.2 -14.1 218.4 -170.9 753.7<br />
12 ok 671 0.11 3.47e-02 4.32e-03 7.7 7.7 7.7 7.7 -4.7 -13.7 5.1 167.1 223.3 -254.3<br />
12 ok 672 0.11 0.1 3.20e-03 7.7 7.7 7.7 7.7 -1.6 -7.5 16.2 -183.9 29.1 -764.8<br />
12 ok 673 0.11 0.1 3.05e-03 7.7 7.7 7.7 7.7 4.4 -12.2 12.8 -479.7 363.6 -208.1<br />
12 ok 674 0.11 5.41e-02 3.31e-03 7.7 7.7 7.7 7.7 3.9 -16.2 12.8 -472.4 424.4 13.2<br />
12 ok 675 0.11 4.87e-02 3.42e-03 7.7 7.7 7.7 7.7 1.0 -12.1 16.3 66.3 417.5 -23.3<br />
12 ok 676 0.11 4.64e-02 3.81e-03 7.7 7.7 7.7 7.7 4.2 -11.5 18.2 68.5 432.7 -35.4<br />
12 ok 677 0.11 4.64e-02 3.45e-03 7.7 7.7 7.7 7.7 4.2 -11.5 18.2 68.5 432.7 -35.4<br />
12 ok 678 0.11 3.22e-02 3.90e-03 7.7 7.7 7.7 7.7 -2.6 -11.9 15.7 -88.0 420.4 -47.7<br />
12 ok 679 0.11 3.22e-02 3.41e-03 7.7 7.7 7.7 7.7 -7.1 -11.4 10.7 -188.3 399.2 -16.2<br />
12 ok 680 0.11 2.39e-02 3.55e-03 7.7 7.7 7.7 7.7 -8.2 -12.8 9.6 -220.5 411.3 -39.4<br />
12 ok 681 0.11 2.39e-02 2.97e-03 7.7 7.7 7.7 7.7 -9.8 -13.0 4.5 -285.8 403.8 -7.5<br />
12 ok 682 0.11 2.12e-02 2.84e-03 7.7 7.7 7.7 7.7 -10.3 -17.5 4.5 -285.9 402.2 -8.0<br />
12 ok 683 0.11 2.12e-02 2.59e-03 7.7 7.7 7.7 7.7 -10.6 -13.4 -3.3 -312.1 402.8 6.3<br />
12 ok 684 0.11 2.15e-02 2.89e-03 7.7 7.7 7.7 7.7 -11.1 -17.5 -3.3 -311.6 407.1 15.7<br />
12 ok 685 0.11 2.35e-02 3.19e-03 7.7 7.7 7.7 7.7 -9.2 -12.4 -9.8 -263.9 392.5 19.4<br />
12 ok 686 0.11 2.54e-02 3.57e-03 7.7 7.7 7.7 7.7 -9.7 -16.4 -9.8 -262.3 405.6 35.6<br />
12 ok 687 0.11 2.99e-02 3.68e-03 7.7 7.7 7.7 7.7 -5.0 -13.3 -12.1 -137.4 409.8 31.5<br />
12 ok 688 0.11 3.67e-02 4.08e-03 7.7 7.7 7.7 7.7 -6.8 -16.5 -14.8 -135.1 419.9 42.9<br />
12 ok 689 0.11 3.67e-02 3.64e-03 7.7 7.7 7.7 7.7 1.6 -12.9 -15.0 20.4 429.9 27.0<br />
12 ok 690 0.11 4.40e-02 4.10e-03 7.7 7.7 7.7 7.7 7.5 -12.7 -13.8 90.9 459.1 9.8<br />
12 ok 691 0.11 4.40e-02 3.08e-03 7.7 7.7 7.7 7.7 0.6 -12.2 -13.5 -143.7 418.3 98.2<br />
12 ok 692 0.11 5.42e-02 3.40e-03 7.7 7.7 7.7 7.7 9.2 -10.3 -9.6 -320.8 364.3 140.1<br />
12 ok 693 0.11 9.71e-02 2.80e-03 7.7 7.7 7.7 7.7 -0.7 -8.9 -13.9 -197.8 -31.9 718.7<br />
12 ok 694 0.11 8.09e-02 3.12e-03 7.7 7.7 7.7 7.7 -3.6 -11.1 -13.2 -207.9 -83.5 561.7<br />
12 ok 695 0.11 3.30e-02 4.30e-03 7.7 7.7 7.7 7.7 -4.9 -13.7 -5.0 161.3 225.5 241.1<br />
12 ok 696 0.11 1.49e-02 2.24e-03 7.7 7.7 7.7 7.7 0.2 -13.1 5.1 42.3 208.3 -190.4<br />
12 ok 697 0.11 5.10e-02 2.47e-03 7.7 7.7 7.7 7.7 22.3 -12.8 6.2 20.0 311.2 -291.0<br />
12 ok 698 0.11 7.53e-02 1.78e-03 7.7 7.7 7.7 7.7 22.6 -10.8 6.2 36.4 447.8 -218.1<br />
12 ok 699 0.11 7.94e-02 3.03e-03 7.7 7.7 7.7 7.7 37.8 -10.2 12.8 83.2 461.1 -67.7<br />
12 ok 700 0.11 7.67e-02 3.38e-03 7.7 7.7 7.7 7.7 4.2 -11.5 18.2 68.5 432.7 -35.4<br />
12 ok 701 0.11 4.54e-02 3.41e-03 7.7 7.7 7.7 7.7 0.3 -10.5 10.7 -222.2 395.1 -24.5<br />
12 ok 702 0.11 2.95e-02 3.22e-03 7.7 7.7 7.7 7.7 -6.9 -12.6 4.5 -287.2 403.6 -8.4<br />
12 ok 703 0.11 2.17e-02 3.21e-03 7.7 7.7 7.7 7.7 -6.9 -12.9 -3.3 -285.5 406.0 8.7<br />
12 ok 704 0.11 2.86e-02 3.13e-03 7.7 7.7 7.7 7.7 -7.2 -15.0 -3.3 -285.3 408.1 13.4<br />
12 ok 705 0.11 4.78e-02 3.18e-03 7.7 7.7 7.7 7.7 -1.49e-03 -13.3 -9.8 -217.2 404.6 34.7<br />
12 ok 706 0.11 7.91e-02 3.21e-03 7.7 7.7 7.7 7.7 35.5 -7.8 -16.9 78.0 426.8 38.8<br />
12 ok 707 0.11 7.71e-02 2.83e-03 7.7 7.7 7.7 7.7 7.5 -12.7 -13.8 90.9 459.1 9.8<br />
12 ok 708 0.11 7.18e-02 2.16e-03 7.7 7.7 7.7 7.7 9.2 -10.3 -9.6 -320.8 364.3 140.1<br />
12 ok 709 0.11 5.36e-02 2.39e-03 7.7 7.7 7.7 7.7 22.5 -12.3 -6.6 51.1 301.4 303.9<br />
12 ok 710 0.11 1.53e-02 2.22e-03 7.7 7.7 7.7 7.7 0.4 -13.1 -5.0 45.4 211.6 189.1<br />
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M_G x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N x N y N xy M x M y M xy<br />
-209.01 -30.44 -48.83 -1440.90 -784.12 -818.12<br />
0.11 0.13 0.03 7.70 7.70 7.70 7.70 37.76 2.94 48.82 867.31 461.10 753.75<br />
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7.4 STATI LIMITE D' ESERCIZIO<br />
In tabella vengono riportati i valori di interesse per il controllo degli stati limite d'esercizio.<br />
In particolare vengono riportati, in relazione al tipo di elemento strutturale, i risultati relativi alle tre categorie di<br />
combinazione considerate:<br />
Combinazioni rare<br />
Combinazioni frequenti<br />
Combinazioni quasi permanenti.<br />
I valori di interesse sono i seguenti:<br />
rRfck rapporto tra la massima compressione nel calcestruzzo e la tensione fck in<br />
combinazioni rare [normalizzato a 1]<br />
rRfyk rapporto tra la massima tensione nell’acciaio e la tensione fyk in combinazioni rare<br />
[normalizzato a 1]<br />
rPfck rapporto tra la massima compressione nel calcestruzzo e la tensione fck in<br />
combinazioni quasi permanenti [normalizzato a 1]<br />
wR apertura caratteristica delle fessure in combinazioni rare [mm]<br />
wF apertura caratteristica delle fessure in combinazioni frequenti [mm]<br />
wP apertura caratteristica delle fessure in combinazioni quasi permanenti [mm]<br />
dR<br />
massima deformazione in combinazioni rare<br />
dF<br />
massima deformazione in combinazioni frequenti<br />
dP<br />
massima deformazione in combinazioni quasi permanenti<br />
Per ognuno dei nove valori soprariportati viene indicata (Rif.cmb) la combinazione in cui si è verificato.<br />
In relazione al tipo di elemento strutturale i valori sono selezionati nel modo seguente:<br />
pilastri rRfck rRfyk rPfck per sezioni significative<br />
travi rRfck rRfyk rPfck per sezioni significative<br />
wR wF wP per sezioni significative<br />
dR dF dP massimi in campata<br />
setti e gusci rRfck rRfyk rPfck massimi nei nodi dell’elemento<br />
wR wF wP massimi nei nodi dell’elemento<br />
Si precisa che i valori di massima deformazione per travi sono riferiti al piano verticale (piano locale 1-2 con<br />
momenti flettenti 3-3).<br />
Setto rRfck rRfyk rPfck Rif. cmb wR wF wP Rif. cmb<br />
mm mm mm<br />
181 0.08 0.11 0.09 98,98,102 0.0 0.0 0.0 0,0,0<br />
182 0.08 0.11 0.09 98,98,102 0.0 0.0 0.0 0,0,0<br />
183 0.08 0.11 0.08 98,98,102 0.0 0.0 0.0 0,0,0<br />
184 0.08 0.11 0.08 98,98,102 0.0 0.0 0.0 0,0,0<br />
185 0.09 0.19 0.09 98,98,102 0.0 0.0 0.0 0,0,0<br />
186 0.09 0.19 0.09 98,98,102 0.0 0.0 0.0 0,0,0<br />
187 0.07 0.17 0.08 97,97,101 0.0 0.0 0.0 0,0,0<br />
188 0.07 0.17 0.08 97,97,101 0.0 0.0 0.0 0,0,0<br />
189 0.07 0.16 0.08 97,97,101 0.0 0.0 0.0 0,0,0<br />
190 0.07 0.16 0.08 97,97,101 0.0 0.0 0.0 0,0,0<br />
191 0.07 0.16 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
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192 0.07 0.16 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
193 0.07 0.14 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
194 0.07 0.14 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
195 0.07 0.13 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
196 0.07 0.13 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
197 0.03 0.15 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
198 0.03 0.15 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
199 0.05 0.23 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
200 0.05 0.23 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
201 0.05 0.14 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
202 0.05 0.14 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
203 0.05 0.08 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
204 0.05 0.08 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
205 0.04 0.08 0.04 98,97,102 0.0 0.0 0.0 0,0,0<br />
206 0.04 0.08 0.04 98,97,102 0.0 0.0 0.0 0,0,0<br />
207 0.03 0.10 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
208 0.03 0.10 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
209 0.02 0.15 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
210 0.02 0.15 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
211 0.02 0.14 0.02 97,97,102 0.0 0.0 0.0 0,0,0<br />
212 0.03 0.12 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
213 0.03 0.08 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
214 0.04 0.18 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
215 0.01 0.15 0.01 98,97,102 0.0 0.0 0.0 0,0,0<br />
216 7.89e-03 0.25 8.96e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
217 8.00e-03 0.31 8.91e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
218 8.00e-03 0.31 8.91e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
219 7.89e-03 0.25 8.95e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
220 0.01 0.15 0.01 98,97,102 0.0 0.0 0.0 0,0,0<br />
221 0.04 0.18 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
222 0.03 0.08 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
223 0.03 0.12 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
224 0.02 0.14 0.02 97,97,102 0.0 0.0 0.0 0,0,0<br />
225 0.04 0.05 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
226 0.04 0.05 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
227 0.04 0.06 0.04 97,98,101 0.0 0.0 0.0 0,0,0<br />
228 0.04 0.06 0.04 97,98,101 0.0 0.0 0.0 0,0,0<br />
229 0.06 0.14 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
230 0.06 0.14 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
231 0.06 0.13 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
232 0.06 0.13 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
233 0.06 0.13 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
234 0.06 0.13 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
235 0.06 0.12 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
236 0.06 0.12 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
237 0.05 0.10 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
238 0.05 0.10 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
239 0.04 0.04 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
240 0.04 0.04 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
241 0.02 0.11 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
242 0.02 0.11 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
243 0.04 0.21 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
244 0.04 0.21 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
245 0.04 0.12 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
246 0.04 0.12 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
247 0.04 0.06 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
248 0.04 0.06 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
249 0.03 0.17 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
250 0.03 0.17 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
251 0.01 0.16 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
252 0.02 0.04 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
253 0.05 0.06 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
254 0.05 0.06 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
255 0.02 0.04 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
256 0.01 0.16 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
257 0.02 0.03 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
258 0.02 0.03 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
259 0.03 0.05 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
260 0.03 0.05 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
261 0.05 0.11 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
262 0.05 0.11 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
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263 0.05 0.11 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
264 0.05 0.11 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
265 0.05 0.11 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
266 0.05 0.11 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
267 0.05 0.10 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
268 0.05 0.10 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
269 0.05 0.08 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
270 0.05 0.08 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
271 0.03 0.03 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
272 0.03 0.03 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
273 0.02 0.07 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
274 0.02 0.07 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
275 0.03 0.17 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
276 0.03 0.17 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
277 0.03 0.10 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
278 0.03 0.10 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
279 0.03 0.05 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
280 0.03 0.05 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
281 0.01 0.17 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
282 0.01 0.17 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
283 8.60e-03 0.15 9.45e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
284 0.02 0.06 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
285 0.03 0.03 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
286 0.03 0.03 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
287 0.02 0.06 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
288 8.60e-03 0.15 9.46e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
289 0.01 0.02 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
290 0.01 0.02 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
291 0.03 0.04 0.03 97,98,101 0.0 0.0 0.0 0,0,0<br />
292 0.03 0.04 0.03 97,98,101 0.0 0.0 0.0 0,0,0<br />
293 0.05 0.10 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
294 0.05 0.10 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
295 0.05 0.11 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
296 0.05 0.11 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
297 0.05 0.10 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
298 0.05 0.10 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
299 0.05 0.10 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
300 0.05 0.10 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
301 0.05 0.09 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
302 0.05 0.09 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
303 0.04 0.05 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
304 0.04 0.05 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
305 0.02 0.06 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
306 0.02 0.06 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
307 0.03 0.14 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
308 0.03 0.14 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
309 0.03 0.09 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
310 0.03 0.09 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
311 0.02 0.05 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
312 0.02 0.05 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
313 0.01 0.12 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
314 0.01 0.12 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
315 6.43e-03 0.11 6.17e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
316 0.01 0.06 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
317 0.03 0.03 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
318 0.03 0.03 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
319 0.01 0.06 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
320 6.45e-03 0.11 6.19e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
321 4.76e-03 9.99e-03 4.63e-03 97,97,102 0.0 0.0 0.0 0,0,0<br />
322 4.76e-03 9.99e-03 4.63e-03 97,97,102 0.0 0.0 0.0 0,0,0<br />
323 0.03 0.04 0.03 98,98,102 0.0 0.0 0.0 0,0,0<br />
324 0.03 0.04 0.03 98,98,102 0.0 0.0 0.0 0,0,0<br />
325 0.06 0.12 0.05 98,98,102 0.0 0.0 0.0 0,0,0<br />
326 0.06 0.12 0.05 98,98,102 0.0 0.0 0.0 0,0,0<br />
327 0.06 0.12 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
328 0.06 0.12 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
329 0.05 0.11 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
330 0.05 0.11 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
331 0.05 0.11 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
332 0.05 0.11 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
333 0.05 0.10 0.05 97,97,102 0.0 0.0 0.0 0,0,0<br />
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334 0.05 0.10 0.05 97,97,102 0.0 0.0 0.0 0,0,0<br />
335 0.05 0.12 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
336 0.05 0.12 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
337 0.02 0.04 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
338 0.02 0.04 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
339 0.03 0.13 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
340 0.03 0.13 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
341 0.03 0.07 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
342 0.03 0.07 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
343 0.02 0.05 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
344 0.02 0.05 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
345 0.01 0.11 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
346 0.01 0.11 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
347 0.01 0.12 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
348 0.01 0.12 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
349 8.00e-03 0.07 8.37e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
350 7.99e-03 0.07 8.37e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
351 6.66e-03 0.08 6.44e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
352 0.01 0.07 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
353 0.01 0.06 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
354 0.01 0.11 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
355 4.38e-03 0.17 4.18e-03 98,97,101 0.0 0.0 0.0 0,0,0<br />
356 2.71e-03 0.20 2.57e-03 98,97,101 0.0 0.0 0.0 0,0,0<br />
357 2.05e-03 0.21 2.02e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
358 2.05e-03 0.21 2.02e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
359 2.69e-03 0.20 2.57e-03 98,97,101 0.0 0.0 0.0 0,0,0<br />
360 4.36e-03 0.17 4.19e-03 98,97,101 0.0 0.0 0.0 0,0,0<br />
361 0.01 0.11 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
362 0.01 0.06 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
363 0.01 0.07 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
364 6.68e-03 0.08 6.45e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
437 0.02 0.09 0.02 97,98,101 0.0 0.0 0.0 0,0,0<br />
438 0.02 0.15 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
439 0.01 0.17 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
440 9.08e-03 0.22 9.03e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
441 8.09e-03 0.25 7.02e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
442 0.01 0.26 9.44e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
443 0.01 0.28 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
444 0.01 0.28 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
445 0.01 0.26 9.44e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
446 8.06e-03 0.25 7.00e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
447 9.09e-03 0.22 9.04e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
448 0.01 0.17 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
449 0.02 0.15 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
450 0.02 0.09 0.02 97,98,101 0.0 0.0 0.0 0,0,0<br />
451 0.03 0.10 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
452 0.03 0.10 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
453 0.03 0.08 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
454 0.03 0.08 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
455 0.02 0.07 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
456 0.02 0.07 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
457 0.02 0.06 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
458 0.02 0.06 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
459 0.01 0.06 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
460 0.01 0.06 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
461 7.62e-03 0.08 7.64e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
462 7.60e-03 0.08 7.62e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
463 5.69e-03 0.07 5.57e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
464 9.05e-03 0.06 9.50e-03 97,97,102 0.0 0.0 0.0 0,0,0<br />
465 9.75e-03 0.07 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
466 0.01 0.09 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
467 8.83e-03 0.10 8.60e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
468 7.82e-03 0.12 7.65e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
469 6.44e-03 0.12 6.43e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
470 6.44e-03 0.12 6.43e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
471 7.83e-03 0.12 7.65e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
472 8.85e-03 0.10 8.62e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
473 0.01 0.09 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
474 9.78e-03 0.07 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
475 9.12e-03 0.06 9.57e-03 97,97,102 0.0 0.0 0.0 0,0,0<br />
476 5.73e-03 0.07 5.60e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
2533-06-00103.DOC<br />
113
477 7.75e-03 0.06 7.53e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
478 0.01 0.11 0.01 98,97,102 0.0 0.0 0.0 0,0,0<br />
479 0.01 0.15 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
480 0.01 0.14 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
481 0.01 0.12 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
482 0.02 0.09 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
483 0.02 0.05 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
484 0.02 0.05 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
485 0.02 0.09 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
486 0.01 0.12 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
487 0.01 0.14 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
488 0.01 0.15 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
489 0.01 0.11 0.01 98,97,102 0.0 0.0 0.0 0,0,0<br />
490 7.75e-03 0.06 7.53e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
491 0.02 0.07 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
492 0.02 0.07 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
493 0.02 0.07 0.02 98,97,102 0.0 0.0 0.0 0,0,0<br />
494 0.02 0.07 0.02 98,97,102 0.0 0.0 0.0 0,0,0<br />
495 0.02 0.06 0.02 98,97,102 0.0 0.0 0.0 0,0,0<br />
496 0.02 0.06 0.02 98,97,102 0.0 0.0 0.0 0,0,0<br />
497 0.02 0.04 0.02 98,97,102 0.0 0.0 0.0 0,0,0<br />
498 0.02 0.04 0.02 98,97,102 0.0 0.0 0.0 0,0,0<br />
499 0.02 0.03 0.01 98,97,102 0.0 0.0 0.0 0,0,0<br />
500 0.02 0.03 0.02 98,97,102 0.0 0.0 0.0 0,0,0<br />
501 6.49e-03 0.05 6.53e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
502 6.55e-03 0.05 6.59e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
503 8.02e-03 0.06 8.04e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
504 0.01 0.05 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
505 0.01 0.07 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
506 0.01 0.08 0.01 98,97,102 0.0 0.0 0.0 0,0,0<br />
507 0.01 0.08 0.01 98,97,102 0.0 0.0 0.0 0,0,0<br />
508 0.01 0.07 0.01 98,97,102 0.0 0.0 0.0 0,0,0<br />
509 0.01 0.06 0.01 98,97,102 0.0 0.0 0.0 0,0,0<br />
510 0.01 0.06 0.01 98,97,102 0.0 0.0 0.0 0,0,0<br />
511 0.01 0.07 0.01 98,97,102 0.0 0.0 0.0 0,0,0<br />
512 0.01 0.08 0.01 98,97,102 0.0 0.0 0.0 0,0,0<br />
513 0.01 0.08 0.01 98,97,102 0.0 0.0 0.0 0,0,0<br />
514 0.01 0.07 0.01 98,97,102 0.0 0.0 0.0 0,0,0<br />
515 0.01 0.05 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
516 7.76e-03 0.06 7.78e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
Setto rRfck rRfyk rPfck wR wF wP<br />
0.09 0.31 0.09 0.0 0.0 0.0<br />
Guscio rRfck rRfyk rPfck Rif. cmb wR wF wP Rif. cmb<br />
mm mm mm<br />
1 0.03 0.04 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
2 0.01 0.02 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
3 0.03 0.04 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
4 0.04 0.06 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
5 0.05 0.08 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
6 0.05 0.09 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
7 0.05 0.09 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
8 0.05 0.08 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
9 0.04 0.06 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
10 0.03 0.04 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
11 0.01 0.02 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
12 0.03 0.04 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
13 0.03 0.05 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
14 0.02 0.03 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
15 0.03 0.05 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
16 0.04 0.07 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
17 0.04 0.08 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
18 0.05 0.09 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
19 0.05 0.09 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
20 0.04 0.08 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
21 0.04 0.07 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
22 0.03 0.05 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
23 0.02 0.03 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
24 0.03 0.05 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
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25 0.04 0.10 0.04 98,97,102 0.0 0.0 0.0 0,0,0<br />
26 0.01 0.04 0.01 97,97,102 0.0 0.0 0.0 0,0,0<br />
27 0.04 0.10 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
28 0.06 0.16 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
29 0.07 0.21 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
30 0.08 0.24 0.08 97,97,101 0.0 0.0 0.0 0,0,0<br />
31 0.08 0.24 0.08 97,97,101 0.0 0.0 0.0 0,0,0<br />
32 0.07 0.21 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
33 0.06 0.16 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
34 0.04 0.10 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
35 0.01 0.04 0.01 97,97,102 0.0 0.0 0.0 0,0,0<br />
36 0.04 0.10 0.04 98,97,102 0.0 0.0 0.0 0,0,0<br />
37 0.04 0.10 0.04 98,97,102 0.0 0.0 0.0 0,0,0<br />
38 0.01 0.04 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
39 0.03 0.09 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
40 0.05 0.16 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
41 0.07 0.21 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
42 0.07 0.24 0.08 97,97,101 0.0 0.0 0.0 0,0,0<br />
43 0.07 0.24 0.08 97,97,101 0.0 0.0 0.0 0,0,0<br />
44 0.07 0.21 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
45 0.05 0.16 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
46 0.03 0.09 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
47 0.01 0.04 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
48 0.04 0.10 0.04 98,97,102 0.0 0.0 0.0 0,0,0<br />
49 0.03 0.10 0.04 98,97,102 0.0 0.0 0.0 0,0,0<br />
50 9.74e-03 0.04 9.79e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
51 0.03 0.10 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
52 0.05 0.17 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
53 0.06 0.21 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
54 0.07 0.24 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
55 0.07 0.24 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
56 0.06 0.21 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
57 0.05 0.17 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
58 0.03 0.10 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
59 9.73e-03 0.04 9.79e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
60 0.03 0.10 0.04 98,97,102 0.0 0.0 0.0 0,0,0<br />
61 0.03 0.11 0.04 98,97,102 0.0 0.0 0.0 0,0,0<br />
62 8.44e-03 0.06 8.58e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
63 0.03 0.10 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
64 0.05 0.17 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
65 0.06 0.22 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
66 0.07 0.24 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
67 0.07 0.24 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
68 0.06 0.22 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
69 0.05 0.17 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
70 0.03 0.10 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
71 8.44e-03 0.06 8.58e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
72 0.03 0.11 0.04 98,97,102 0.0 0.0 0.0 0,0,0<br />
73 0.03 0.12 0.04 98,97,102 0.0 0.0 0.0 0,0,0<br />
74 7.87e-03 0.07 8.31e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
75 0.03 0.11 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
76 0.05 0.17 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
77 0.06 0.22 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
78 0.07 0.24 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
79 0.07 0.24 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
80 0.06 0.22 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
81 0.05 0.17 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
82 0.03 0.11 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
83 7.87e-03 0.07 8.31e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
84 0.03 0.12 0.04 98,97,102 0.0 0.0 0.0 0,0,0<br />
85 0.03 0.16 0.04 98,97,102 0.0 0.0 0.0 0,0,0<br />
86 0.01 0.05 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
87 0.03 0.11 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
88 0.05 0.18 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
89 0.06 0.22 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
90 0.07 0.24 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
91 0.07 0.24 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
92 0.06 0.22 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
93 0.05 0.18 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
94 0.03 0.11 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
95 0.01 0.05 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
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115
96 0.03 0.16 0.04 98,97,102 0.0 0.0 0.0 0,0,0<br />
97 0.04 0.20 0.05 98,97,102 0.0 0.0 0.0 0,0,0<br />
98 0.03 0.11 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
99 0.02 0.07 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
100 0.04 0.12 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
101 0.05 0.17 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
102 0.06 0.21 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
103 0.06 0.23 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
104 0.06 0.23 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
105 0.06 0.21 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
106 0.05 0.17 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
107 0.04 0.12 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
108 0.02 0.07 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
109 0.03 0.11 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
110 0.04 0.20 0.05 98,97,102 0.0 0.0 0.0 0,0,0<br />
111 0.03 0.09 0.04 98,97,102 0.0 0.0 0.0 0,0,0<br />
112 0.02 0.07 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
113 0.03 0.09 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
114 0.04 0.13 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
115 0.05 0.16 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
116 0.06 0.19 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
117 0.06 0.21 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
118 0.06 0.21 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
119 0.06 0.19 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
120 0.05 0.16 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
121 0.04 0.13 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
122 0.03 0.09 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
123 0.02 0.07 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
124 0.03 0.09 0.04 98,97,102 0.0 0.0 0.0 0,0,0<br />
125 0.03 0.08 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
126 0.03 0.09 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
127 0.03 0.11 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
128 0.04 0.13 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
129 0.05 0.15 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
130 0.05 0.17 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
131 0.06 0.19 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
132 0.06 0.19 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
133 0.05 0.17 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
134 0.05 0.15 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
135 0.04 0.13 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
136 0.03 0.11 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
137 0.03 0.09 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
138 0.03 0.08 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
139 0.02 0.06 0.02 98,97,102 0.0 0.0 0.0 0,0,0<br />
140 0.03 0.11 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
141 0.03 0.12 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
142 0.04 0.13 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
143 0.04 0.13 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
144 0.05 0.15 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
145 0.05 0.16 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
146 0.05 0.16 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
147 0.05 0.15 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
148 0.04 0.13 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
149 0.04 0.13 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
150 0.03 0.12 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
151 0.03 0.11 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
152 0.02 0.06 0.02 98,97,102 0.0 0.0 0.0 0,0,0<br />
153 0.02 0.06 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
154 0.03 0.11 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
155 0.03 0.11 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
156 0.03 0.11 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
157 0.03 0.09 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
158 0.04 0.12 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
159 0.05 0.14 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
160 0.05 0.14 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
161 0.04 0.12 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
162 0.03 0.09 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
163 0.03 0.11 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
164 0.03 0.11 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
165 0.03 0.11 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
166 0.02 0.06 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
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167 0.02 0.07 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
168 0.03 0.14 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
169 0.03 0.18 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
170 0.01 0.07 0.01 98,97,102 0.0 0.0 0.0 0,0,0<br />
171 0.02 0.07 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
172 0.04 0.09 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
173 0.05 0.10 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
174 0.05 0.10 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
175 0.04 0.09 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
176 0.02 0.07 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
177 0.01 0.07 0.01 98,97,102 0.0 0.0 0.0 0,0,0<br />
178 0.03 0.18 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
179 0.03 0.14 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
180 0.02 0.07 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
365 0.05 0.13 0.05 98,97,102 0.0 0.0 0.0 0,0,0<br />
366 8.20e-03 0.02 7.30e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
367 0.02 0.06 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
368 0.04 0.10 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
369 0.05 0.13 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
370 0.06 0.15 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
371 0.06 0.15 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
372 0.05 0.13 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
373 0.04 0.10 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
374 0.02 0.06 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
375 8.21e-03 0.02 7.30e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
376 0.05 0.13 0.05 98,97,102 0.0 0.0 0.0 0,0,0<br />
377 0.04 0.11 0.04 98,98,102 0.0 0.0 0.0 0,0,0<br />
378 8.02e-03 0.03 7.15e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
379 0.03 0.08 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
380 0.04 0.13 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
381 0.05 0.16 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
382 0.06 0.17 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
383 0.06 0.17 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
384 0.05 0.16 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
385 0.04 0.13 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
386 0.03 0.08 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
387 8.03e-03 0.03 7.16e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
388 0.04 0.11 0.04 98,98,102 0.0 0.0 0.0 0,0,0<br />
389 0.04 0.11 0.04 98,97,102 0.0 0.0 0.0 0,0,0<br />
390 7.52e-03 0.04 6.55e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
391 0.02 0.11 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
392 0.04 0.15 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
393 0.05 0.18 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
394 0.06 0.19 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
395 0.06 0.19 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
396 0.05 0.18 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
397 0.04 0.15 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
398 0.02 0.11 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
399 7.52e-03 0.04 6.55e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
400 0.04 0.11 0.04 98,97,102 0.0 0.0 0.0 0,0,0<br />
401 0.04 0.12 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
402 9.11e-03 0.05 8.18e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
403 0.02 0.13 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
404 0.04 0.18 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
405 0.05 0.21 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
406 0.05 0.22 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
407 0.05 0.22 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
408 0.05 0.21 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
409 0.04 0.18 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
410 0.02 0.13 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
411 9.12e-03 0.05 8.18e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
412 0.04 0.12 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
413 0.03 0.12 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
414 0.01 0.07 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
415 0.03 0.16 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
416 0.04 0.22 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
417 0.04 0.26 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
418 0.04 0.28 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
419 0.04 0.28 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
420 0.04 0.26 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
421 0.04 0.22 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
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422 0.03 0.16 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
423 0.01 0.07 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
424 0.03 0.12 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
425 0.03 0.14 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
426 0.01 0.09 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
427 0.03 0.21 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
428 0.03 0.30 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
429 0.03 0.36 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
430 0.02 0.40 0.02 98,97,102 0.0 0.0 0.0 0,0,0<br />
431 0.02 0.40 0.02 98,97,102 0.0 0.0 0.0 0,0,0<br />
432 0.03 0.36 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
433 0.03 0.30 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
434 0.03 0.21 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
435 0.01 0.09 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
436 0.03 0.14 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
517 0.02 0.10 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
518 7.76e-03 0.10 7.64e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
519 6.88e-03 0.04 6.84e-03 97,98,101 0.0 0.0 0.0 0,0,0<br />
520 0.02 0.03 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
521 0.02 0.02 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
522 0.03 0.02 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
523 0.03 0.02 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
524 0.03 0.02 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
525 0.03 0.02 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
526 0.02 0.02 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
527 0.02 0.03 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
528 6.88e-03 0.04 6.85e-03 97,98,101 0.0 0.0 0.0 0,0,0<br />
529 7.71e-03 0.10 7.58e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
530 0.02 0.10 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
531 0.02 0.06 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
532 9.43e-03 0.02 9.32e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
533 8.45e-03 0.02 8.33e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
534 0.01 0.02 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
535 0.02 0.02 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
536 0.03 0.03 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
537 0.03 0.03 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
538 0.03 0.03 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
539 0.03 0.03 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
540 0.02 0.02 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
541 0.01 0.02 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
542 9.11e-03 0.03 8.96e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
543 9.49e-03 0.02 9.39e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
544 0.02 0.06 0.02 98,97,102 0.0 0.0 0.0 0,0,0<br />
545 0.02 0.05 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
546 0.02 0.03 0.01 98,97,102 0.0 0.0 0.0 0,0,0<br />
547 0.02 0.04 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
548 0.01 9.34e-03 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
549 0.02 0.04 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
550 0.03 0.06 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
551 0.03 0.07 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
552 0.03 0.07 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
553 0.03 0.06 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
554 0.03 0.05 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
555 0.02 0.03 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
556 8.25e-03 0.02 8.41e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
557 0.01 0.03 0.01 98,97,102 0.0 0.0 0.0 0,0,0<br />
558 0.02 0.06 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
559 9.16e-03 7.63e-03 9.36e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
560 0.02 0.02 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
561 0.03 0.04 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
562 0.03 0.06 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
563 0.03 0.06 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
564 0.03 0.06 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
565 0.03 0.05 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
566 0.02 0.03 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
567 0.01 0.02 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
568 0.01 0.02 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
569 0.02 0.08 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
590 0.03 0.10 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
591 0.02 0.05 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
592 0.02 0.06 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
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593 0.02 0.07 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
614 0.02 0.07 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
615 0.02 0.07 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
636 0.02 0.08 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
637 0.02 0.05 0.02 98,97,102 0.0 0.0 0.0 0,0,0<br />
638 0.02 0.04 0.02 98,97,102 0.0 0.0 0.0 0,0,0<br />
639 0.02 0.08 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
660 0.02 0.09 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
661 0.01 0.04 0.01 98,98,102 0.0 0.0 0.0 0,0,0<br />
662 0.01 0.04 0.01 98,98,102 0.0 0.0 0.0 0,0,0<br />
663 0.01 0.03 0.01 98,98,102 0.0 0.0 0.0 0,0,0<br />
664 9.69e-03 0.02 9.87e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
665 9.50e-03 0.02 9.65e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
666 9.41e-03 0.02 9.56e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
667 9.59e-03 0.02 9.74e-03 98,98,102 0.0 0.0 0.0 0,0,0<br />
668 0.01 0.03 0.01 98,98,102 0.0 0.0 0.0 0,0,0<br />
669 0.01 0.04 0.01 98,98,102 0.0 0.0 0.0 0,0,0<br />
670 9.23e-03 0.04 9.26e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
671 0.01 0.02 0.01 98,98,102 0.0 0.0 0.0 0,0,0<br />
672 0.01 0.05 0.01 98,97,101 0.0 0.0 0.0 0,0,0<br />
673 0.01 0.07 0.01 98,97,102 0.0 0.0 0.0 0,0,0<br />
674 0.01 0.06 0.01 98,98,102 0.0 0.0 0.0 0,0,0<br />
675 0.01 0.04 0.01 98,98,102 0.0 0.0 0.0 0,0,0<br />
676 9.73e-03 0.02 9.93e-03 98,97,102 0.0 0.0 0.0 0,0,0<br />
677 9.48e-03 0.02 9.65e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
678 9.49e-03 0.02 9.62e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
679 9.68e-03 0.02 9.84e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
680 0.01 0.04 0.01 98,98,102 0.0 0.0 0.0 0,0,0<br />
681 0.01 0.06 0.01 98,98,102 0.0 0.0 0.0 0,0,0<br />
682 0.01 0.06 0.01 98,98,102 0.0 0.0 0.0 0,0,0<br />
683 0.01 0.05 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
684 0.01 0.02 0.01 98,98,102 0.0 0.0 0.0 0,0,0<br />
Guscio rRfck rRfyk rPfck wR wF wP<br />
0.08 0.40 0.08 0.0 0.0 0.0<br />
La condizione di verifica <strong>della</strong> tensione nel calcestruzzo per combinazioni rare.<br />
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La condizione di verifica <strong>della</strong> tensione nell’acciaio per combinazioni rare.<br />
La condizione di verifica <strong>della</strong> tensione nel calcestruzzo per combinazioni permanenti.<br />
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8 SCATOLARE ACQUE MEDIE<br />
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8.1 SCHEMATIZZAZIONE DEI CASI DI CARICO<br />
Il programma consente l’applicazione di diverse tipologie di casi di carico.<br />
Sono previsti i seguenti 11 tipi di casi di carico:<br />
Sigla Tipo Descrizione<br />
1 Ggk A caso di carico comprensivo del peso proprio struttura<br />
2 Gk NA caso di carico con azioni permanenti<br />
3 Qk NA caso di carico con azioni variabili<br />
4 Gsk A caso di carico comprensivo dei carichi permanenti sui solai e sulle coperture<br />
5 Qsk A caso di carico comprensivo dei carichi variabili sui solai<br />
6 Qnk A caso di carico comprensivo dei carichi di neve sulle coperture<br />
7 Qtk SA caso di carico comprensivo di una variazione termica agente sulla struttura<br />
8 Qvk NA caso di carico comprensivo di azioni da vento sulla struttura<br />
9 Esk SA caso di carico sismico con analisi statica equivalente<br />
10 Edk SA caso di carico sismico con analisi dinamica<br />
11 Pk NA caso di carico comprensivo di azioni derivanti da coazioni, cedimenti e<br />
precompressioni<br />
Sono di tipo automatico A (ossia non prevedono introduzione dati da parte dell’utente) i seguenti casi di carico:<br />
1-Ggk; 4-Gsk; 5-Qsk; 6-Qnk.<br />
Sono di tipo semi-automatico SA (ossia prevedono una minima introduzione dati da parte dell’utente) i<br />
seguenti casi di carico:<br />
7-Qtk, in quanto richiede solo il valore <strong>della</strong> variazione termica;<br />
9-Esk e 10-Edk, in quanto richiedono il valore dell’angolo di ingresso del sisma e l’individuazione dei casi di<br />
carico partecipanti alla definizione delle masse.<br />
Sono di tipo non automatico NA ossia prevedono la diretta applicazione di carichi generici agli elementi<br />
strutturali (si veda il precedente punto Mo<strong>della</strong>zione delle Azioni) i restanti casi di carico.<br />
Nella tabella successiva vengono riportati i casi di carico agenti sulla struttura, con l’indicazione dei dati relativi<br />
al caso di carico stesso:<br />
Numero Tipo e Sigla identificativa, Valore di riferimento del caso di carico (se previsto).<br />
In successione, per i casi di carico non automatici, viene riportato l’elenco di nodi ed elementi direttamente<br />
caricati con la sigla identificativa del carico.<br />
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CDC Tipo Sigla Id<br />
Note<br />
1 Ggk CDC=Ggk (peso proprio <strong>della</strong> struttura)<br />
4 Gk terreno x+ D3 : 110 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 : 113 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 : 116 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 119 a 129 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 : 132 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 : 135 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 138 a 148 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 : 151 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 : 154 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 157 a 167 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 : 170 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 : 173 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 176 a 186 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 : 189 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 : 192 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 195 a 204 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
5 Gk terreno x- D3 :da 112 a 113 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 115 a 116 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 118 a 129 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 131 a 132 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 134 a 135 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 137 a 148 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 150 a 151 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 153 a 154 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 156 a 167 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 169 a 170 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 172 a 173 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 175 a 186 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 188 a 189 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 191 a 192 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
D3 :da 194 a 204 Azione : PL3:pi=0.0 qi=0.0 pf=-0.81 qf=-1000.00<br />
8 Qk sisma x+ D3 : 110 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 : 113 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 : 116 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 119 a 129 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 : 132 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 : 135 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 138 a 148 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 : 151 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 : 154 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 157 a 167 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 : 170 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 : 173 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 176 a 186 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 : 189 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 : 192 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 195 a 204 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
9 Qk sisma x- D3 :da 112 a 113 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 115 a 116 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 118 a 129 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 131 a 132 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 134 a 135 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 137 a 148 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 150 a 151 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 153 a 154 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 156 a 167 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 169 a 170 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 172 a 173 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 175 a 186 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 188 a 189 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 191 a 192 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
D3 :da 194 a 204 Azione : PL3:pi=-0.13 qi=0.0 pf=-0.13 qf=-1000.00<br />
10 Qk TRAFFICO D3 : 110 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 112 a 113 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 115 a 116 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 118 a 129 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
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123
CDC Tipo Sigla Id<br />
Note<br />
D3 :da 131 a 132 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 134 a 135 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 137 a 148 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 150 a 151 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 153 a 154 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 156 a 167 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 169 a 170 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 172 a 173 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 175 a 186 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 188 a 189 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 191 a 192 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 194 a 204 Azione : PL3:pi=-4.060e-02 qi=0.0 pf=-4.060e-02 qf=-1000.00<br />
D3 :da 205 a 285 Azione : P3:p=0.15<br />
11 Gk FALDA D3 :da 1 a 109 Azione : P3:p=0.20<br />
D3 : 110 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 112 a 113 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 115 a 116 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 118 a 129 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 131 a 132 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 134 a 135 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 137 a 148 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 150 a 151 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 153 a 154 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 156 a 167 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 169 a 170 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 172 a 173 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 175 a 186 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 188 a 189 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 191 a 192 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
D3 :da 194 a 204 Azione : PL3:pi=0.0 qi=-100.00 pf=-0.67 qf=-1000.00<br />
12 Gk TERRENO D3 :da 205 a 285 Azione : P3:p=0.0<br />
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124
8.2 RISULTATI OPERE DI FONDAZIONE<br />
Il controllo dei risultati delle analisi condotte, per quanto concerne le opere di fondazione, è possibile in<br />
relazione alle tabelle sottoriportate.<br />
La terza è riferita alle fondazioni tipo platea su suolo elastico. Per questo tipo di fondazione vengono riportate<br />
le pressioni in ogni vertice (nodo) degli elementi costituenti la platea.<br />
Vengono inoltre riportati, con funzione statistica, i valori massimo e minimo delle pressioni che compaiono<br />
nella tabella.<br />
Nodo (G) Pt 1/12 Pt 2/13 Pt 3... Pt 4...<br />
daN/cm2 daN/cm2 daN/cm2 daN/cm2 daN/cm2 daN/cm2 daN/cm2 daN/cm2 daN/cm2 daN/cm2 daN/cm2<br />
1 -0.32 -0.32 -0.31 -0.33 -0.36 -0.36 -0.35 -0.37 -0.32 -0.32 -0.32<br />
-0.36 -0.36 -0.36 -0.12 -0.12 -0.11 -0.13 -0.16 -0.16 -0.15 -0.17<br />
-0.12 -0.12 -0.12 -0.16 -0.16 -0.16 -0.32 -0.32 -0.31 -0.33 -0.36<br />
-0.36 -0.35 -0.37 -0.32 -0.32 -0.32 -0.36 -0.36 -0.36 -0.12 -0.12<br />
-0.11 -0.13 -0.16 -0.16 -0.15 -0.17 -0.12 -0.12 -0.12 -0.16 -0.16<br />
-0.16 -0.30 -0.34 -0.30 -0.34 -0.26 -0.26 -0.38 -0.38 -0.32 -0.32<br />
-0.31 -0.35 -0.31 -0.35 -0.27 -0.27 -0.39 -0.39 -0.33 -0.33 -0.10<br />
-0.14 -0.10 -0.14 -0.06 -0.06 -0.18 -0.18 -0.12 -0.12 -0.11 -0.15<br />
-0.11 -0.15 -0.07 -0.07 -0.19 -0.19 -0.13 -0.13 -0.34 -0.14 -0.34<br />
-0.14 -0.33 -0.13<br />
2 -0.32 -0.32 -0.31 -0.33 -0.36 -0.36 -0.35 -0.37 -0.32 -0.32 -0.32<br />
-0.36 -0.36 -0.36 -0.12 -0.12 -0.11 -0.13 -0.16 -0.16 -0.15 -0.17<br />
-0.12 -0.12 -0.12 -0.16 -0.16 -0.16 -0.32 -0.32 -0.31 -0.33 -0.36<br />
-0.36 -0.35 -0.37 -0.32 -0.32 -0.32 -0.36 -0.36 -0.36 -0.12 -0.12<br />
-0.11 -0.13 -0.16 -0.16 -0.15 -0.17 -0.12 -0.12 -0.12 -0.16 -0.16<br />
-0.16 -0.31 -0.33 -0.31 -0.33 -0.27 -0.27 -0.37 -0.37 -0.32 -0.32<br />
-0.31 -0.34 -0.31 -0.34 -0.28 -0.28 -0.38 -0.38 -0.33 -0.33 -0.11<br />
-0.13 -0.11 -0.13 -0.07 -0.07 -0.17 -0.17 -0.12 -0.12 -0.11 -0.14<br />
-0.11 -0.14 -0.08 -0.08 -0.18 -0.18 -0.13 -0.13 -0.34 -0.14 -0.34<br />
-0.14 -0.33 -0.13<br />
3 -0.32 -0.32 -0.31 -0.33 -0.36 -0.36 -0.35 -0.37 -0.32 -0.32 -0.32<br />
-0.36 -0.36 -0.36 -0.12 -0.12 -0.11 -0.13 -0.16 -0.16 -0.15 -0.17<br />
-0.12 -0.12 -0.12 -0.16 -0.16 -0.16 -0.32 -0.32 -0.31 -0.33 -0.36<br />
-0.36 -0.35 -0.37 -0.32 -0.32 -0.32 -0.36 -0.36 -0.36 -0.12 -0.12<br />
-0.11 -0.13 -0.16 -0.16 -0.15 -0.17 -0.12 -0.12 -0.12 -0.16 -0.16<br />
-0.16 -0.31 -0.33 -0.31 -0.33 -0.28 -0.28 -0.36 -0.36 -0.32 -0.32<br />
-0.32 -0.34 -0.32 -0.34 -0.29 -0.29 -0.37 -0.37 -0.33 -0.33 -0.11<br />
-0.13 -0.11 -0.13 -0.08 -0.08 -0.16 -0.16 -0.12 -0.12 -0.12 -0.14<br />
-0.12 -0.14 -0.09 -0.09 -0.17 -0.17 -0.13 -0.13 -0.34 -0.14 -0.33<br />
-0.13 -0.33 -0.13<br />
4 -0.32 -0.32 -0.31 -0.32 -0.36 -0.36 -0.35 -0.36 -0.32 -0.32 -0.32<br />
-0.36 -0.36 -0.36 -0.12 -0.12 -0.11 -0.12 -0.16 -0.16 -0.15 -0.16<br />
-0.12 -0.12 -0.12 -0.16 -0.16 -0.16 -0.32 -0.32 -0.31 -0.32 -0.36<br />
-0.36 -0.35 -0.36 -0.32 -0.32 -0.32 -0.36 -0.36 -0.36 -0.12 -0.12<br />
-0.11 -0.12 -0.16 -0.16 -0.15 -0.16 -0.12 -0.12 -0.12 -0.16 -0.16<br />
-0.16 -0.31 -0.33 -0.31 -0.33 -0.29 -0.29 -0.35 -0.35 -0.32 -0.32<br />
-0.32 -0.34 -0.32 -0.34 -0.30 -0.30 -0.36 -0.36 -0.33 -0.33 -0.11<br />
-0.13 -0.11 -0.13 -0.09 -0.09 -0.15 -0.15 -0.12 -0.12 -0.12 -0.14<br />
-0.12 -0.14 -0.10 -0.10 -0.16 -0.16 -0.13 -0.13 -0.34 -0.14 -0.33<br />
-0.13 -0.33 -0.13<br />
5 -0.32 -0.32 -0.31 -0.32 -0.36 -0.36 -0.35 -0.36 -0.32 -0.32 -0.32<br />
-0.36 -0.36 -0.36 -0.12 -0.12 -0.11 -0.12 -0.16 -0.16 -0.15 -0.16<br />
-0.12 -0.12 -0.12 -0.16 -0.16 -0.16 -0.32 -0.32 -0.31 -0.32 -0.36<br />
-0.36 -0.35 -0.36 -0.32 -0.32 -0.32 -0.36 -0.36 -0.36 -0.12 -0.12<br />
-0.11 -0.12 -0.16 -0.16 -0.15 -0.16 -0.12 -0.12 -0.12 -0.16 -0.16<br />
-0.16 -0.31 -0.32 -0.31 -0.32 -0.29 -0.29 -0.34 -0.34 -0.32 -0.32<br />
-0.32 -0.33 -0.32 -0.33 -0.30 -0.30 -0.35 -0.35 -0.32 -0.32 -0.11<br />
-0.12 -0.11 -0.12 -0.09 -0.09 -0.14 -0.14 -0.12 -0.12 -0.12 -0.13<br />
-0.12 -0.13 -0.10 -0.10 -0.15 -0.15 -0.12 -0.13 -0.34 -0.14 -0.33<br />
-0.13 -0.32 -0.12<br />
6 -0.31 -0.31 -0.31 -0.32 -0.36 -0.36 -0.35 -0.36 -0.31 -0.31 -0.31<br />
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125
-0.36 -0.36 -0.36 -0.11 -0.11 -0.11 -0.12 -0.16 -0.16 -0.15 -0.16<br />
-0.11 -0.12 -0.12 -0.16 -0.16 -0.16 -0.31 -0.31 -0.31 -0.32 -0.36<br />
-0.36 -0.35 -0.36 -0.31 -0.31 -0.31 -0.36 -0.36 -0.36 -0.11 -0.11<br />
-0.11 -0.12 -0.16 -0.16 -0.15 -0.16 -0.11 -0.12 -0.12 -0.16 -0.16<br />
-0.16 -0.31 -0.32 -0.31 -0.32 -0.30 -0.30 -0.33 -0.33 -0.31 -0.32<br />
-0.32 -0.33 -0.32 -0.33 -0.31 -0.31 -0.34 -0.34 -0.32 -0.32 -0.11<br />
-0.12 -0.11 -0.12 -0.10 -0.10 -0.13 -0.13 -0.12 -0.12 -0.12 -0.13<br />
-0.12 -0.13 -0.11 -0.11 -0.14 -0.14 -0.12 -0.12 -0.34 -0.14 -0.33<br />
-0.13 -0.32 -0.12<br />
7 -0.31 -0.31 -0.31 -0.32 -0.36 -0.36 -0.36 -0.36 -0.31 -0.31 -0.31<br />
-0.36 -0.36 -0.36 -0.11 -0.11 -0.11 -0.12 -0.16 -0.16 -0.16 -0.16<br />
-0.11 -0.11 -0.11 -0.16 -0.16 -0.16 -0.31 -0.31 -0.31 -0.32 -0.36<br />
-0.36 -0.36 -0.36 -0.31 -0.31 -0.31 -0.36 -0.36 -0.36 -0.11 -0.11<br />
-0.11 -0.12 -0.16 -0.16 -0.16 -0.16 -0.11 -0.11 -0.11 -0.16 -0.16<br />
-0.16 -0.31 -0.32 -0.31 -0.32 -0.31 -0.31 -0.32 -0.32 -0.31 -0.31<br />
-0.32 -0.33 -0.32 -0.33 -0.32 -0.32 -0.33 -0.33 -0.32 -0.32 -0.11<br />
-0.12 -0.11 -0.12 -0.11 -0.11 -0.12 -0.12 -0.11 -0.11 -0.12 -0.13<br />
-0.12 -0.13 -0.12 -0.12 -0.13 -0.13 -0.12 -0.12 -0.34 -0.14 -0.33<br />
-0.13 -0.32 -0.12<br />
8 -0.31 -0.31 -0.31 -0.31 -0.36 -0.36 -0.36 -0.36 -0.31 -0.31 -0.31<br />
-0.36 -0.36 -0.36 -0.11 -0.11 -0.11 -0.11 -0.16 -0.16 -0.16 -0.16<br />
-0.11 -0.11 -0.11 -0.16 -0.16 -0.16 -0.31 -0.31 -0.31 -0.31 -0.36<br />
-0.36 -0.36 -0.36 -0.31 -0.31 -0.31 -0.36 -0.36 -0.36 -0.11 -0.11<br />
-0.11 -0.11 -0.16 -0.16 -0.16 -0.16 -0.11 -0.11 -0.11 -0.16 -0.16<br />
-0.16 -0.31 -0.31 -0.31 -0.31 -0.31 -0.31 -0.31 -0.31 -0.31 -0.31<br />
-0.32 -0.32 -0.32 -0.32 -0.32 -0.32 -0.32 -0.32 -0.32 -0.32 -0.11<br />
-0.11 -0.11 -0.11 -0.11 -0.11 -0.11 -0.11 -0.11 -0.11 -0.12 -0.12<br />
-0.12 -0.12 -0.12 -0.12 -0.12 -0.12 -0.12 -0.12 -0.34 -0.14 -0.33<br />
-0.13 -0.32 -0.12<br />
9 -0.31 -0.31 -0.32 -0.31 -0.36 -0.36 -0.36 -0.36 -0.31 -0.31 -0.31<br />
-0.36 -0.36 -0.36 -0.11 -0.11 -0.12 -0.11 -0.16 -0.16 -0.16 -0.16<br />
-0.11 -0.11 -0.11 -0.16 -0.16 -0.16 -0.31 -0.31 -0.32 -0.31 -0.36<br />
-0.36 -0.36 -0.36 -0.31 -0.31 -0.31 -0.36 -0.36 -0.36 -0.11 -0.11<br />
-0.12 -0.11 -0.16 -0.16 -0.16 -0.16 -0.11 -0.11 -0.11 -0.16 -0.16<br />
-0.16 -0.32 -0.31 -0.32 -0.31 -0.32 -0.32 -0.31 -0.31 -0.31 -0.31<br />
-0.33 -0.32 -0.33 -0.32 -0.33 -0.33 -0.32 -0.32 -0.32 -0.32 -0.12<br />
-0.11 -0.12 -0.11 -0.12 -0.12 -0.11 -0.11 -0.11 -0.11 -0.13 -0.12<br />
-0.13 -0.12 -0.13 -0.13 -0.12 -0.12 -0.12 -0.12 -0.34 -0.14 -0.33<br />
-0.13 -0.32 -0.12<br />
10 -0.31 -0.31 -0.32 -0.31 -0.36 -0.36 -0.36 -0.35 -0.31 -0.31 -0.31<br />
-0.36 -0.36 -0.36 -0.11 -0.11 -0.12 -0.11 -0.16 -0.16 -0.16 -0.15<br />
-0.11 -0.12 -0.12 -0.16 -0.16 -0.16 -0.31 -0.31 -0.32 -0.31 -0.36<br />
-0.36 -0.36 -0.35 -0.31 -0.31 -0.31 -0.36 -0.36 -0.36 -0.11 -0.11<br />
-0.12 -0.11 -0.16 -0.16 -0.16 -0.15 -0.11 -0.12 -0.12 -0.16 -0.16<br />
-0.16 -0.32 -0.31 -0.32 -0.31 -0.33 -0.33 -0.30 -0.30 -0.31 -0.32<br />
-0.33 -0.32 -0.33 -0.32 -0.34 -0.34 -0.31 -0.31 -0.32 -0.32 -0.12<br />
-0.11 -0.12 -0.11 -0.13 -0.13 -0.10 -0.10 -0.12 -0.12 -0.13 -0.12<br />
-0.13 -0.12 -0.14 -0.14 -0.11 -0.11 -0.12 -0.12 -0.34 -0.14 -0.33<br />
-0.13 -0.32 -0.12<br />
11 -0.32 -0.32 -0.32 -0.31 -0.36 -0.36 -0.36 -0.35 -0.32 -0.32 -0.32<br />
-0.36 -0.36 -0.36 -0.12 -0.12 -0.12 -0.11 -0.16 -0.16 -0.16 -0.15<br />
-0.12 -0.12 -0.12 -0.16 -0.16 -0.16 -0.32 -0.32 -0.32 -0.31 -0.36<br />
-0.36 -0.36 -0.35 -0.32 -0.32 -0.32 -0.36 -0.36 -0.36 -0.12 -0.12<br />
-0.12 -0.11 -0.16 -0.16 -0.16 -0.15 -0.12 -0.12 -0.12 -0.16 -0.16<br />
-0.16 -0.32 -0.31 -0.32 -0.31 -0.34 -0.34 -0.29 -0.29 -0.32 -0.32<br />
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2533-06-00103.DOC<br />
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2533-06-00103.DOC<br />
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128
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2533-06-00103.DOC<br />
129
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2533-06-00103.DOC<br />
130
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2533-06-00103.DOC<br />
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2533-06-00103.DOC<br />
139
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2533-06-00103.DOC<br />
140
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-0.18 -0.15 -0.41 -0.41 -0.42 -0.40 -0.16 -0.16 -0.16 -0.41 -0.41<br />
-0.41 -0.38 -0.35 -0.38 -0.35 -0.42 -0.42 -0.31 -0.31 -0.36 -0.36<br />
-0.44 -0.40 -0.44 -0.40 -0.48 -0.48 -0.36 -0.36 -0.42 -0.42 -0.18<br />
-0.15 -0.18 -0.15 -0.22 -0.22 -0.11 -0.11 -0.16 -0.16 -0.24 -0.20<br />
-0.24 -0.20 -0.28 -0.28 -0.16 -0.16 -0.22 -0.22 -0.49 -0.29 -0.46<br />
-0.25 -0.42 -0.22<br />
117 -0.37 -0.37 -0.36 -0.38 -0.64 -0.64 -0.63 -0.65 -0.37 -0.37 -0.37<br />
-0.64 -0.64 -0.64 -0.17 -0.17 -0.16 -0.18 -0.44 -0.44 -0.43 -0.45<br />
-0.17 -0.17 -0.17 -0.44 -0.44 -0.44 -0.37 -0.37 -0.36 -0.38 -0.64<br />
-0.64 -0.63 -0.65 -0.37 -0.37 -0.37 -0.64 -0.64 -0.64 -0.17 -0.17<br />
-0.16 -0.18 -0.44 -0.44 -0.43 -0.45 -0.17 -0.17 -0.17 -0.44 -0.44<br />
-0.44 -0.35 -0.39 -0.35 -0.39 -0.31 -0.31 -0.43 -0.43 -0.37 -0.37<br />
-0.41 -0.45 -0.41 -0.45 -0.37 -0.37 -0.49 -0.49 -0.43 -0.43 -0.15<br />
-0.19 -0.15 -0.19 -0.11 -0.11 -0.23 -0.23 -0.17 -0.17 -0.21 -0.25<br />
-0.21 -0.25 -0.17 -0.17 -0.29 -0.29 -0.23 -0.23 -0.51 -0.31 -0.47<br />
-0.27 -0.43 -0.23<br />
118 -0.37 -0.37 -0.36 -0.38 -0.64 -0.64 -0.63 -0.64 -0.37 -0.37 -0.37<br />
-0.64 -0.64 -0.64 -0.17 -0.17 -0.16 -0.18 -0.44 -0.44 -0.43 -0.44<br />
-0.17 -0.17 -0.17 -0.44 -0.44 -0.44 -0.37 -0.37 -0.36 -0.38 -0.64<br />
-0.64 -0.63 -0.64 -0.37 -0.37 -0.37 -0.64 -0.64 -0.64 -0.17 -0.17<br />
-0.16 -0.18 -0.44 -0.44 -0.43 -0.44 -0.17 -0.17 -0.17 -0.44 -0.44<br />
-0.44 -0.35 -0.38 -0.35 -0.38 -0.32 -0.32 -0.42 -0.42 -0.37 -0.37<br />
-0.41 -0.44 -0.41 -0.44 -0.38 -0.38 -0.47 -0.47 -0.43 -0.43 -0.15<br />
-0.18 -0.15 -0.18 -0.12 -0.12 -0.21 -0.21 -0.17 -0.17 -0.21 -0.24<br />
-0.21 -0.24 -0.18 -0.18 -0.27 -0.27 -0.23 -0.23 -0.51 -0.31 -0.47<br />
-0.27 -0.43 -0.23<br />
119 -0.36 -0.36 -0.36 -0.37 -0.63 -0.63 -0.62 -0.63 -0.36 -0.36 -0.36<br />
-0.63 -0.63 -0.63 -0.16 -0.16 -0.16 -0.17 -0.43 -0.43 -0.42 -0.43<br />
-0.16 -0.16 -0.16 -0.43 -0.43 -0.43 -0.36 -0.36 -0.36 -0.37 -0.63<br />
-0.63 -0.62 -0.63 -0.36 -0.36 -0.36 -0.63 -0.63 -0.63 -0.16 -0.16<br />
-0.16 -0.17 -0.43 -0.43 -0.42 -0.43 -0.16 -0.16 -0.16 -0.43 -0.43<br />
-0.43 -0.35 -0.38 -0.35 -0.38 -0.33 -0.33 -0.40 -0.40 -0.36 -0.36<br />
-0.41 -0.43 -0.41 -0.43 -0.38 -0.38 -0.46 -0.46 -0.42 -0.42 -0.15<br />
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141
-0.18 -0.15 -0.18 -0.13 -0.13 -0.20 -0.20 -0.16 -0.16 -0.21 -0.23<br />
-0.21 -0.23 -0.18 -0.18 -0.26 -0.26 -0.22 -0.22 -0.50 -0.30 -0.46<br />
-0.26 -0.42 -0.22<br />
120 -0.36 -0.36 -0.35 -0.37 -0.62 -0.62 -0.61 -0.63 -0.36 -0.36 -0.36<br />
-0.62 -0.62 -0.62 -0.16 -0.16 -0.15 -0.17 -0.42 -0.42 -0.41 -0.43<br />
-0.16 -0.16 -0.16 -0.42 -0.42 -0.42 -0.36 -0.36 -0.35 -0.37 -0.62<br />
-0.62 -0.61 -0.63 -0.36 -0.36 -0.36 -0.62 -0.62 -0.62 -0.16 -0.16<br />
-0.15 -0.17 -0.42 -0.42 -0.41 -0.43 -0.16 -0.16 -0.16 -0.42 -0.42<br />
-0.42 -0.35 -0.37 -0.35 -0.37 -0.33 -0.33 -0.39 -0.39 -0.36 -0.36<br />
-0.41 -0.43 -0.41 -0.43 -0.39 -0.39 -0.45 -0.45 -0.42 -0.42 -0.15<br />
-0.17 -0.15 -0.17 -0.13 -0.13 -0.19 -0.19 -0.16 -0.16 -0.21 -0.23<br />
-0.21 -0.23 -0.19 -0.19 -0.25 -0.25 -0.22 -0.22 -0.49 -0.30 -0.46<br />
-0.26 -0.42 -0.22<br />
121 -0.36 -0.36 -0.35 -0.36 -0.61 -0.61 -0.61 -0.62 -0.36 -0.36 -0.36<br />
-0.61 -0.61 -0.61 -0.16 -0.16 -0.15 -0.16 -0.41 -0.41 -0.41 -0.42<br />
-0.16 -0.16 -0.16 -0.41 -0.41 -0.41 -0.36 -0.36 -0.35 -0.36 -0.61<br />
-0.61 -0.61 -0.62 -0.36 -0.36 -0.36 -0.61 -0.61 -0.61 -0.16 -0.16<br />
-0.15 -0.16 -0.41 -0.41 -0.41 -0.42 -0.16 -0.16 -0.16 -0.41 -0.41<br />
-0.41 -0.35 -0.36 -0.35 -0.36 -0.34 -0.34 -0.38 -0.38 -0.36 -0.36<br />
-0.41 -0.42 -0.41 -0.42 -0.39 -0.39 -0.44 -0.44 -0.41 -0.41 -0.15<br />
-0.16 -0.15 -0.16 -0.14 -0.14 -0.18 -0.18 -0.16 -0.16 -0.21 -0.22<br />
-0.21 -0.22 -0.19 -0.19 -0.24 -0.24 -0.21 -0.21 -0.49 -0.29 -0.45<br />
-0.25 -0.41 -0.21<br />
122 -0.35 -0.35 -0.35 -0.36 -0.61 -0.61 -0.61 -0.61 -0.35 -0.35 -0.35<br />
-0.61 -0.61 -0.61 -0.15 -0.15 -0.15 -0.16 -0.41 -0.41 -0.41 -0.41<br />
-0.15 -0.16 -0.16 -0.41 -0.41 -0.41 -0.35 -0.35 -0.35 -0.36 -0.61<br />
-0.61 -0.61 -0.61 -0.35 -0.35 -0.35 -0.61 -0.61 -0.61 -0.15 -0.15<br />
-0.15 -0.16 -0.41 -0.41 -0.41 -0.41 -0.15 -0.16 -0.16 -0.41 -0.41<br />
-0.41 -0.35 -0.36 -0.35 -0.36 -0.34 -0.34 -0.37 -0.37 -0.35 -0.36<br />
-0.41 -0.42 -0.41 -0.42 -0.40 -0.40 -0.42 -0.42 -0.41 -0.41 -0.15<br />
-0.16 -0.15 -0.16 -0.14 -0.14 -0.17 -0.17 -0.16 -0.16 -0.21 -0.22<br />
-0.21 -0.22 -0.20 -0.20 -0.22 -0.22 -0.21 -0.21 -0.49 -0.29 -0.45<br />
-0.25 -0.41 -0.21<br />
123 -0.35 -0.35 -0.35 -0.35 -0.61 -0.61 -0.61 -0.61 -0.35 -0.35 -0.35<br />
-0.61 -0.61 -0.61 -0.15 -0.15 -0.15 -0.15 -0.41 -0.41 -0.41 -0.41<br />
-0.15 -0.15 -0.15 -0.41 -0.41 -0.41 -0.35 -0.35 -0.35 -0.35 -0.61<br />
-0.61 -0.61 -0.61 -0.35 -0.35 -0.35 -0.61 -0.61 -0.61 -0.15 -0.15<br />
-0.15 -0.15 -0.41 -0.41 -0.41 -0.41 -0.15 -0.15 -0.15 -0.41 -0.41<br />
-0.41 -0.35 -0.35 -0.35 -0.35 -0.35 -0.35 -0.36 -0.36 -0.35 -0.35<br />
-0.41 -0.41 -0.41 -0.41 -0.41 -0.41 -0.41 -0.41 -0.41 -0.41 -0.15<br />
-0.16 -0.15 -0.16 -0.15 -0.15 -0.16 -0.16 -0.15 -0.15 -0.21 -0.21<br />
-0.21 -0.21 -0.21 -0.21 -0.21 -0.21 -0.21 -0.21 -0.49 -0.29 -0.45<br />
-0.25 -0.41 -0.21<br />
124 -0.35 -0.35 -0.35 -0.35 -0.61 -0.61 -0.61 -0.61 -0.35 -0.35 -0.35<br />
-0.61 -0.61 -0.61 -0.15 -0.15 -0.15 -0.15 -0.41 -0.41 -0.41 -0.41<br />
-0.15 -0.15 -0.15 -0.41 -0.41 -0.41 -0.35 -0.35 -0.35 -0.35 -0.61<br />
-0.61 -0.61 -0.61 -0.35 -0.35 -0.35 -0.61 -0.61 -0.61 -0.15 -0.15<br />
-0.15 -0.15 -0.41 -0.41 -0.41 -0.41 -0.15 -0.15 -0.15 -0.41 -0.41<br />
-0.41 -0.35 -0.35 -0.35 -0.35 -0.36 -0.36 -0.35 -0.35 -0.35 -0.35<br />
-0.41 -0.41 -0.41 -0.41 -0.41 -0.41 -0.41 -0.41 -0.41 -0.41 -0.16<br />
-0.15 -0.16 -0.15 -0.16 -0.16 -0.15 -0.15 -0.15 -0.15 -0.21 -0.21<br />
-0.21 -0.21 -0.21 -0.21 -0.21 -0.21 -0.21 -0.21 -0.49 -0.29 -0.45<br />
-0.25 -0.41 -0.21<br />
125 -0.35 -0.35 -0.36 -0.35 -0.61 -0.61 -0.61 -0.61 -0.35 -0.35 -0.35<br />
-0.61 -0.61 -0.61 -0.15 -0.15 -0.16 -0.15 -0.41 -0.41 -0.41 -0.41<br />
-0.15 -0.16 -0.16 -0.41 -0.41 -0.41 -0.35 -0.35 -0.36 -0.35 -0.61<br />
-0.61 -0.61 -0.61 -0.35 -0.35 -0.35 -0.61 -0.61 -0.61 -0.15 -0.15<br />
-0.16 -0.15 -0.41 -0.41 -0.41 -0.41 -0.15 -0.16 -0.16 -0.41 -0.41<br />
-0.41 -0.36 -0.35 -0.36 -0.35 -0.37 -0.37 -0.34 -0.34 -0.35 -0.36<br />
-0.42 -0.41 -0.42 -0.41 -0.42 -0.42 -0.40 -0.40 -0.41 -0.41 -0.16<br />
-0.15 -0.16 -0.15 -0.17 -0.17 -0.14 -0.14 -0.16 -0.16 -0.22 -0.21<br />
-0.22 -0.21 -0.22 -0.22 -0.20 -0.20 -0.21 -0.21 -0.49 -0.29 -0.45<br />
-0.25 -0.41 -0.21<br />
126 -0.36 -0.36 -0.36 -0.35 -0.61 -0.61 -0.62 -0.61 -0.36 -0.36 -0.36<br />
-0.61 -0.61 -0.61 -0.16 -0.16 -0.16 -0.15 -0.41 -0.41 -0.42 -0.41<br />
-0.16 -0.16 -0.16 -0.41 -0.41 -0.41 -0.36 -0.36 -0.36 -0.35 -0.61<br />
-0.61 -0.62 -0.61 -0.36 -0.36 -0.36 -0.61 -0.61 -0.61 -0.16 -0.16<br />
-0.16 -0.15 -0.41 -0.41 -0.42 -0.41 -0.16 -0.16 -0.16 -0.41 -0.41<br />
-0.41 -0.36 -0.35 -0.36 -0.35 -0.38 -0.38 -0.34 -0.34 -0.36 -0.36<br />
-0.42 -0.41 -0.42 -0.41 -0.44 -0.44 -0.39 -0.39 -0.41 -0.41 -0.16<br />
-0.15 -0.16 -0.15 -0.18 -0.18 -0.14 -0.14 -0.16 -0.16 -0.22 -0.21<br />
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-0.22 -0.21 -0.24 -0.24 -0.19 -0.19 -0.21 -0.21 -0.49 -0.29 -0.45<br />
-0.25 -0.41 -0.21<br />
127 -0.36 -0.36 -0.37 -0.35 -0.62 -0.62 -0.63 -0.61 -0.36 -0.36 -0.36<br />
-0.62 -0.62 -0.62 -0.16 -0.16 -0.17 -0.15 -0.42 -0.42 -0.43 -0.41<br />
-0.16 -0.16 -0.16 -0.42 -0.42 -0.42 -0.36 -0.36 -0.37 -0.35 -0.62<br />
-0.62 -0.63 -0.61 -0.36 -0.36 -0.36 -0.62 -0.62 -0.62 -0.16 -0.16<br />
-0.17 -0.15 -0.42 -0.42 -0.43 -0.41 -0.16 -0.16 -0.16 -0.42 -0.42<br />
-0.42 -0.37 -0.35 -0.37 -0.35 -0.39 -0.39 -0.33 -0.33 -0.36 -0.36<br />
-0.43 -0.41 -0.43 -0.41 -0.45 -0.45 -0.39 -0.39 -0.42 -0.42 -0.17<br />
-0.15 -0.17 -0.15 -0.19 -0.19 -0.13 -0.13 -0.16 -0.16 -0.23 -0.21<br />
-0.23 -0.21 -0.25 -0.25 -0.19 -0.19 -0.22 -0.22 -0.49 -0.30 -0.46<br />
-0.26 -0.42 -0.22<br />
128 -0.36 -0.36 -0.37 -0.36 -0.63 -0.63 -0.63 -0.62 -0.36 -0.36 -0.36<br />
-0.63 -0.63 -0.63 -0.16 -0.16 -0.17 -0.16 -0.43 -0.43 -0.43 -0.42<br />
-0.16 -0.16 -0.16 -0.43 -0.43 -0.43 -0.36 -0.36 -0.37 -0.36 -0.63<br />
-0.63 -0.63 -0.62 -0.36 -0.36 -0.36 -0.63 -0.63 -0.63 -0.16 -0.16<br />
-0.17 -0.16 -0.43 -0.43 -0.43 -0.42 -0.16 -0.16 -0.16 -0.43 -0.43<br />
-0.43 -0.38 -0.35 -0.38 -0.35 -0.40 -0.40 -0.33 -0.33 -0.36 -0.36<br />
-0.43 -0.41 -0.43 -0.41 -0.46 -0.46 -0.38 -0.38 -0.42 -0.42 -0.18<br />
-0.15 -0.18 -0.15 -0.20 -0.20 -0.13 -0.13 -0.16 -0.16 -0.23 -0.21<br />
-0.23 -0.21 -0.26 -0.26 -0.18 -0.18 -0.22 -0.22 -0.50 -0.30 -0.46<br />
-0.26 -0.42 -0.22<br />
129 -0.37 -0.37 -0.38 -0.36 -0.64 -0.64 -0.64 -0.63 -0.37 -0.37 -0.37<br />
-0.64 -0.64 -0.64 -0.17 -0.17 -0.18 -0.16 -0.44 -0.44 -0.44 -0.43<br />
-0.17 -0.17 -0.17 -0.44 -0.44 -0.44 -0.37 -0.37 -0.38 -0.36 -0.64<br />
-0.64 -0.64 -0.63 -0.37 -0.37 -0.37 -0.64 -0.64 -0.64 -0.17 -0.17<br />
-0.18 -0.16 -0.44 -0.44 -0.44 -0.43 -0.17 -0.17 -0.17 -0.44 -0.44<br />
-0.44 -0.38 -0.35 -0.38 -0.35 -0.42 -0.42 -0.32 -0.32 -0.37 -0.37<br />
-0.44 -0.41 -0.44 -0.41 -0.47 -0.47 -0.38 -0.38 -0.43 -0.43 -0.18<br />
-0.15 -0.18 -0.15 -0.21 -0.21 -0.12 -0.12 -0.17 -0.17 -0.24 -0.21<br />
-0.24 -0.21 -0.27 -0.27 -0.18 -0.18 -0.23 -0.23 -0.51 -0.31 -0.47<br />
-0.27 -0.43 -0.23<br />
130 -0.37 -0.37 -0.38 -0.36 -0.64 -0.64 -0.65 -0.63 -0.37 -0.37 -0.37<br />
-0.64 -0.64 -0.64 -0.17 -0.17 -0.18 -0.16 -0.44 -0.44 -0.45 -0.43<br />
-0.17 -0.17 -0.17 -0.44 -0.44 -0.44 -0.37 -0.37 -0.38 -0.36 -0.64<br />
-0.64 -0.65 -0.63 -0.37 -0.37 -0.37 -0.64 -0.64 -0.64 -0.17 -0.17<br />
-0.18 -0.16 -0.44 -0.44 -0.45 -0.43 -0.17 -0.17 -0.17 -0.44 -0.44<br />
-0.44 -0.39 -0.35 -0.39 -0.35 -0.43 -0.43 -0.31 -0.31 -0.37 -0.37<br />
-0.45 -0.41 -0.45 -0.41 -0.49 -0.49 -0.37 -0.37 -0.43 -0.43 -0.19<br />
-0.15 -0.19 -0.15 -0.23 -0.23 -0.11 -0.11 -0.17 -0.17 -0.25 -0.21<br />
-0.25 -0.21 -0.29 -0.29 -0.17 -0.17 -0.23 -0.23 -0.51 -0.31 -0.47<br />
-0.27 -0.43 -0.23<br />
Nodo (G) Pt 1/12 Pt 2/13 Pt 3... Pt 4...<br />
-0.65<br />
-0.06<br />
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8.3 VERIFICHE ELEMENTI PARETE E GUSCIO IN C.A.<br />
Nel caso dei gusci e nel caso in cui la progettazione <strong>della</strong> parete sia integrata o effettuata del tutto con<br />
progettazione locale si produce una tabella nella quale vengono riportati per ogni macroelemento il numero<br />
dello stesso ed il codice di verifica.<br />
Per la progettazione con il metodo degli stati limite vengono riportati il rapporto x/d, la verifica per sollecitazioni<br />
ultime e la verifica per compressione media con l’indicazione delle due combinazioni in cui si sono attinti i<br />
rispettivi valori.<br />
Nel caso in cui si sia proceduto alla progettazione con le tensioni ammissibili vengono riportate le massime<br />
tensioni nell’elemento (massima compressione nel calcestruzzo, massima compressione media nel<br />
calcestruzzo, massima tensione nell’acciaio) con l’indicazione delle combinazioni in cui si sono attinti i<br />
rispettivi valori.<br />
Per ogni elemento viene riportata inoltre la maglia di armatura necessaria in relazione alle risultanze <strong>della</strong><br />
progettazione dei nodi dell’elemento stesso (diametri in mm, passi in cm). Le quantità di armature necessarie<br />
sono armature (disposte rispettivamente in direzione principale e secondaria, inferiore e superiore) distribuite<br />
nell’elemento ed espresse in centimetri quadri per sviluppo lineare pari ad un metro.<br />
In particolare i simboli utilizzati assumono il seguente significato:<br />
M_S<br />
macroelemento di tipo setto (elementi verticali contigui ed analoghi per proprietà)<br />
M_G<br />
macroelemento di tipo guscio (elementi non verticali contigui ed analoghi per proprietà)<br />
Stato<br />
codice di verifica dell’elemento<br />
Nodo<br />
numero del nodo<br />
x/d<br />
rapporto tra posizione dell’asse neutro e altezza utile alla rottura <strong>della</strong> sezione (per sola<br />
flessione)<br />
verif.<br />
rapporto Sd/Su con sollecitazioni ultime proporzionali: valore minore o uguale a 1 per<br />
verifica positiva<br />
Ver.rd rapporto Nd/Nu (Nu ottenuto con riduzione del 25% di fcd): valore minore o uguale a 1<br />
per verifica positiva<br />
Rete pr<br />
maglia di armatura (diametro/passo) in direzione principale inferiore e superiore<br />
Rete sec<br />
maglia di armatura (diametro/passo) in direzione secondaria inferiore e superiore<br />
Aggiuntivi relativa armatura aggiuntiva (diametro/passo) inferiore (i) e superiore (s) eventualmente<br />
differenziate<br />
sc max<br />
massima tensione di compressione del calcestruzzo<br />
sc med<br />
massima tensione media di compressione del calcestruzzo<br />
sf max<br />
massima tensione dell’acciaio<br />
Rif. cmb<br />
combinazioni di carico in cui si verificano i valori riportati<br />
Af pr-<br />
quantità di armatura richiesta in direzione principale relativa alla faccia negativa<br />
(intradosso piastre) (valore derivante da calcolo o minimo normativo)<br />
Af pr+<br />
quantità di armatura richiesta in direzione principale relativa alla faccia positiva<br />
(estradosso piastre) (valore derivante da calcolo o minimo normativo)<br />
Af sec- Af sec+ valori analoghi a quelli soprariportati ma relativi alla armatura secondaria<br />
N M azioni membranali e flessionali (in direzione dell’armatura principale e secondaria)<br />
estratte, poiché rappresentative, tra quelle utilizzate per il progetto e la verifica<br />
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144
M_S Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
daN/cm daN/cm daN/cm daN daN daN<br />
2 ok 1 0.09 0.2 1.32e-03 7.7 7.7 7.7 7.7 34.1 3.2 -9.8 -2024.2 -48.7 -347.8<br />
2 ok 16 0.09 0.2 3.80e-03 7.7 7.7 7.7 7.7 -29.4 -5.6 -1.2 -2124.7 -173.3 -547.1<br />
2 ok 31 0.09 0.2 5.29e-03 7.7 7.7 7.7 7.7 -44.3 -8.5 -1.3 -2596.5 -221.1 -546.1<br />
2 ok 46 0.09 0.2 6.42e-03 7.7 7.7 7.7 7.7 -53.7 -2.7 5.2 -2727.4 -295.1 -678.8<br />
2 ok 61 0.09 0.2 7.54e-03 7.7 7.7 7.7 7.7 -63.3 1.6 4.9 -3286.6 -394.1 -725.5<br />
2 ok 75 0.09 0.2 8.86e-03 7.7 7.7 7.7 7.7 -74.8 3.6 2.0 -3787.0 -449.0 -743.7<br />
2 ok 89 0.09 0.2 1.08e-02 7.7 7.7 7.7 7.7 -92.1 1.5 2.0 -4355.3 -517.2 -726.8<br />
2 ok 103 0.09 0.2 1.46e-02 7.7 7.7 7.7 7.7 -122.6 -2.7 -5.9 -5027.3 -573.1 -782.3<br />
2 ok 117 0.09 0.2 2.44e-02 7.7 7.7 7.7 7.7 -207.1 -13.7 -15.8 -5153.6 -284.4 -534.0<br />
2 ok 131 0.09 0.2 1.35e-03 7.7 7.7 7.7 7.7 35.0 6.4 -9.5 -2015.1 -74.8 -238.1<br />
2 ok 134 0.09 0.2 3.74e-03 7.7 7.7 7.7 7.7 -27.0 3.7 -1.3 -2230.2 -136.6 -369.0<br />
2 ok 137 0.09 0.2 5.21e-03 7.7 7.7 7.7 7.7 -43.1 1.8 -1.3 -2591.5 -180.0 -387.1<br />
2 ok 140 0.09 0.2 6.41e-03 7.7 7.7 7.7 7.7 -53.9 -3.6 5.2 -2724.7 -272.6 -483.2<br />
2 ok 143 0.09 0.2 7.56e-03 7.7 7.7 7.7 7.7 -63.9 -5.4 4.8 -3175.8 -378.9 -504.6<br />
2 ok 145 0.09 0.2 8.95e-03 7.7 7.7 7.7 7.7 -76.0 -7.4 1.7 -3684.8 -467.9 -498.8<br />
2 ok 147 0.09 0.2 1.10e-02 7.7 7.7 7.7 7.7 -93.2 -9.4 1.7 -4255.3 -536.4 -483.1<br />
2 ok 149 0.09 0.2 1.51e-02 7.7 7.7 7.7 7.7 -123.9 -12.1 -5.8 -4858.1 -482.2 -512.0<br />
2 ok 151 0.09 0.2 2.43e-02 7.7 7.7 7.7 7.7 -206.7 -10.3 -15.8 -5147.1 -230.4 -391.5<br />
2 ok 153 0.09 0.1 1.37e-03 7.7 7.7 7.7 7.7 16.8 2.3 -5.9 -1138.1 16.7 -253.7<br />
2 ok 156 0.09 8.31e-02 2.40e-03 7.7 7.7 7.7 7.7 -12.5 -1.2 -5.9 -1257.8 2.4 -247.6<br />
2 ok 159 0.09 8.03e-02 4.01e-03 7.7 7.7 7.7 7.7 -33.4 -0.5 1.0 -1314.3 -7.7 -379.3<br />
2 ok 162 0.09 9.32e-02 5.41e-03 7.7 7.7 7.7 7.7 -45.8 -3.0 3.9 -1673.8 -131.5 -408.0<br />
2 ok 165 0.09 0.1 6.84e-03 7.7 7.7 7.7 7.7 -57.9 -5.8 3.3 -2285.2 -273.7 -407.3<br />
2 ok 167 0.09 0.1 8.53e-03 7.7 7.7 7.7 7.7 -72.5 -7.3 -0.5 -2730.4 -363.8 -399.3<br />
2 ok 169 0.09 0.1 1.09e-02 7.7 7.7 7.7 7.7 -93.4 -9.8 -0.5 -3177.2 -417.4 -394.6<br />
2 ok 171 0.09 0.1 1.51e-02 7.7 7.7 7.7 7.7 -128.3 -8.9 -6.9 -3614.5 -379.9 -369.4<br />
2 ok 173 0.09 8.47e-02 1.95e-02 7.7 7.7 7.7 7.7 -166.6 -5.5 -6.6 -3897.8 -189.1 -237.3<br />
2 ok 175 0.09 7.21e-02 1.24e-03 7.7 7.7 7.7 7.7 -8.0 0.2 -1.4 501.7 -13.5 -219.9<br />
2 ok 178 0.09 5.68e-02 1.57e-03 7.7 7.7 7.7 7.7 -6.0 -1.5 -5.5 -612.9 80.4 -125.6<br />
2 ok 181 0.09 5.47e-02 2.65e-03 7.7 7.7 7.7 7.7 -20.4 -1.5 -1.3 -1073.3 15.7 -51.8<br />
2 ok 184 0.09 5.90e-02 4.32e-03 7.7 7.7 7.7 7.7 -36.5 -3.5 -1.3 -1423.1 -26.2 -41.4<br />
2 ok 187 0.09 7.72e-02 6.18e-03 7.7 7.7 7.7 7.7 -50.1 -2.6 -3.4 -1861.2 -237.7 289.3<br />
2 ok 189 0.09 0.1 8.13e-03 7.7 7.7 7.7 7.7 -64.9 -4.4 -3.4 -2487.2 -312.9 293.1<br />
2 ok 191 0.09 0.1 1.08e-02 7.7 7.7 7.7 7.7 -83.4 -7.0 -3.9 -3102.8 -411.8 288.2<br />
2 ok 193 0.09 0.1 1.43e-02 7.7 7.7 7.7 7.7 -113.3 -6.5 0.3 -3683.9 -391.0 256.0<br />
2 ok 195 0.09 0.1 1.75e-02 7.7 7.7 7.7 7.7 -145.0 -3.5 2.5 -3827.8 -194.5 166.5<br />
2 ok 197 0.09 3.63e-02 9.59e-04 7.7 7.7 7.7 7.7 -7.3 0.9 -2.0 414.2 -9.0 -208.4<br />
2 ok 200 0.09 4.73e-02 1.54e-03 7.7 7.7 7.7 7.7 -7.2 0.6 -1.4 521.6 -9.7 -229.2<br />
2 ok 203 0.09 7.53e-02 1.38e-03 7.7 7.7 7.7 7.7 -6.9 1.4 0.2 -641.2 -173.0 323.1<br />
2 ok 206 0.09 7.76e-02 3.81e-03 7.7 7.7 7.7 7.7 -31.2 -1.5 6.5 -1279.7 -249.6 376.8<br />
2 ok 209 0.09 0.1 5.92e-03 7.7 7.7 7.7 7.7 -49.0 4.4 -1.7 -2127.9 -343.1 478.2<br />
2 ok 211 0.09 0.2 7.64e-03 7.7 7.7 7.7 7.7 -59.7 -2.6 -7.8 -3044.5 -398.3 492.8<br />
2 ok 213 0.09 0.2 9.80e-03 7.7 7.7 7.7 7.7 -71.4 -4.0 -7.8 -3898.2 -500.8 475.0<br />
2 ok 215 0.09 0.2 1.33e-02 7.7 7.7 7.7 7.7 -98.3 -7.2 -0.5 -4856.0 -478.7 470.3<br />
2 ok 217 0.09 0.2 1.84e-02 7.7 7.7 7.7 7.7 -156.6 -6.1 8.5 -5429.2 -250.2 334.5<br />
2 ok 219 0.09 1.91e-02 3.46e-04 7.7 7.7 7.7 7.7 -0.4 2.4 -2.2 -116.3 -16.2 35.4<br />
2 ok 222 0.09 7.01e-02 5.49e-04 7.7 7.7 7.7 7.7 0.2 20.0 -10.9 -140.1 -166.6 235.7<br />
2 ok 225 0.09 0.1 0.0 7.7 7.7 7.7 7.7 18.5 21.0 6.7 -373.6 -387.4 660.7<br />
2 ok 240 0.09 0.1 3.54e-03 7.7 7.7 7.7 7.7 -29.0 15.2 6.7 -1222.7 -489.3 747.2<br />
2 ok 255 0.09 0.1 5.89e-03 7.7 7.7 7.7 7.7 -48.6 7.7 -1.7 -2131.9 -375.9 890.1<br />
2 ok 269 0.09 0.2 7.03e-03 7.7 7.7 7.7 7.7 -59.0 3.8 -7.8 -3039.6 -357.8 868.4<br />
2 ok 283 0.09 0.2 8.37e-03 7.7 7.7 7.7 7.7 -70.6 2.4 -7.8 -3893.4 -460.3 850.6<br />
2 ok 297 0.09 0.2 1.15e-02 7.7 7.7 7.7 7.7 -97.7 -2.3 -0.5 -4859.4 -507.2 899.0<br />
2 ok 311 0.09 0.2 1.85e-02 7.7 7.7 7.7 7.7 -157.1 -10.4 8.5 -5430.3 -259.1 641.8<br />
M_S x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
-207.08 -13.72 -15.79 -5430.30 -573.12 -782.27<br />
0.09 0.24 0.02 7.70 7.70 7.70 7.70 34.97 20.96 8.53 521.62 80.44 899.05<br />
M_S Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
daN/cm daN/cm daN/cm daN daN daN<br />
3 ok 8 0.09 0.3 9.58e-05 7.7 7.7 7.7 7.7 154.2 26.6 48.1 -5.68e-05 -5.64e-06 -4.04e-05<br />
3 ok 23 0.09 0.1 6.75e-03 7.7 7.7 7.7 7.7 -14.5 38.3 51.2 -1.79e-04 1.22e-05 1.75e-04<br />
3 ok 38 0.09 5.88e-02 2.66e-02 7.7 7.7 7.7 7.7 -208.5 15.5 -66.8 3.65e-04 2.64e-04 -1.17e-03<br />
3 ok 53 0.09 8.77e-02 0.1 7.7 7.7 7.7 7.7 -861.1 -62.8 -66.8 -2.38e-03 -7.21e-05 -1.07e-03<br />
3 ok 132 0.09 0.5 2.41e-03 7.7 7.7 7.7 7.7 266.4 7.9 30.2 -5.79e-05 4.73e-05 6.57e-06<br />
3 ok 135 0.09 8.49e-02 9.35e-03 7.7 7.7 7.7 7.7 -23.1 -33.6 51.2 -1.92e-04 -6.11e-05 -8.90e-05<br />
3 ok 138 0.09 5.14e-02 3.97e-02 7.7 7.7 7.7 7.7 -337.8 -71.4 17.9 -2.93e-04 -7.70e-05 -8.71e-05<br />
2533-06-00103.DOC<br />
145
3 ok 141 0.09 8.78e-02 0.1 7.7 7.7 7.7 7.7 -861.9 -69.4 -66.8 -2.29e-03 -3.06e-04 1.60e-04<br />
3 ok 154 0.09 0.5 2.99e-04 7.7 7.7 7.7 7.7 308.6 6.0 -3.6 1.99e-05 8.56e-06 2.13e-05<br />
3 ok 157 0.09 5.32e-02 6.63e-03 7.7 7.7 7.7 7.7 -17.8 -33.1 30.2 -5.34e-05 0.0 2.56e-05<br />
3 ok 160 0.09 3.50e-02 4.10e-02 7.7 7.7 7.7 7.7 -348.7 -46.1 17.5 -4.73e-05 4.00e-05 8.94e-05<br />
3 ok 163 0.09 7.04e-02 8.20e-02 7.7 7.7 7.7 7.7 -700.3 -35.1 -14.3 -2.54e-04 7.33e-06 0.0<br />
3 ok 176 0.09 0.5 5.73e-03 7.7 7.7 7.7 7.7 305.6 -19.2 -3.6 1.78e-05 -8.09e-06 3.93e-05<br />
3 ok 179 0.09 0.2 8.97e-03 7.7 7.7 7.7 7.7 64.8 -48.1 -63.5 1.10e-04 4.30e-06 2.67e-05<br />
3 ok 182 0.09 5.91e-02 4.15e-02 7.7 7.7 7.7 7.7 -353.5 -85.8 17.5 -8.34e-05 -1.81e-06 8.81e-05<br />
3 ok 185 0.09 8.76e-02 0.1 7.7 7.7 7.7 7.7 -870.7 -71.8 94.3 1.81e-04 2.66e-05 6.50e-05<br />
3 ok 198 0.09 0.4 3.99e-03 7.7 7.7 7.7 7.7 201.0 13.4 -63.5 3.63e-05 1.74e-05 1.94e-06<br />
3 ok 201 0.09 0.2 2.67e-02 7.7 7.7 7.7 7.7 -16.6 -139.6 -136.9 -3.83e-05 -5.54e-05 5.17e-05<br />
3 ok 204 0.09 0.5 3.40e-02 7.7 7.7 7.7 7.7 -267.2 -169.6 3.0 1.13e-04 -3.34e-05 6.79e-05<br />
3 ok 207 0.09 0.1 0.2 7.7 7.7 7.7 7.7 -1454.4 -197.1 225.8 -1.84e-05 -8.65e-05 -3.55e-05<br />
3 ok 220 0.09 0.2 0.0 7.7 7.7 7.7 7.7 73.9 80.8 -55.1 4.82e-05 -5.00e-05 6.59e-06<br />
3 ok 223 0.09 0.7 2.67e-03 7.7 7.7 7.7 7.7 44.6 370.2 -136.9 -4.00e-05 -5.66e-05 -3.03e-04<br />
3 ok 232 0.09 0.8 6.30e-03 7.7 7.7 7.7 7.7 201.6 389.0 -136.9 7.46e-04 5.15e-05 -2.96e-04<br />
3 ok 247 0.09 0.1 0.2 7.7 7.7 7.7 7.7 -1433.6 -24.1 225.8 -6.93e-06 1.09e-06 3.33e-04<br />
M_S x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
-1454.36 -197.13 -136.90 -2.38e-03 -3.06e-04 -1.17e-03<br />
0.09 0.77 0.17 7.70 7.70 7.70 7.70 308.61 389.03 225.82 7.46e-04 2.64e-04 3.33e-04<br />
M_S Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
daN/cm daN/cm daN/cm daN daN daN<br />
4 ok 15 0.09 0.2 1.32e-03 7.7 7.7 7.7 7.7 34.1 3.2 -9.8 2024.2 48.7 347.8<br />
4 ok 30 0.09 0.2 3.80e-03 7.7 7.7 7.7 7.7 -29.4 -5.6 -1.2 2124.7 173.3 547.1<br />
4 ok 45 0.09 0.2 5.29e-03 7.7 7.7 7.7 7.7 -44.3 -8.5 -1.3 2596.5 221.1 546.1<br />
4 ok 60 0.09 0.2 6.42e-03 7.7 7.7 7.7 7.7 -53.7 -2.7 5.2 2727.4 295.1 678.8<br />
4 ok 74 0.09 0.2 7.54e-03 7.7 7.7 7.7 7.7 -63.3 1.6 4.9 3286.6 394.1 725.5<br />
4 ok 88 0.09 0.2 8.86e-03 7.7 7.7 7.7 7.7 -74.8 3.6 2.0 3787.0 449.0 743.7<br />
4 ok 102 0.09 0.2 1.08e-02 7.7 7.7 7.7 7.7 -92.1 1.5 2.0 4355.3 517.2 726.8<br />
4 ok 116 0.09 0.2 1.46e-02 7.7 7.7 7.7 7.7 -122.6 -2.7 -5.9 5027.3 573.1 782.3<br />
4 ok 130 0.09 0.2 2.44e-02 7.7 7.7 7.7 7.7 -207.1 -13.7 -15.8 5153.6 284.4 534.0<br />
4 ok 133 0.09 0.2 1.35e-03 7.7 7.7 7.7 7.7 35.0 6.4 -9.5 2015.1 74.8 238.1<br />
4 ok 136 0.09 0.2 3.74e-03 7.7 7.7 7.7 7.7 -27.0 3.7 -1.3 2230.2 136.6 369.0<br />
4 ok 139 0.09 0.2 5.21e-03 7.7 7.7 7.7 7.7 -43.1 1.8 -1.3 2591.5 180.0 387.1<br />
4 ok 142 0.09 0.2 6.41e-03 7.7 7.7 7.7 7.7 -53.9 -3.6 5.2 2724.7 272.6 483.2<br />
4 ok 144 0.09 0.2 7.56e-03 7.7 7.7 7.7 7.7 -63.9 -5.4 4.8 3175.8 378.9 504.6<br />
4 ok 146 0.09 0.2 8.95e-03 7.7 7.7 7.7 7.7 -76.0 -7.4 1.7 3684.8 467.9 498.8<br />
4 ok 148 0.09 0.2 1.10e-02 7.7 7.7 7.7 7.7 -93.2 -9.4 1.7 4255.3 536.4 483.1<br />
4 ok 150 0.09 0.2 1.51e-02 7.7 7.7 7.7 7.7 -123.9 -12.1 -5.8 4858.1 482.2 512.0<br />
4 ok 152 0.09 0.2 2.43e-02 7.7 7.7 7.7 7.7 -206.7 -10.3 -15.8 5147.1 230.4 391.5<br />
4 ok 155 0.09 0.1 1.37e-03 7.7 7.7 7.7 7.7 16.8 2.3 -5.9 1138.1 -16.7 253.7<br />
4 ok 158 0.09 8.31e-02 2.40e-03 7.7 7.7 7.7 7.7 -12.5 -1.2 -5.9 1257.8 -2.4 247.6<br />
4 ok 161 0.09 8.03e-02 4.01e-03 7.7 7.7 7.7 7.7 -33.4 -0.5 1.0 1314.3 7.7 379.3<br />
4 ok 164 0.09 9.32e-02 5.41e-03 7.7 7.7 7.7 7.7 -45.8 -3.0 3.9 1673.8 131.5 408.0<br />
4 ok 166 0.09 0.1 6.84e-03 7.7 7.7 7.7 7.7 -57.9 -5.8 3.3 2285.2 273.7 407.3<br />
4 ok 168 0.09 0.1 8.53e-03 7.7 7.7 7.7 7.7 -72.5 -7.3 -0.5 2730.4 363.8 399.3<br />
4 ok 170 0.09 0.1 1.09e-02 7.7 7.7 7.7 7.7 -93.4 -9.8 -0.5 3177.2 417.4 394.6<br />
4 ok 172 0.09 0.1 1.51e-02 7.7 7.7 7.7 7.7 -128.3 -8.9 -6.9 3614.5 379.9 369.4<br />
4 ok 174 0.09 8.47e-02 1.95e-02 7.7 7.7 7.7 7.7 -166.6 -5.5 -6.6 3897.8 189.1 237.3<br />
4 ok 177 0.09 7.21e-02 1.24e-03 7.7 7.7 7.7 7.7 -8.0 0.2 -1.4 -501.7 13.5 219.9<br />
4 ok 180 0.09 5.68e-02 1.57e-03 7.7 7.7 7.7 7.7 -6.0 -1.5 -5.5 612.9 -80.4 125.6<br />
4 ok 183 0.09 5.47e-02 2.65e-03 7.7 7.7 7.7 7.7 -20.4 -1.5 -1.3 1073.3 -15.7 51.8<br />
4 ok 186 0.09 5.90e-02 4.32e-03 7.7 7.7 7.7 7.7 -36.5 -3.5 -1.3 1423.1 26.2 41.4<br />
4 ok 188 0.09 7.72e-02 6.18e-03 7.7 7.7 7.7 7.7 -50.1 -2.6 -3.4 1861.2 237.7 -289.3<br />
4 ok 190 0.09 0.1 8.13e-03 7.7 7.7 7.7 7.7 -64.9 -4.4 -3.4 2487.2 312.9 -293.1<br />
4 ok 192 0.09 0.1 1.08e-02 7.7 7.7 7.7 7.7 -83.4 -7.0 -3.9 3102.8 411.8 -288.2<br />
4 ok 194 0.09 0.1 1.43e-02 7.7 7.7 7.7 7.7 -113.3 -6.5 0.3 3683.9 391.0 -256.0<br />
4 ok 196 0.09 0.1 1.75e-02 7.7 7.7 7.7 7.7 -145.0 -3.5 2.5 3827.8 194.5 -166.5<br />
4 ok 199 0.09 3.63e-02 9.59e-04 7.7 7.7 7.7 7.7 -7.3 0.9 -2.0 -414.2 9.0 208.4<br />
4 ok 202 0.09 4.73e-02 1.54e-03 7.7 7.7 7.7 7.7 -7.2 0.6 -1.4 -521.6 9.7 229.2<br />
4 ok 205 0.09 7.53e-02 1.38e-03 7.7 7.7 7.7 7.7 -6.9 1.4 0.2 641.2 173.0 -323.1<br />
4 ok 208 0.09 7.76e-02 3.81e-03 7.7 7.7 7.7 7.7 -31.2 -1.5 6.5 1279.7 249.6 -376.8<br />
4 ok 210 0.09 0.1 5.92e-03 7.7 7.7 7.7 7.7 -49.0 4.4 -1.7 2127.9 343.1 -478.2<br />
4 ok 212 0.09 0.2 7.64e-03 7.7 7.7 7.7 7.7 -59.7 -2.6 -7.8 3044.5 398.3 -492.8<br />
4 ok 214 0.09 0.2 9.80e-03 7.7 7.7 7.7 7.7 -71.4 -4.0 -7.8 3898.2 500.8 -475.0<br />
4 ok 216 0.09 0.2 1.33e-02 7.7 7.7 7.7 7.7 -98.3 -7.2 -0.5 4856.0 478.7 -470.3<br />
4 ok 218 0.09 0.2 1.84e-02 7.7 7.7 7.7 7.7 -156.6 -6.1 8.5 5429.2 250.2 -334.5<br />
4 ok 221 0.09 1.91e-02 3.46e-04 7.7 7.7 7.7 7.7 -0.4 2.4 -2.2 116.3 16.2 -35.4<br />
2533-06-00103.DOC<br />
146
4 ok 224 0.09 7.01e-02 5.49e-04 7.7 7.7 7.7 7.7 0.2 20.0 -10.9 140.1 166.6 -235.7<br />
4 ok 239 0.09 0.1 0.0 7.7 7.7 7.7 7.7 18.5 21.0 6.7 373.6 387.4 -660.7<br />
4 ok 254 0.09 0.1 3.54e-03 7.7 7.7 7.7 7.7 -29.0 15.2 6.7 1222.7 489.3 -747.2<br />
4 ok 268 0.09 0.1 5.89e-03 7.7 7.7 7.7 7.7 -48.6 7.7 -1.7 2131.9 375.9 -890.1<br />
4 ok 282 0.09 0.2 7.03e-03 7.7 7.7 7.7 7.7 -59.0 3.8 -7.8 3039.6 357.8 -868.4<br />
4 ok 296 0.09 0.2 8.37e-03 7.7 7.7 7.7 7.7 -70.6 2.4 -7.8 3893.4 460.3 -850.6<br />
4 ok 310 0.09 0.2 1.15e-02 7.7 7.7 7.7 7.7 -97.7 -2.3 -0.5 4859.4 507.2 -899.0<br />
4 ok 324 0.09 0.2 1.85e-02 7.7 7.7 7.7 7.7 -157.1 -10.4 8.5 5430.3 259.1 -641.8<br />
M_S x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N z N o N zo M z M o M zo<br />
-207.08 -13.72 -15.79 -521.62 -80.44 -899.05<br />
0.09 0.24 0.02 7.70 7.70 7.70 7.70 34.97 20.96 8.53 5430.30 573.12 782.27<br />
M_G Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N x N y N xy M x M y M xy<br />
daN/cm daN/cm daN/cm daN daN daN<br />
1 ok 1 0.08 9.72e-02 6.75e-03 7.7 7.7 7.7 7.7 -63.5 -6.5 -2.4 -2950.6 -128.9 -375.8<br />
1 ok 2 0.08 9.83e-02 6.70e-03 7.7 7.7 7.7 7.7 -62.8 -0.7 -2.4 -2951.1 -133.0 -358.1<br />
1 ok 3 0.08 6.75e-02 6.18e-03 7.7 7.7 7.7 7.7 -39.2 -0.3 -3.76e-03 1618.8 -9.9 -689.3<br />
1 ok 4 0.08 7.83e-02 6.09e-03 7.7 7.7 7.7 7.7 -40.5 -0.3 2.31e-02 2106.0 -164.4 -461.9<br />
1 ok 5 0.08 7.36e-02 6.11e-03 7.7 7.7 7.7 7.7 -40.4 -0.1 2.31e-02 2089.1 -305.2 -357.1<br />
1 ok 6 0.08 4.63e-02 6.10e-03 7.7 7.7 7.7 7.7 -40.8 1.7 -0.8 1684.7 -395.8 34.1<br />
1 ok 7 0.08 6.38e-02 5.72e-03 7.7 7.7 7.7 7.7 -33.0 8.5 -6.0 892.2 -395.0 278.5<br />
1 ok 8 0.08 5.21e-02 4.95e-03 7.7 7.7 7.7 7.7 -30.6 3.4 7.0 1333.2 -130.7 27.4<br />
1 ok 9 0.08 6.38e-02 5.72e-03 7.7 7.7 7.7 7.7 -33.0 8.5 6.0 892.2 -395.0 -278.5<br />
1 ok 10 0.08 4.63e-02 6.10e-03 7.7 7.7 7.7 7.7 -40.8 1.7 0.8 1684.7 -395.8 -34.1<br />
1 ok 11 0.08 7.36e-02 6.11e-03 7.7 7.7 7.7 7.7 -40.4 -0.1 -2.31e-02 2089.1 -305.2 357.1<br />
1 ok 12 0.08 7.83e-02 6.09e-03 7.7 7.7 7.7 7.7 -40.5 -0.3 -2.31e-02 2106.0 -164.4 461.9<br />
1 ok 13 0.08 6.75e-02 6.18e-03 7.7 7.7 7.7 7.7 -39.2 -0.3 3.76e-03 1618.8 -9.9 689.3<br />
1 ok 14 0.08 9.83e-02 6.70e-03 7.7 7.7 7.7 7.7 -62.8 -0.7 2.4 -2951.1 -133.0 358.1<br />
1 ok 15 0.08 9.72e-02 6.75e-03 7.7 7.7 7.7 7.7 -63.5 -6.5 2.4 -2950.6 -128.9 375.8<br />
1 ok 16 0.08 0.1 6.11e-03 7.7 7.7 7.7 7.7 -61.8 -7.9 -2.0 -2930.8 -295.1 -564.5<br />
1 ok 17 0.08 0.1 6.04e-03 7.7 7.7 7.7 7.7 -61.1 -2.5 -2.0 -2928.4 -275.7 -587.9<br />
1 ok 18 0.08 0.1 5.93e-03 7.7 7.7 7.7 7.7 -36.7 -0.4 -1.0 1720.5 -178.3 -1257.4<br />
1 ok 19 0.08 0.1 5.86e-03 7.7 7.7 7.7 7.7 -35.6 0.1 -1.6 2301.3 -493.5 -897.0<br />
1 ok 20 0.08 9.71e-02 5.77e-03 7.7 7.7 7.7 7.7 -35.5 1.0 -1.6 2248.3 -934.7 -644.7<br />
1 ok 21 0.08 0.1 5.70e-03 7.7 7.7 7.7 7.7 -33.3 6.0 -3.3 1872.7 -1454.5 9.8<br />
1 ok 22 0.08 0.2 6.06e-03 7.7 7.7 7.7 7.7 -32.0 23.0 -6.5 837.5 -1934.8 433.6<br />
1 ok 23 0.08 0.2 6.09e-03 7.7 7.7 7.7 7.7 -36.8 43.7 -13.4 -145.6 -1925.4 145.1<br />
1 ok 24 0.08 0.2 6.06e-03 7.7 7.7 7.7 7.7 -32.0 23.0 6.5 837.5 -1934.8 -433.6<br />
1 ok 25 0.08 0.1 5.70e-03 7.7 7.7 7.7 7.7 -33.3 6.0 3.3 1872.7 -1454.5 -9.8<br />
1 ok 26 0.08 9.71e-02 5.77e-03 7.7 7.7 7.7 7.7 -35.5 1.0 1.6 2248.3 -934.7 644.7<br />
1 ok 27 0.08 0.1 5.86e-03 7.7 7.7 7.7 7.7 -35.6 0.1 1.6 2301.3 -493.5 897.0<br />
1 ok 28 0.08 0.1 5.93e-03 7.7 7.7 7.7 7.7 -36.7 -0.4 1.0 1720.5 -178.3 1257.4<br />
1 ok 29 0.08 0.1 6.04e-03 7.7 7.7 7.7 7.7 -61.1 -2.5 2.0 -2928.4 -275.7 587.9<br />
1 ok 30 0.08 0.1 6.11e-03 7.7 7.7 7.7 7.7 -61.8 -7.9 2.0 -2930.8 -295.1 564.5<br />
1 ok 31 0.08 0.1 5.87e-03 7.7 7.7 7.7 7.7 -59.1 -5.5 -0.4 -2990.2 -353.8 -586.1<br />
1 ok 32 0.08 0.1 5.80e-03 7.7 7.7 7.7 7.7 -58.8 -2.8 -0.4 -2997.4 -413.4 -632.2<br />
1 ok 33 0.08 0.1 5.67e-03 7.7 7.7 7.7 7.7 -34.4 -5.15e-02 -2.1 2055.6 -267.0 -1592.1<br />
1 ok 34 0.08 0.2 5.60e-03 7.7 7.7 7.7 7.7 -33.7 0.9 -3.1 2851.1 -620.6 -1290.6<br />
1 ok 35 0.08 0.1 5.56e-03 7.7 7.7 7.7 7.7 -33.5 2.7 -3.1 2778.2 -1228.1 -1106.3<br />
1 ok 36 0.08 0.2 5.66e-03 7.7 7.7 7.7 7.7 -32.7 7.4 -4.2 2600.0 -2127.9 -549.7<br />
1 ok 37 0.08 0.3 6.12e-03 7.7 7.7 7.7 7.7 -46.8 20.8 5.1 -1435.7 -3548.8 169.7<br />
1 ok 38 0.08 0.4 5.99e-03 7.7 7.7 7.7 7.7 -44.0 43.4 -5.1 -1581.8 -4766.5 -304.1<br />
1 ok 39 0.08 0.3 6.12e-03 7.7 7.7 7.7 7.7 -46.8 20.8 -5.1 -1435.7 -3548.8 -169.7<br />
1 ok 40 0.08 0.2 5.66e-03 7.7 7.7 7.7 7.7 -32.7 7.4 4.2 2600.0 -2127.9 549.7<br />
1 ok 41 0.08 0.1 5.56e-03 7.7 7.7 7.7 7.7 -33.5 2.7 3.1 2778.2 -1228.1 1106.3<br />
1 ok 42 0.08 0.2 5.60e-03 7.7 7.7 7.7 7.7 -33.7 0.9 3.1 2851.1 -620.6 1290.6<br />
1 ok 43 0.08 0.1 5.67e-03 7.7 7.7 7.7 7.7 -34.4 -5.15e-02 2.1 2055.6 -267.0 1592.1<br />
1 ok 44 0.08 0.1 5.80e-03 7.7 7.7 7.7 7.7 -58.8 -2.8 0.4 -2997.4 -413.4 632.2<br />
1 ok 45 0.08 0.1 5.87e-03 7.7 7.7 7.7 7.7 -59.1 -5.5 0.4 -2990.2 -353.8 586.1<br />
1 ok 46 0.08 0.1 5.78e-03 7.7 7.7 7.7 7.7 -58.2 -2.8 0.6 -3101.6 -422.9 -643.8<br />
1 ok 47 0.08 0.2 5.75e-03 7.7 7.7 7.7 7.7 -47.6 3.66e-02 1.5 -2460.2 -520.3 -1418.9<br />
1 ok 48 0.08 0.2 5.57e-03 7.7 7.7 7.7 7.7 -33.2 1.1 -2.6 2322.9 -234.0 -1949.1<br />
1 ok 49 0.08 0.2 5.46e-03 7.7 7.7 7.7 7.7 -33.6 1.8 -3.4 3282.7 -465.8 -1757.2<br />
1 ok 50 0.08 0.2 5.50e-03 7.7 7.7 7.7 7.7 -33.4 3.4 -3.4 3227.1 -929.0 -1648.8<br />
1 ok 51 0.08 0.2 5.59e-03 7.7 7.7 7.7 7.7 -34.4 7.2 -4.2 3237.6 -2051.4 -941.9<br />
1 ok 52 0.08 0.3 5.83e-03 7.7 7.7 7.7 7.7 -35.5 21.8 -2.9 1508.0 -3192.7 -519.5<br />
1 ok 53 0.08 0.4 5.83e-03 7.7 7.7 7.7 7.7 -36.8 44.3 5.1 -970.8 -4693.2 -767.4<br />
1 ok 54 0.08 0.3 5.83e-03 7.7 7.7 7.7 7.7 -35.5 21.8 2.9 1508.0 -3192.7 519.5<br />
1 ok 55 0.08 0.2 5.59e-03 7.7 7.7 7.7 7.7 -34.4 7.2 4.2 3237.6 -2051.4 941.9<br />
2533-06-00103.DOC<br />
147
1 ok 56 0.08 0.2 5.50e-03 7.7 7.7 7.7 7.7 -33.4 3.4 3.4 3227.1 -929.0 1648.8<br />
1 ok 57 0.08 0.2 5.46e-03 7.7 7.7 7.7 7.7 -33.6 1.8 3.4 3282.7 -465.8 1757.2<br />
1 ok 58 0.08 0.2 5.57e-03 7.7 7.7 7.7 7.7 -33.2 1.1 2.6 2322.9 -234.0 1949.1<br />
1 ok 59 0.08 0.2 5.75e-03 7.7 7.7 7.7 7.7 -47.6 3.66e-02 -1.5 -2460.2 -520.3 1418.9<br />
1 ok 60 0.08 0.1 5.78e-03 7.7 7.7 7.7 7.7 -47.7 -0.4 -1.5 -2447.5 -414.4 1292.0<br />
1 ok 61 0.08 0.2 5.78e-03 7.7 7.7 7.7 7.7 -47.1 5.1 1.7 -2742.4 -502.6 -1400.9<br />
1 ok 62 0.08 0.2 5.77e-03 7.7 7.7 7.7 7.7 -47.4 2.6 1.7 -2751.6 -578.7 -1555.1<br />
1 ok 63 0.08 0.2 5.56e-03 7.7 7.7 7.7 7.7 -32.8 2.6 -2.7 2505.0 -113.1 -2208.2<br />
1 ok 64 0.08 0.2 5.39e-03 7.7 7.7 7.7 7.7 -33.9 1.8 -3.4 3529.0 -436.2 -1961.0<br />
1 ok 65 0.08 0.2 5.45e-03 7.7 7.7 7.7 7.7 -33.7 3.4 -3.4 3473.4 -899.5 -1852.7<br />
1 ok 66 0.08 0.2 5.50e-03 7.7 7.7 7.7 7.7 -35.3 6.6 -3.3 3475.3 -1449.0 -1669.3<br />
1 ok 67 0.08 0.2 5.83e-03 7.7 7.7 7.7 7.7 -34.7 5.1 -0.3 2717.8 -2455.1 -1064.6<br />
1 ok 68 0.08 0.2 5.83e-03 7.7 7.7 7.7 7.7 -34.7 5.1 0.3 2717.8 -2455.1 1064.6<br />
1 ok 69 0.08 0.2 5.50e-03 7.7 7.7 7.7 7.7 -35.3 6.6 3.3 3475.3 -1449.0 1669.3<br />
1 ok 70 0.08 0.2 5.45e-03 7.7 7.7 7.7 7.7 -33.7 3.4 3.4 3473.4 -899.5 1852.7<br />
1 ok 71 0.08 0.2 5.39e-03 7.7 7.7 7.7 7.7 -33.9 1.8 3.4 3529.0 -436.2 1961.0<br />
1 ok 72 0.08 0.2 5.56e-03 7.7 7.7 7.7 7.7 -32.8 2.6 2.7 2505.0 -113.1 2208.2<br />
1 ok 73 0.08 0.2 5.77e-03 7.7 7.7 7.7 7.7 -47.4 2.6 -1.7 -2751.6 -578.7 1555.1<br />
1 ok 74 0.08 0.2 5.78e-03 7.7 7.7 7.7 7.7 -47.1 5.1 -1.7 -2742.4 -502.6 1400.9<br />
1 ok 75 0.08 0.2 5.87e-03 7.7 7.7 7.7 7.7 -47.9 9.1 1.0 -3100.4 -608.1 -1472.2<br />
1 ok 76 0.08 0.2 5.87e-03 7.7 7.7 7.7 7.7 -48.4 5.4 1.0 -3103.8 -636.2 -1641.2<br />
1 ok 77 0.08 0.2 5.63e-03 7.7 7.7 7.7 7.7 -32.7 2.6 -2.7 2634.6 -97.6 -2277.0<br />
1 ok 78 0.08 0.3 5.39e-03 7.7 7.7 7.7 7.7 -33.4 2.1 -2.5 3802.6 181.6 -2155.7<br />
1 ok 79 0.08 0.3 5.31e-03 7.7 7.7 7.7 7.7 -34.5 1.7 -1.4 4090.7 318.5 -1874.6<br />
1 ok 80 0.08 0.3 5.31e-03 7.7 7.7 7.7 7.7 -34.6 1.3 -1.4 4124.6 600.8 -1630.6<br />
1 ok 81 0.08 0.2 5.29e-03 7.7 7.7 7.7 7.7 -32.4 0.8 -0.5 3669.2 769.6 -802.3<br />
1 ok 82 0.08 0.2 5.29e-03 7.7 7.7 7.7 7.7 -32.4 0.8 0.5 3669.2 769.6 802.3<br />
1 ok 83 0.08 0.3 5.31e-03 7.7 7.7 7.7 7.7 -34.6 1.3 1.4 4124.6 600.8 1630.6<br />
1 ok 84 0.08 0.3 5.31e-03 7.7 7.7 7.7 7.7 -34.5 1.7 1.4 4090.7 318.5 1874.6<br />
1 ok 85 0.08 0.3 5.39e-03 7.7 7.7 7.7 7.7 -33.4 2.1 2.5 3802.6 181.6 2155.7<br />
1 ok 86 0.08 0.2 5.63e-03 7.7 7.7 7.7 7.7 -32.7 2.6 2.7 2634.6 -97.6 2277.0<br />
1 ok 87 0.08 0.2 5.87e-03 7.7 7.7 7.7 7.7 -48.4 5.4 -1.0 -3103.8 -636.2 1641.2<br />
1 ok 88 0.08 0.2 5.87e-03 7.7 7.7 7.7 7.7 -47.9 9.1 -1.0 -3100.4 -608.1 1472.2<br />
1 ok 89 0.08 0.2 6.09e-03 7.7 7.7 7.7 7.7 -51.4 8.6 1.0 -3484.5 -654.2 -1484.5<br />
1 ok 90 0.08 0.2 6.10e-03 7.7 7.7 7.7 7.7 -51.4 8.4 -2.6 -3484.1 -650.7 -1689.1<br />
1 ok 91 0.08 0.2 5.76e-03 7.7 7.7 7.7 7.7 -31.7 3.0 -3.2 2820.7 110.0 -2312.3<br />
1 ok 92 0.08 0.3 5.37e-03 7.7 7.7 7.7 7.7 -32.4 1.2 -1.9 4121.0 297.6 -2095.2<br />
1 ok 93 0.08 0.3 5.17e-03 7.7 7.7 7.7 7.7 -33.5 0.7 -1.0 4655.3 470.2 -1693.3<br />
1 ok 94 0.08 0.3 5.17e-03 7.7 7.7 7.7 7.7 -33.4 1.4 -1.4 4678.9 667.3 -1506.4<br />
1 ok 95 0.08 0.3 5.17e-03 7.7 7.7 7.7 7.7 -34.4 0.7 -0.4 4798.2 907.1 -670.7<br />
1 ok 96 0.08 0.3 5.17e-03 7.7 7.7 7.7 7.7 -34.4 0.7 0.4 4798.2 907.1 670.7<br />
1 ok 97 0.08 0.3 5.17e-03 7.7 7.7 7.7 7.7 -33.4 1.4 1.4 4678.9 667.3 1506.4<br />
1 ok 98 0.08 0.3 5.17e-03 7.7 7.7 7.7 7.7 -33.5 0.7 1.0 4655.3 470.2 1693.3<br />
1 ok 99 0.08 0.3 5.37e-03 7.7 7.7 7.7 7.7 -32.4 1.2 1.9 4121.0 297.6 2095.2<br />
1 ok 100 0.08 0.2 5.76e-03 7.7 7.7 7.7 7.7 -31.7 3.0 3.2 2820.7 110.0 2312.3<br />
1 ok 101 0.08 0.2 6.10e-03 7.7 7.7 7.7 7.7 -51.4 8.4 2.6 -3484.1 -650.7 1689.1<br />
1 ok 102 0.08 0.2 6.09e-03 7.7 7.7 7.7 7.7 -51.4 8.6 -1.0 -3484.5 -654.2 1484.5<br />
1 ok 103 0.08 0.2 6.48e-03 7.7 7.7 7.7 7.7 -55.1 8.5 -2.6 -3874.6 -541.3 -1578.7<br />
1 ok 104 0.08 0.2 6.48e-03 7.7 7.7 7.7 7.7 -55.2 8.0 -2.6 -3893.6 -699.8 -1758.9<br />
1 ok 105 0.08 0.2 5.50e-03 7.7 7.7 7.7 7.7 -29.2 3.3 -3.2 3048.1 137.3 -2298.2<br />
1 ok 106 0.08 0.3 5.20e-03 7.7 7.7 7.7 7.7 -31.7 1.3 -1.9 4525.9 346.2 -2046.8<br />
1 ok 107 0.08 0.3 5.07e-03 7.7 7.7 7.7 7.7 -33.4 0.7 -1.0 5333.4 551.6 -1624.1<br />
1 ok 108 0.08 0.3 5.07e-03 7.7 7.7 7.7 7.7 -34.6 0.4 -0.4 5668.5 747.0 -988.4<br />
1 ok 109 0.08 0.3 5.07e-03 7.7 7.7 7.7 7.7 -34.6 0.3 -0.4 5684.4 879.4 -591.3<br />
1 ok 110 0.08 0.3 5.07e-03 7.7 7.7 7.7 7.7 -34.6 0.3 0.4 5684.4 879.4 591.3<br />
1 ok 111 0.08 0.3 5.07e-03 7.7 7.7 7.7 7.7 -34.6 0.4 0.4 5668.5 747.0 988.4<br />
1 ok 112 0.08 0.3 5.07e-03 7.7 7.7 7.7 7.7 -33.4 0.7 1.0 5333.4 551.6 1624.1<br />
1 ok 113 0.08 0.3 5.20e-03 7.7 7.7 7.7 7.7 -31.7 1.3 1.9 4525.9 346.2 2046.8<br />
1 ok 114 0.08 0.2 5.50e-03 7.7 7.7 7.7 7.7 -29.2 3.3 3.2 3048.1 137.3 2298.2<br />
1 ok 115 0.08 0.2 6.48e-03 7.7 7.7 7.7 7.7 -55.2 8.0 2.6 -3893.6 -699.8 1758.9<br />
1 ok 116 0.08 0.2 6.48e-03 7.7 7.7 7.7 7.7 -55.1 8.5 2.6 -3874.6 -541.3 1578.7<br />
1 ok 117 0.08 0.2 4.12e-03 7.7 7.7 7.7 7.7 -8.4 13.0 -13.3 -3699.9 -123.4 -1247.5<br />
1 ok 118 0.08 0.2 4.89e-03 7.7 7.7 7.7 7.7 -9.1 7.3 -13.3 -3737.4 -435.3 -1191.9<br />
1 ok 119 0.08 0.2 5.09e-03 7.7 7.7 7.7 7.7 -29.8 0.9 -1.5 3089.0 141.7 -1583.8<br />
1 ok 120 0.08 0.3 5.09e-03 7.7 7.7 7.7 7.7 -32.8 0.1 -0.7 4668.8 208.2 -1383.5<br />
1 ok 121 0.08 0.3 5.01e-03 7.7 7.7 7.7 7.7 -34.5 6.40e-03 -0.3 5544.9 259.5 -1041.6<br />
1 ok 122 0.08 0.3 4.99e-03 7.7 7.7 7.7 7.7 -35.6 -2.64e-02 -0.1 5941.1 311.8 -587.2<br />
1 ok 123 0.08 0.3 4.99e-03 7.7 7.7 7.7 7.7 -35.6 5.77e-02 -0.1 5943.6 332.5 -442.3<br />
1 ok 124 0.08 0.3 4.99e-03 7.7 7.7 7.7 7.7 -35.6 5.77e-02 0.1 5943.6 332.5 442.3<br />
1 ok 125 0.08 0.3 4.99e-03 7.7 7.7 7.7 7.7 -35.6 -2.64e-02 0.1 5941.1 311.8 587.2<br />
1 ok 126 0.08 0.3 5.01e-03 7.7 7.7 7.7 7.7 -34.5 6.40e-03 0.3 5544.9 259.5 1041.6<br />
2533-06-00103.DOC<br />
148
1 ok 127 0.08 0.3 5.09e-03 7.7 7.7 7.7 7.7 -32.8 0.1 0.7 4668.8 208.2 1383.5<br />
1 ok 128 0.08 0.2 5.09e-03 7.7 7.7 7.7 7.7 -29.8 0.9 1.5 3089.0 141.7 1583.8<br />
1 ok 129 0.08 0.2 4.89e-03 7.7 7.7 7.7 7.7 -9.1 7.3 13.3 -3737.4 -435.3 1191.9<br />
1 ok 130 0.08 0.2 4.12e-03 7.7 7.7 7.7 7.7 -8.4 13.0 13.3 -3699.9 -123.4 1247.5<br />
M_G x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N x N y N xy M x M y M xy<br />
-63.45 -7.92 -13.44 -3893.62 -4766.51 -2312.33<br />
0.08 0.38 6.75e-03 7.70 7.70 7.70 7.70 -8.42 44.30 13.33 5943.57 907.08 2312.33<br />
M_G Nodo x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N x N y N xy M x M y M xy<br />
daN/cm daN/cm daN/cm daN daN daN<br />
5 ok 225 0.11 7.39e-02 1.40e-02 7.7 7.7 7.7 7.7 -40.0 9.3 -2.3 435.9 31.7 750.5<br />
5 ok 226 0.11 0.1 1.42e-02 7.7 7.7 7.7 7.7 -31.6 -3.4 -1.2 -733.2 -135.5 1114.4<br />
5 ok 227 0.11 0.2 9.35e-03 7.7 7.7 7.7 7.7 -28.7 -0.9 0.3 -1568.9 -102.8 1182.2<br />
5 ok 228 0.11 0.2 7.52e-03 7.7 7.7 7.7 7.7 -29.5 -0.6 0.9 -1639.6 15.6 1196.4<br />
5 ok 229 0.11 0.2 6.99e-03 7.7 7.7 7.7 7.7 -29.5 -0.4 0.9 -1627.7 114.6 1163.4<br />
5 ok 230 0.11 0.1 7.87e-03 7.7 7.7 7.7 7.7 -41.9 -3.8 3.5 2124.9 910.8 -139.7<br />
5 ok 231 0.11 0.4 9.67e-03 7.7 7.7 7.7 7.7 -44.4 7.6 -8.6 3057.5 1892.4 -1709.6<br />
5 ok 232 0.11 0.7 8.73e-03 7.7 7.7 7.7 7.7 -31.6 114.5 8.6 3387.7 4644.0 1448.1<br />
5 ok 233 0.11 0.4 9.67e-03 7.7 7.7 7.7 7.7 -44.4 7.6 8.6 3057.5 1892.4 1709.6<br />
5 ok 234 0.11 0.1 7.87e-03 7.7 7.7 7.7 7.7 -41.9 -3.8 -3.5 2124.9 910.8 139.7<br />
5 ok 235 0.11 0.2 6.99e-03 7.7 7.7 7.7 7.7 -29.5 -0.4 -0.9 -1627.7 114.6 -1163.4<br />
5 ok 236 0.11 0.2 7.52e-03 7.7 7.7 7.7 7.7 -29.5 -0.6 -0.9 -1639.6 15.6 -1196.4<br />
5 ok 237 0.11 0.2 9.35e-03 7.7 7.7 7.7 7.7 -28.7 -0.9 -0.3 -1568.9 -102.8 -1182.2<br />
5 ok 238 0.11 0.1 1.42e-02 7.7 7.7 7.7 7.7 -31.6 -3.4 1.2 -733.2 -135.5 -1114.4<br />
5 ok 239 0.11 7.39e-02 1.40e-02 7.7 7.7 7.7 7.7 -40.0 9.3 2.3 435.9 31.7 -750.5<br />
5 ok 240 0.11 0.1 3.52e-03 7.7 7.7 7.7 7.7 -10.4 8.2 5.9 707.0 54.8 791.0<br />
5 ok 241 0.11 0.2 5.61e-03 7.7 7.7 7.7 7.7 -18.6 -1.2 3.4 -683.4 -167.3 1458.7<br />
5 ok 242 0.11 0.2 6.03e-03 7.7 7.7 7.7 7.7 -23.1 -1.7 2.4 -1525.3 -166.8 1617.8<br />
5 ok 243 0.11 0.2 6.00e-03 7.7 7.7 7.7 7.7 -25.2 -1.0 2.7 -1717.4 -15.4 1630.6<br />
5 ok 244 0.11 0.2 5.98e-03 7.7 7.7 7.7 7.7 -21.1 -0.9 2.7 -1677.7 270.4 1583.5<br />
5 ok 245 0.11 0.2 5.90e-03 7.7 7.7 7.7 7.7 -23.1 -1.1 2.2 -1101.0 860.5 1365.9<br />
5 ok 246 0.11 0.5 8.86e-03 7.7 7.7 7.7 7.7 -39.3 -3.7 31.3 4405.8 3364.9 1287.9<br />
5 ok 247 0.11 0.7 8.86e-03 7.7 7.7 7.7 7.7 -22.7 115.6 -9.7 4535.9 4799.8 1040.6<br />
5 ok 248 0.11 0.5 8.86e-03 7.7 7.7 7.7 7.7 -39.3 -3.8 -31.3 4405.8 3364.9 -1287.9<br />
5 ok 249 0.11 0.2 5.90e-03 7.7 7.7 7.7 7.7 -23.1 -1.1 -2.2 -1101.0 860.5 -1365.9<br />
5 ok 250 0.11 0.2 5.98e-03 7.7 7.7 7.7 7.7 -21.1 -0.9 -2.7 -1677.7 270.4 -1583.5<br />
5 ok 251 0.11 0.2 6.00e-03 7.7 7.7 7.7 7.7 -21.1 -0.5 -2.7 -1711.8 -14.3 -1633.1<br />
5 ok 252 0.11 0.2 6.03e-03 7.7 7.7 7.7 7.7 -23.1 -1.7 -2.4 -1525.3 -166.8 -1617.8<br />
5 ok 253 0.11 0.2 5.61e-03 7.7 7.7 7.7 7.7 -18.6 -1.2 -3.4 -683.4 -167.3 -1458.7<br />
5 ok 254 0.11 0.1 3.52e-03 7.7 7.7 7.7 7.7 -10.4 8.2 -5.9 707.0 54.8 -791.0<br />
5 ok 255 0.11 0.2 3.09e-03 7.7 7.7 7.7 7.7 -14.0 7.8 5.9 1485.9 148.2 763.3<br />
5 ok 256 0.11 0.2 3.62e-03 7.7 7.7 7.7 7.7 -14.6 2.6 8.2 1487.9 164.3 1072.6<br />
5 ok 257 0.11 0.2 4.40e-03 7.7 7.7 7.7 7.7 -18.2 -1.1 2.4 -1446.7 -157.4 1695.7<br />
5 ok 258 0.11 0.3 4.80e-03 7.7 7.7 7.7 7.7 -20.2 -0.7 4.0 -1841.8 -114.9 1779.9<br />
5 ok 259 0.11 0.3 4.98e-03 7.7 7.7 7.7 7.7 -17.4 -0.5 2.7 -1790.4 256.8 1708.8<br />
5 ok 260 0.11 0.2 5.20e-03 7.7 7.7 7.7 7.7 -20.6 -0.8 2.2 -1271.0 840.1 1599.0<br />
5 ok 261 0.11 0.5 8.86e-03 7.7 7.7 7.7 7.7 -39.3 -3.7 31.3 4405.8 3364.9 1287.9<br />
5 ok 262 0.11 0.5 8.86e-03 7.7 7.7 7.7 7.7 -39.3 -3.8 -31.3 4405.8 3364.9 -1287.9<br />
5 ok 263 0.11 0.2 5.20e-03 7.7 7.7 7.7 7.7 -20.6 -0.8 -2.2 -1271.0 840.1 -1599.0<br />
5 ok 264 0.11 0.3 4.98e-03 7.7 7.7 7.7 7.7 -17.4 -0.5 -2.7 -1790.4 256.8 -1708.8<br />
5 ok 265 0.11 0.3 4.80e-03 7.7 7.7 7.7 7.7 -20.2 -0.7 -4.0 -1841.8 -114.9 -1779.9<br />
5 ok 266 0.11 0.2 4.40e-03 7.7 7.7 7.7 7.7 -18.2 -1.1 -2.4 -1446.7 -157.4 -1695.7<br />
5 ok 267 0.11 0.2 3.62e-03 7.7 7.7 7.7 7.7 -14.6 2.6 -8.2 1487.9 164.3 -1072.6<br />
5 ok 268 0.11 0.2 3.09e-03 7.7 7.7 7.7 7.7 -14.0 7.8 -5.9 1485.9 148.2 -763.3<br />
5 ok 269 0.11 0.2 3.33e-03 7.7 7.7 7.7 7.7 -17.5 6.6 8.1 2221.1 326.7 759.7<br />
5 ok 270 0.11 0.3 3.47e-03 7.7 7.7 7.7 7.7 -17.8 4.3 8.1 2223.3 345.1 1085.9<br />
5 ok 271 0.11 0.2 3.59e-03 7.7 7.7 7.7 7.7 -16.0 0.3 4.9 -1329.9 -135.2 1741.1<br />
5 ok 272 0.11 0.3 3.84e-03 7.7 7.7 7.7 7.7 -16.2 8.48e-02 4.4 -1837.6 -229.8 1822.4<br />
5 ok 273 0.11 0.3 4.02e-03 7.7 7.7 7.7 7.7 -16.3 -1.0 4.4 -1856.2 -384.8 1792.8<br />
5 ok 274 0.11 0.3 4.02e-03 7.7 7.7 7.7 7.7 -14.8 -2.8 4.2 -1627.5 -734.8 1616.3<br />
5 ok 275 0.11 0.2 4.01e-03 7.7 7.7 7.7 7.7 -17.5 -4.5 2.9 -729.6 -951.3 834.1<br />
5 ok 276 0.11 0.2 4.01e-03 7.7 7.7 7.7 7.7 -17.5 -4.5 -2.9 -729.6 -951.3 -834.1<br />
5 ok 277 0.11 0.3 4.02e-03 7.7 7.7 7.7 7.7 -14.8 -2.8 -4.2 -1627.5 -734.8 -1616.3<br />
5 ok 278 0.11 0.3 4.02e-03 7.7 7.7 7.7 7.7 -16.3 -1.0 -4.4 -1856.2 -384.8 -1792.8<br />
5 ok 279 0.11 0.3 3.84e-03 7.7 7.7 7.7 7.7 -16.2 8.48e-02 -4.4 -1837.6 -229.8 -1822.4<br />
5 ok 280 0.11 0.2 3.59e-03 7.7 7.7 7.7 7.7 -16.0 0.3 -4.9 -1329.9 -135.2 -1741.1<br />
5 ok 281 0.11 0.3 3.47e-03 7.7 7.7 7.7 7.7 -17.8 4.3 -8.1 2223.3 345.1 -1085.9<br />
5 ok 282 0.11 0.2 3.33e-03 7.7 7.7 7.7 7.7 -17.5 6.6 -8.1 2221.1 326.7 -759.7<br />
5 ok 283 0.11 0.3 3.77e-03 7.7 7.7 7.7 7.7 -22.7 4.8 4.2 2964.8 435.1 786.1<br />
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5 ok 284 0.11 0.3 3.84e-03 7.7 7.7 7.7 7.7 -22.4 6.8 4.2 2969.5 474.0 1148.2<br />
5 ok 285 0.11 0.2 3.48e-03 7.7 7.7 7.7 7.7 -13.7 2.4 3.2 -1212.5 -66.3 1733.7<br />
5 ok 286 0.11 0.3 3.16e-03 7.7 7.7 7.7 7.7 -12.1 0.6 4.4 -1904.7 -237.8 1754.1<br />
5 ok 287 0.11 0.3 3.08e-03 7.7 7.7 7.7 7.7 -12.2 -0.5 4.4 -1923.3 -392.9 1724.6<br />
5 ok 288 0.11 0.3 3.07e-03 7.7 7.7 7.7 7.7 -11.2 -2.4 4.1 -1980.8 -781.9 1431.0<br />
5 ok 289 0.11 0.2 3.06e-03 7.7 7.7 7.7 7.7 -12.9 -3.9 2.9 -1782.2 -1077.6 682.9<br />
5 ok 290 0.11 0.2 3.06e-03 7.7 7.7 7.7 7.7 -14.5 -4.0 -2.7 -1791.7 -1078.8 -665.4<br />
5 ok 291 0.11 0.3 3.07e-03 7.7 7.7 7.7 7.7 -11.2 -2.4 -4.1 -1980.8 -781.9 -1431.0<br />
5 ok 292 0.11 0.3 3.08e-03 7.7 7.7 7.7 7.7 -12.2 -0.5 -4.4 -1923.3 -392.9 -1724.6<br />
5 ok 293 0.11 0.3 3.16e-03 7.7 7.7 7.7 7.7 -12.1 0.6 -4.4 -1904.7 -237.8 -1754.1<br />
5 ok 294 0.11 0.2 3.48e-03 7.7 7.7 7.7 7.7 -13.7 2.4 -3.2 -1212.5 -66.3 -1733.7<br />
5 ok 295 0.11 0.3 3.84e-03 7.7 7.7 7.7 7.7 -22.4 6.8 -4.2 2969.5 474.0 -1148.2<br />
5 ok 296 0.11 0.3 3.77e-03 7.7 7.7 7.7 7.7 -22.7 4.8 -4.2 2964.8 435.1 -786.1<br />
5 ok 297 0.11 0.3 4.59e-03 7.7 7.7 7.7 7.7 -28.7 4.1 4.2 3787.6 533.8 803.3<br />
5 ok 298 0.11 0.4 4.64e-03 7.7 7.7 7.7 7.7 -28.4 6.1 4.2 3792.3 572.8 1165.3<br />
5 ok 299 0.11 0.2 2.99e-03 7.7 7.7 7.7 7.7 -9.5 2.9 3.2 -1177.9 -62.1 1690.0<br />
5 ok 300 0.11 0.3 2.60e-03 7.7 7.7 7.7 7.7 -7.7 0.8 3.5 -2105.8 -271.3 1653.4<br />
5 ok 301 0.11 0.3 2.36e-03 7.7 7.7 7.7 7.7 -6.1 -0.1 3.0 -2473.0 -516.9 1401.8<br />
5 ok 302 0.11 0.3 2.20e-03 7.7 7.7 7.7 7.7 -6.2 -1.1 3.0 -2504.1 -775.5 1167.8<br />
5 ok 303 0.11 0.3 2.09e-03 7.7 7.7 7.7 7.7 -5.2 -1.6 2.1 -2548.9 -973.6 562.9<br />
5 ok 304 0.11 0.3 2.09e-03 7.7 7.7 7.7 7.7 -3.9 -1.6 -1.9 -2551.0 -978.7 -553.3<br />
5 ok 305 0.11 0.3 2.20e-03 7.7 7.7 7.7 7.7 -6.2 -1.1 -3.0 -2504.1 -775.5 -1167.8<br />
5 ok 306 0.11 0.3 2.36e-03 7.7 7.7 7.7 7.7 -6.1 -0.1 -3.0 -2473.0 -516.9 -1401.8<br />
5 ok 307 0.11 0.3 2.60e-03 7.7 7.7 7.7 7.7 -7.7 0.8 -3.5 -2105.8 -271.3 -1653.4<br />
5 ok 308 0.11 0.2 2.99e-03 7.7 7.7 7.7 7.7 -9.5 2.9 -3.2 -1177.9 -62.1 -1690.0<br />
5 ok 309 0.11 0.4 4.64e-03 7.7 7.7 7.7 7.7 -28.4 6.1 -4.2 3792.3 572.8 -1165.3<br />
5 ok 310 0.11 0.3 4.59e-03 7.7 7.7 7.7 7.7 -28.7 4.1 -4.2 3787.6 533.8 -803.3<br />
5 ok 311 0.11 0.4 1.81e-03 7.7 7.7 7.7 7.7 10.7 8.1 -8.4 4226.3 249.1 729.9<br />
5 ok 312 0.11 0.4 2.20e-03 7.7 7.7 7.7 7.7 10.5 6.1 -8.4 4244.9 404.4 941.0<br />
5 ok 313 0.11 0.2 2.23e-03 7.7 7.7 7.7 7.7 -6.6 1.3 1.1 -1171.8 -77.0 1343.2<br />
5 ok 314 0.11 0.3 1.95e-03 7.7 7.7 7.7 7.7 -3.6 0.6 1.6 -2253.5 -155.2 1261.4<br />
5 ok 315 0.11 0.3 1.52e-03 7.7 7.7 7.7 7.7 -0.3 0.4 1.3 -2747.0 -237.8 1004.9<br />
5 ok 316 0.11 0.3 1.20e-03 7.7 7.7 7.7 7.7 -0.3 -9.21e-02 1.3 -2755.5 -308.5 867.7<br />
5 ok 317 0.11 0.3 1.01e-03 7.7 7.7 7.7 7.7 1.5 -9.26e-02 0.9 -2912.0 -381.5 426.2<br />
5 ok 318 0.11 0.3 1.01e-03 7.7 7.7 7.7 7.7 2.6 -0.1 -0.8 -2916.8 -383.9 -418.9<br />
5 ok 319 0.11 0.3 1.20e-03 7.7 7.7 7.7 7.7 -0.3 -9.21e-02 -1.3 -2755.5 -308.5 -867.7<br />
5 ok 320 0.11 0.3 1.52e-03 7.7 7.7 7.7 7.7 -0.3 0.4 -1.3 -2747.0 -237.8 -1004.9<br />
5 ok 321 0.11 0.3 1.95e-03 7.7 7.7 7.7 7.7 -3.6 0.6 -1.6 -2253.5 -155.2 -1261.4<br />
5 ok 322 0.11 0.2 2.23e-03 7.7 7.7 7.7 7.7 -6.6 1.3 -1.1 -1171.8 -77.0 -1343.2<br />
5 ok 323 0.11 0.4 2.20e-03 7.7 7.7 7.7 7.7 10.5 6.1 8.4 4244.9 404.4 -941.0<br />
5 ok 324 0.11 0.4 1.81e-03 7.7 7.7 7.7 7.7 10.7 8.1 8.4 4226.3 249.1 -729.9<br />
M_G x/d verif. ver. rid Af pr-Af pr+Af sec-Af sec+ N x N y N xy M x M y M xy<br />
-44.40 -4.48 -31.32 -2916.80 -1078.75 -1822.36<br />
0.11 0.69 0.01 7.70 7.70 7.70 7.70 10.70 115.65 31.32 4535.94 4799.85 1822.36<br />
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8.4 STATI LIMITE D' ESERCIZIO<br />
In tabella vengono riportati i valori di interesse per il controllo degli stati limite d'esercizio.<br />
In particolare vengono riportati, in relazione al tipo di elemento strutturale, i risultati relativi alle tre categorie di<br />
combinazione considerate:<br />
Combinazioni rare<br />
Combinazioni frequenti<br />
Combinazioni quasi permanenti.<br />
I valori di interesse sono i seguenti:<br />
rRfck rapporto tra la massima compressione nel calcestruzzo e la tensione fck in<br />
combinazioni rare [normalizzato a 1]<br />
rRfyk rapporto tra la massima tensione nell’acciaio e la tensione fyk in combinazioni rare<br />
[normalizzato a 1]<br />
rPfck rapporto tra la massima compressione nel calcestruzzo e la tensione fck in<br />
combinazioni quasi permanenti [normalizzato a 1]<br />
wR apertura caratteristica delle fessure in combinazioni rare [mm]<br />
wF apertura caratteristica delle fessure in combinazioni frequenti [mm]<br />
wP apertura caratteristica delle fessure in combinazioni quasi permanenti [mm]<br />
dR<br />
massima deformazione in combinazioni rare<br />
dF<br />
massima deformazione in combinazioni frequenti<br />
dP<br />
massima deformazione in combinazioni quasi permanenti<br />
Per ognuno dei nove valori soprariportati viene indicata (Rif.cmb) la combinazione in cui si è verificato.<br />
In relazione al tipo di elemento strutturale i valori sono selezionati nel modo seguente:<br />
pilastri rRfck rRfyk rPfck per sezioni significative<br />
travi rRfck rRfyk rPfck per sezioni significative<br />
wR wF wP per sezioni significative<br />
dR dF dP massimi in campata<br />
setti e gusci rRfck rRfyk rPfck massimi nei nodi dell’elemento<br />
wR wF wP massimi nei nodi dell’elemento<br />
Si precisa che i valori di massima deformazione per travi sono riferiti al piano verticale (piano locale 1-2 con<br />
momenti flettenti 3-3).<br />
Setto rRfck rRfyk rPfck Rif. cmb wR wF wP Rif. cmb<br />
mm mm mm<br />
110 0.04 0.18 0.05 98,98,102 0.0 0.0 0.0 0,0,0<br />
111 4.81e-03 0.20 5.20e-03 97,98,101 0.0 0.0 0.0 0,0,0<br />
112 0.04 0.18 0.05 98,98,102 0.0 0.0 0.0 0,0,0<br />
113 0.05 0.13 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
114 0.01 0.09 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
115 0.05 0.13 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
116 0.06 0.15 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
117 0.05 0.05 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
118 0.06 0.15 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
119 0.06 0.17 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
120 0.06 0.17 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
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121 0.07 0.18 0.08 97,97,101 0.0 0.0 0.0 0,0,0<br />
122 0.07 0.18 0.08 97,97,101 0.0 0.0 0.0 0,0,0<br />
123 0.08 0.20 0.09 97,97,101 0.0 0.0 0.0 0,0,0<br />
124 0.08 0.20 0.09 97,97,101 0.0 0.0 0.0 0,0,0<br />
125 0.09 0.20 0.10 97,97,101 0.0 0.0 0.0 0,0,0<br />
126 0.09 0.20 0.10 97,97,101 0.0 0.0 0.0 0,0,0<br />
127 0.09 0.19 0.10 97,97,101 0.0 0.0 0.0 0,0,0<br />
128 0.09 0.19 0.10 97,97,101 0.0 0.0 0.0 0,0,0<br />
129 0.03 0.10 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
130 3.62e-03 0.33 3.88e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
131 0.03 0.10 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
132 0.03 0.08 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
133 0.02 0.02 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
134 0.03 0.08 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
135 0.04 0.08 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
136 0.04 0.04 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
137 0.04 0.08 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
138 0.04 0.10 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
139 0.04 0.10 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
140 0.05 0.11 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
141 0.05 0.11 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
142 0.05 0.11 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
143 0.05 0.11 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
144 0.06 0.10 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
145 0.06 0.10 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
146 0.06 0.09 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
147 0.06 0.09 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
148 0.01 0.05 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
149 3.46e-03 0.38 3.43e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
150 0.01 0.05 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
151 0.02 0.04 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
152 0.02 0.02 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
153 0.02 0.04 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
154 0.02 0.04 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
155 0.04 0.04 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
156 0.02 0.04 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
157 0.03 0.05 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
158 0.03 0.05 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
159 0.04 0.06 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
160 0.04 0.06 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
161 0.04 0.07 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
162 0.04 0.07 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
163 0.05 0.07 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
164 0.05 0.07 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
165 0.05 0.06 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
166 0.05 0.06 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
167 7.00e-03 0.03 5.91e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
168 4.64e-03 0.28 4.64e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
169 7.00e-03 0.03 5.91e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
170 0.01 0.04 9.79e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
171 0.02 0.08 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
172 0.01 0.04 9.79e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
173 0.02 0.05 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
174 0.05 0.05 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
175 0.02 0.05 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
176 0.03 0.06 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
177 0.03 0.06 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
178 0.04 0.08 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
179 0.04 0.08 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
180 0.05 0.10 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
181 0.05 0.10 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
182 0.05 0.09 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
183 0.05 0.09 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
184 0.05 0.08 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
185 0.05 0.08 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
186 2.11e-03 9.02e-03 1.82e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
187 3.71e-03 0.17 3.70e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
188 2.11e-03 9.02e-03 1.82e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
189 2.77e-03 0.07 2.72e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
190 0.01 0.59 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
191 2.77e-03 0.07 2.72e-03 97,97,101 0.0 0.0 0.0 0,0,0<br />
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192 0.02 0.07 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
193 0.09 0.50 0.09 97,97,101 0.0 0.0 0.0 0,0,0<br />
194 0.02 0.07 0.02 98,98,102 0.0 0.0 0.0 0,0,0<br />
195 0.04 0.10 0.03 98,98,102 0.0 0.0 0.0 0,0,0<br />
196 0.04 0.10 0.03 98,98,102 0.0 0.0 0.0 0,0,0<br />
197 0.05 0.13 0.04 98,98,102 0.0 0.0 0.0 0,0,0<br />
198 0.05 0.13 0.04 98,98,102 0.0 0.0 0.0 0,0,0<br />
199 0.06 0.16 0.05 98,98,102 0.0 0.0 0.0 0,0,0<br />
200 0.06 0.16 0.05 98,98,102 0.0 0.0 0.0 0,0,0<br />
201 0.07 0.18 0.07 98,97,102 0.0 0.0 0.0 0,0,0<br />
202 0.07 0.18 0.07 98,97,102 0.0 0.0 0.0 0,0,0<br />
203 0.08 0.16 0.07 97,98,101 0.0 0.0 0.0 0,0,0<br />
204 0.08 0.16 0.07 97,98,101 0.0 0.0 0.0 0,0,0<br />
Setto rRfck rRfyk rPfck wR wF wP<br />
0.09 0.59 0.10 0.0 0.0 0.0<br />
Guscio rRfck rRfyk rPfck Rif. cmb wR wF wP Rif. cmb<br />
mm mm mm<br />
1 0.03 0.07 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
2 0.01 0.03 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
3 0.02 0.06 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
4 0.03 0.09 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
5 0.03 0.08 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
6 0.02 0.03 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
7 0.01 0.05 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
8 0.01 0.05 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
9 0.02 0.03 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
10 0.03 0.08 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
11 0.03 0.09 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
12 0.02 0.06 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
13 0.01 0.03 0.01 97,97,101 0.0 0.0 0.0 0,0,0<br />
14 0.03 0.07 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
15 0.03 0.10 0.04 98,97,102 0.0 0.0 0.0 0,0,0<br />
16 0.02 0.06 0.02 97,97,102 0.0 0.0 0.0 0,0,0<br />
17 0.03 0.10 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
18 0.04 0.13 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
19 0.04 0.12 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
20 0.02 0.13 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
21 0.03 0.16 0.03 98,97,101 0.0 0.0 0.0 0,0,0<br />
22 0.03 0.16 0.03 98,97,101 0.0 0.0 0.0 0,0,0<br />
23 0.02 0.13 0.03 97,97,101 0.0 0.0 0.0 0,0,0<br />
24 0.04 0.12 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
25 0.04 0.13 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
26 0.03 0.10 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
27 0.02 0.06 0.02 97,97,102 0.0 0.0 0.0 0,0,0<br />
28 0.03 0.10 0.04 98,97,102 0.0 0.0 0.0 0,0,0<br />
29 0.04 0.12 0.04 98,97,102 0.0 0.0 0.0 0,0,0<br />
30 0.02 0.08 0.02 98,97,102 0.0 0.0 0.0 0,0,0<br />
31 0.04 0.13 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
32 0.05 0.16 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
33 0.05 0.16 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
34 0.04 0.19 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
35 0.05 0.30 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
36 0.05 0.30 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
37 0.04 0.19 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
38 0.05 0.16 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
39 0.05 0.16 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
40 0.04 0.13 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
41 0.02 0.08 0.02 98,97,102 0.0 0.0 0.0 0,0,0<br />
42 0.04 0.12 0.04 98,97,102 0.0 0.0 0.0 0,0,0<br />
43 0.04 0.17 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
44 0.04 0.17 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
45 0.04 0.14 0.05 98,97,102 0.0 0.0 0.0 0,0,0<br />
46 0.03 0.09 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
47 0.04 0.15 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
48 0.05 0.19 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
49 0.05 0.18 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
50 0.05 0.14 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
51 0.05 0.14 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
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52 0.05 0.18 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
53 0.05 0.19 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
54 0.04 0.15 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
55 0.03 0.09 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
56 0.04 0.14 0.05 98,97,102 0.0 0.0 0.0 0,0,0<br />
57 0.02 0.07 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
58 0.05 0.16 0.05 98,97,102 0.0 0.0 0.0 0,0,0<br />
59 0.03 0.10 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
60 0.05 0.16 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
61 0.06 0.21 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
62 0.06 0.21 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
63 0.05 0.18 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
64 0.05 0.16 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
65 0.05 0.18 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
66 0.06 0.21 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
67 0.06 0.21 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
68 0.05 0.16 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
69 0.03 0.10 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
70 0.05 0.16 0.05 98,97,102 0.0 0.0 0.0 0,0,0<br />
71 0.05 0.18 0.06 98,97,102 0.0 0.0 0.0 0,0,0<br />
72 0.03 0.10 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
73 0.05 0.17 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
74 0.06 0.22 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
75 0.07 0.24 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
76 0.07 0.23 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
77 0.06 0.22 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
78 0.07 0.23 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
79 0.07 0.24 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
80 0.06 0.22 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
81 0.05 0.17 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
82 0.03 0.10 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
83 0.05 0.18 0.06 98,97,102 0.0 0.0 0.0 0,0,0<br />
84 0.06 0.19 0.06 98,97,102 0.0 0.0 0.0 0,0,0<br />
85 0.03 0.11 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
86 0.05 0.18 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
87 0.07 0.24 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
88 0.07 0.26 0.08 97,97,101 0.0 0.0 0.0 0,0,0<br />
89 0.08 0.27 0.08 97,97,101 0.0 0.0 0.0 0,0,0<br />
90 0.07 0.27 0.08 97,97,101 0.0 0.0 0.0 0,0,0<br />
91 0.08 0.27 0.08 97,97,101 0.0 0.0 0.0 0,0,0<br />
92 0.07 0.26 0.08 97,97,101 0.0 0.0 0.0 0,0,0<br />
93 0.07 0.24 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
94 0.05 0.18 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
95 0.03 0.11 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
96 0.06 0.19 0.06 98,97,102 0.0 0.0 0.0 0,0,0<br />
97 0.05 0.20 0.06 98,97,102 0.0 0.0 0.0 0,0,0<br />
98 0.02 0.09 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
99 0.04 0.15 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
100 0.06 0.22 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
101 0.07 0.26 0.08 97,97,101 0.0 0.0 0.0 0,0,0<br />
102 0.08 0.27 0.08 97,97,101 0.0 0.0 0.0 0,0,0<br />
103 0.08 0.28 0.09 97,97,101 0.0 0.0 0.0 0,0,0<br />
104 0.08 0.27 0.08 97,97,101 0.0 0.0 0.0 0,0,0<br />
105 0.07 0.26 0.08 97,97,101 0.0 0.0 0.0 0,0,0<br />
106 0.06 0.22 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
107 0.04 0.15 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
108 0.02 0.09 0.02 97,97,101 0.0 0.0 0.0 0,0,0<br />
109 0.05 0.20 0.06 98,97,102 0.0 0.0 0.0 0,0,0<br />
205 0.03 0.07 0.03 98,97,101 0.0 0.0 0.0 0,0,0<br />
206 0.04 0.12 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
207 0.05 0.16 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
208 0.06 0.17 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
209 0.04 0.11 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
210 0.07 0.20 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
211 0.14 0.57 0.14 97,97,101 0.0 0.0 0.0 0,0,0<br />
212 0.14 0.57 0.14 97,97,101 0.0 0.0 0.0 0,0,0<br />
213 0.07 0.20 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
214 0.04 0.11 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
215 0.06 0.17 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
216 0.05 0.16 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
217 0.04 0.12 0.04 97,97,101 0.0 0.0 0.0 0,0,0<br />
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218 0.03 0.07 0.03 98,97,101 0.0 0.0 0.0 0,0,0<br />
219 0.13 0.44 0.14 97,97,101 0.0 0.0 0.0 0,0,0<br />
220 0.13 0.44 0.14 97,97,101 0.0 0.0 0.0 0,0,0<br />
221 0.04 0.14 0.04 98,98,102 0.0 0.0 0.0 0,0,0<br />
222 0.05 0.15 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
223 0.06 0.19 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
224 0.07 0.21 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
225 0.06 0.16 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
226 0.08 0.27 0.08 97,97,101 0.0 0.0 0.0 0,0,0<br />
227 0.08 0.27 0.08 97,97,101 0.0 0.0 0.0 0,0,0<br />
228 0.06 0.16 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
229 0.07 0.21 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
230 0.06 0.19 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
231 0.05 0.15 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
232 0.04 0.14 0.04 98,98,102 0.0 0.0 0.0 0,0,0<br />
233 0.08 0.23 0.08 97,97,101 0.0 0.0 0.0 0,0,0<br />
234 0.06 0.19 0.05 98,98,102 0.0 0.0 0.0 0,0,0<br />
235 0.05 0.14 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
236 0.06 0.19 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
237 0.07 0.22 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
238 0.06 0.19 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
239 0.05 0.14 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
240 0.07 0.23 0.08 97,97,101 0.0 0.0 0.0 0,0,0<br />
241 0.05 0.14 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
242 0.06 0.19 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
243 0.07 0.22 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
244 0.06 0.19 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
245 0.05 0.14 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
246 0.06 0.19 0.05 98,98,102 0.0 0.0 0.0 0,0,0<br />
247 0.08 0.23 0.07 98,98,102 0.0 0.0 0.0 0,0,0<br />
248 0.04 0.15 0.04 98,97,101 0.0 0.0 0.0 0,0,0<br />
249 0.06 0.20 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
250 0.07 0.23 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
251 0.07 0.21 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
252 0.06 0.18 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
253 0.04 0.11 0.03 98,97,102 0.0 0.0 0.0 0,0,0<br />
254 0.06 0.18 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
255 0.07 0.21 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
256 0.07 0.23 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
257 0.06 0.20 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
258 0.04 0.15 0.04 98,97,101 0.0 0.0 0.0 0,0,0<br />
259 0.08 0.23 0.07 98,98,102 0.0 0.0 0.0 0,0,0<br />
260 0.09 0.28 0.09 98,98,102 0.0 0.0 0.0 0,0,0<br />
261 0.05 0.16 0.05 98,97,102 0.0 0.0 0.0 0,0,0<br />
262 0.06 0.19 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
263 0.07 0.23 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
264 0.07 0.24 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
265 0.07 0.22 0.06 98,97,102 0.0 0.0 0.0 0,0,0<br />
266 0.06 0.19 0.05 98,97,102 0.0 0.0 0.0 0,0,0<br />
267 0.07 0.22 0.06 98,97,102 0.0 0.0 0.0 0,0,0<br />
268 0.07 0.24 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
269 0.07 0.23 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
270 0.06 0.19 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
271 0.05 0.16 0.05 98,97,102 0.0 0.0 0.0 0,0,0<br />
272 0.09 0.28 0.09 98,98,102 0.0 0.0 0.0 0,0,0<br />
273 0.10 0.34 0.09 98,98,102 0.0 0.0 0.0 0,0,0<br />
274 0.04 0.14 0.04 98,98,102 0.0 0.0 0.0 0,0,0<br />
275 0.05 0.16 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
276 0.07 0.22 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
277 0.07 0.24 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
278 0.07 0.23 0.06 98,97,102 0.0 0.0 0.0 0,0,0<br />
279 0.07 0.23 0.06 98,97,102 0.0 0.0 0.0 0,0,0<br />
280 0.07 0.23 0.06 98,97,102 0.0 0.0 0.0 0,0,0<br />
281 0.07 0.24 0.07 97,97,101 0.0 0.0 0.0 0,0,0<br />
282 0.07 0.22 0.06 97,97,101 0.0 0.0 0.0 0,0,0<br />
283 0.05 0.16 0.05 97,97,101 0.0 0.0 0.0 0,0,0<br />
284 0.04 0.14 0.04 98,98,102 0.0 0.0 0.0 0,0,0<br />
285 0.10 0.34 0.09 98,98,102 0.0 0.0 0.0 0,0,0<br />
Guscio rRfck rRfyk rPfck wR wF wP<br />
0.14 0.57 0.14 0.0 0.0 0.0<br />
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157
La condizione di verifica <strong>della</strong> tensione nel calcestruzzo per combinazioni rare.<br />
La condizione di verifica <strong>della</strong> tensione nell’acciaio per combinazioni rare.<br />
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158
La condizione di verifica <strong>della</strong> tensione nel calcestruzzo per combinazioni permanenti.<br />
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159
9 PARATIA DI PALANCOLE LATO BOCCA DI MAGRA TIPOLOGIA 1<br />
Risultati per la Design Section 1: 0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 91.61 115.68 2.7 No supports No supports 1.543 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
91.61 115.68 2.7 No supports No supports 1.543 Calculation successful<br />
80.37 90.45 2.66 No supports No supports 1.385 Calculation successful<br />
80.95 93.11 2.46 No supports No supports 1.459 Calculation successful<br />
71.08 104.65 1.7 No supports No supports 1.929 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 2.7 0.97 91.61 91.61<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 2.7 0.97 91.61 91.61<br />
Calculation successful 2.66 1.38 80.37 80.37<br />
0: DM08_ITA: EQK - GEO Calculation successful 2.46 1.38 80.95 80.95<br />
0: DM08_ITA: EQK - STR Calculation successful 1.7 0.97 71.08 71.08<br />
Taglio paratia<br />
Taglio paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 115.68 115.68 0.248 0.248 0.159 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
115.68 115.68 0.248 0.248 0.159 N/A<br />
90.45 90.45 0.217 0.217 0.124 N/A<br />
0: DM08_ITA: EQK - GEO 93.11 93.11 0.219 0.219 0.128 N/A<br />
0: DM08_ITA: EQK - STR 104.65 104.65 0.192 0.192 0.144 N/A<br />
2533-06-00103.DOC<br />
160
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
N/A No supports No supports No supports No supports No supports 3.031<br />
N/A No supports No supports No supports No supports No supports 3.031<br />
N/A No supports No supports No supports No supports No supports 2.459<br />
N/A No supports No supports No supports No supports No supports 2.459<br />
N/A No supports No supports No supports No supports No supports 3.031<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
3.256 1.713 1.546 N/A N/A N/A 1.08<br />
3.256 1.713 1.546 N/A N/A N/A 1.08<br />
2.383 1.413 1.387 N/A N/A N/A 1.08<br />
2.439 1.472 1.462 N/A N/A N/A 1.08<br />
4.318 2.296 1.929 N/A N/A N/A 1.62<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.248<br />
Wall Moment (kN-m/m) 91.608<br />
Wall Moment (kN-m) 91.608<br />
Wall Moment Capacity (kNm/m)<br />
369.704<br />
Wall Shear (kN/m) 115.681<br />
Wall Shear (kN) 115.681<br />
Wall Shear Check 0.159<br />
Wall Shear Capacity (kN/m) 727.657<br />
Wall Displacements (cm) 2.695<br />
Surface Settlements (cm) 1.383<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM1 58<br />
1: Stage 1 1: BM1 58<br />
1: Stage 1 1: BM1 58<br />
2: Stage 2 1: BM1 53<br />
1: Stage 1 1: BM1 81<br />
1: Stage 1 1: BM1 81<br />
1: Stage 1 1: BM1 81<br />
2: Stage 2 1: BM1 73<br />
1: Stage 1 1: BM1 N/A<br />
1: Stage 1 1: BM1 0<br />
2533-06-00103.DOC<br />
161
Toe FS Passive (Classic) 2.383<br />
Toe FS Rotation (Classic) 1.413<br />
Toe FS Length (Classic) 1.387<br />
FS 1.0 Req. Embed (Classic)<br />
(m)<br />
2.92<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
1: Stage 1 1: BM1 1<br />
1: Stage 1 1: BM1 1<br />
1: Stage 1 1: BM1 1<br />
1: Stage 1 1: BM1 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 91.608<br />
Wall Moment +M (kN-m) 91.608<br />
Wall Moment -M (kN-m) 0<br />
Wall Moment Check 0.248<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
369.704<br />
Wall Shear (kN) 115.681<br />
Wall Shear Check 0.159<br />
Wall Shear Capacity<br />
(kN/m)<br />
727.657<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM1 58<br />
1: Stage 1 1: BM1 58<br />
0: Stage 0 1: BM1 53<br />
1: Stage 1 1: BM1 58<br />
2: Stage 2 1: BM1 53<br />
1: Stage 1 1: BM1 81<br />
1: Stage 1 1: BM1 81<br />
2: Stage 2 1: BM1 73<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 91.61 91.61 80.37 74.5 63.6<br />
M stg2 (kN-m/m) 42.95 42.95 38.6 80.95 71.08<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 115.68 115.68 90.45 85.49 96.27<br />
V stg2 (kN/m) 80.04 80.04 64.1 93.11 104.65<br />
2533-06-00103.DOC<br />
162
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
A1 18.5 15 15 20 50 0 15 11000 33000 1 1 0.59 1.7 True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
A1 0.35 0 0 0.741 0.5 - - 125 83.33 4714.57 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM1, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
2533-06-00103.DOC<br />
163
0 R 1 0.66<br />
-2 A1 1 0.74<br />
DATI PARATIE<br />
Sezioni paratia0: BM1<br />
Sezioni paratia0: AZ 12<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -7.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.3<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 12 Z 0.6 125.73 30.2 0.851 67.005 0.851 18135 1200<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
2533-06-00103.DOC<br />
164
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
1 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
2 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
2533-06-00103.DOC<br />
165
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
166
2533-06-00103.DOC<br />
167
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
0 DR<br />
Earth<br />
N/A 1 16.168 16.168 18.055<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
1 DR<br />
Earth<br />
N/A 1 1.543 1.713 3.256<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
2 DR<br />
Earth<br />
N/A 1 2.7 4.162 6.997<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
168
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169
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170
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171
2533-06-00103.DOC<br />
172
Risultati per la Design Section 2: 0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 91.61 115.68 2.7 No supports No supports 1.543 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
91.61 115.68 2.7 No supports No supports 1.543 Calculation successful<br />
80.37 90.45 2.66 No supports No supports 1.385 Calculation successful<br />
80.95 93.11 2.46 No supports No supports 1.459 Calculation successful<br />
71.08 104.65 1.7 No supports No supports 1.929 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 2.7 0.97 91.61 91.61<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 2.7 0.97 91.61 91.61<br />
Calculation successful 2.66 1.38 80.37 80.37<br />
0: DM08_ITA: EQK - GEO Calculation successful 2.46 1.38 80.95 80.95<br />
0: DM08_ITA: EQK - STR Calculation successful 1.7 0.97 71.08 71.08<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 115.68 115.68 0.248 0.248 0.159 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
115.68 115.68 0.248 0.248 0.159 N/A<br />
90.45 90.45 0.217 0.217 0.124 N/A<br />
0: DM08_ITA: EQK - GEO 93.11 93.11 0.219 0.219 0.128 N/A<br />
0: DM08_ITA: EQK - STR 104.65 104.65 0.192 0.192 0.144 N/A<br />
2533-06-00103.DOC<br />
173
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
N/A No supports No supports No supports No supports No supports 3.031<br />
N/A No supports No supports No supports No supports No supports 3.031<br />
N/A No supports No supports No supports No supports No supports 2.459<br />
N/A No supports No supports No supports No supports No supports 2.459<br />
N/A No supports No supports No supports No supports No supports 3.031<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
3.256 1.713 1.546 N/A N/A N/A 1.08<br />
3.256 1.713 1.546 N/A N/A N/A 1.08<br />
2.383 1.413 1.387 N/A N/A N/A 1.08<br />
2.439 1.472 1.462 N/A N/A N/A 1.08<br />
4.318 2.296 1.929 N/A N/A N/A 1.62<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.248<br />
Wall Moment (kN-m/m) 91.608<br />
Wall Moment (kN-m) 91.608<br />
Wall Moment Capacity (kNm/m)<br />
369.704<br />
Wall Shear (kN/m) 115.681<br />
Wall Shear (kN) 115.681<br />
Wall Shear Check 0.159<br />
Wall Shear Capacity (kN/m) 727.657<br />
Wall Displacements (cm) 2.695<br />
Surface Settlements (cm) 1.383<br />
Toe FS Passive (Classic) 2.383<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM1 58<br />
1: Stage 1 1: BM1 58<br />
1: Stage 1 1: BM1 58<br />
2: Stage 2 1: BM1 53<br />
1: Stage 1 1: BM1 81<br />
1: Stage 1 1: BM1 81<br />
1: Stage 1 1: BM1 81<br />
2: Stage 2 1: BM1 73<br />
1: Stage 1 1: BM1 N/A<br />
1: Stage 1 1: BM1 0<br />
1: Stage 1 1: BM1 1<br />
2533-06-00103.DOC<br />
174
Toe FS Rotation (Classic) 1.413<br />
Toe FS Length (Classic) 1.387<br />
FS 1.0 Req. Embed (Classic)<br />
(m)<br />
2.92<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
1: Stage 1 1: BM1 1<br />
1: Stage 1 1: BM1 1<br />
1: Stage 1 1: BM1 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 91.608<br />
Wall Moment +M (kN-m) 91.608<br />
Wall Moment -M (kN-m) 0<br />
Wall Moment Check 0.248<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
369.704<br />
Wall Shear (kN) 115.681<br />
Wall Shear Check 0.159<br />
Wall Shear Capacity<br />
(kN/m)<br />
727.657<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM1 58<br />
1: Stage 1 1: BM1 58<br />
0: Stage 0 1: BM1 53<br />
1: Stage 1 1: BM1 58<br />
2: Stage 2 1: BM1 53<br />
1: Stage 1 1: BM1 81<br />
1: Stage 1 1: BM1 81<br />
2: Stage 2 1: BM1 73<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 91.61 91.61 80.37 74.5 63.6<br />
M stg2 (kN-m/m) 42.95 42.95 38.6 80.95 71.08<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 115.68 115.68 90.45 85.49 96.27<br />
V stg2 (kN/m) 80.04 80.04 64.1 93.11 104.65<br />
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175
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
A1 18.5 15 15 20 50 0 15 11000 33000 1 1 0.59 1.7 True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
A1 0.35 0 0 0.741 0.5 - - 125 83.33 4714.57 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM1, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-2 A1 1 0.74<br />
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176
DATI PARATIE<br />
Sezioni paratia0: BM1<br />
Sezioni paratia0: AZ 12<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -7.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.3<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 12 Z 0.6 125.73 30.2 0.851 67.005 0.851 18135 1200<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
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177
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
1 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
2533-06-00103.DOC<br />
178
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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179
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180
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
0 DR<br />
Earth<br />
N/A 1 10.223 10.882 10.223<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
1 DR<br />
Earth<br />
N/A 1 1.385 1.413 2.383<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
2 DR<br />
Earth<br />
N/A 1 2.348 2.653 3.782<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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181
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182
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183
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184
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185
Risultati per la Design Section 3: 0: DM08_ITA: EQK - GEO<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 91.61 115.68 2.7 No supports No supports 1.543 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
91.61 115.68 2.7 No supports No supports 1.543 Calculation successful<br />
80.37 90.45 2.66 No supports No supports 1.385 Calculation successful<br />
80.95 93.11 2.46 No supports No supports 1.459 Calculation successful<br />
71.08 104.65 1.7 No supports No supports 1.929 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 2.7 0.97 91.61 91.61<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 2.7 0.97 91.61 91.61<br />
Calculation successful 2.66 1.38 80.37 80.37<br />
0: DM08_ITA: EQK - GEO Calculation successful 2.46 1.38 80.95 80.95<br />
0: DM08_ITA: EQK - STR Calculation successful 1.7 0.97 71.08 71.08<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 115.68 115.68 0.248 0.248 0.159 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
115.68 115.68 0.248 0.248 0.159 N/A<br />
90.45 90.45 0.217 0.217 0.124 N/A<br />
0: DM08_ITA: EQK - GEO 93.11 93.11 0.219 0.219 0.128 N/A<br />
0: DM08_ITA: EQK - STR 104.65 104.65 0.192 0.192 0.144 N/A<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
2533-06-00103.DOC<br />
186
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
N/A No supports No supports No supports No supports No supports 3.031<br />
N/A No supports No supports No supports No supports No supports 3.031<br />
N/A No supports No supports No supports No supports No supports 2.459<br />
N/A No supports No supports No supports No supports No supports 2.459<br />
N/A No supports No supports No supports No supports No supports 3.031<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
3.256 1.713 1.546 N/A N/A N/A 1.08<br />
3.256 1.713 1.546 N/A N/A N/A 1.08<br />
2.383 1.413 1.387 N/A N/A N/A 1.08<br />
2.439 1.472 1.462 N/A N/A N/A 1.08<br />
4.318 2.296 1.929 N/A N/A N/A 1.62<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.248<br />
Wall Moment (kN-m/m) 91.608<br />
Wall Moment (kN-m) 91.608<br />
Wall Moment Capacity (kNm/m)<br />
369.704<br />
Wall Shear (kN/m) 115.681<br />
Wall Shear (kN) 115.681<br />
Wall Shear Check 0.159<br />
Wall Shear Capacity (kN/m) 727.657<br />
Wall Displacements (cm) 2.695<br />
Surface Settlements (cm) 1.383<br />
Toe FS Passive (Classic) 2.383<br />
Toe FS Rotation (Classic) 1.413<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM1 58<br />
1: Stage 1 1: BM1 58<br />
1: Stage 1 1: BM1 58<br />
2: Stage 2 1: BM1 53<br />
1: Stage 1 1: BM1 81<br />
1: Stage 1 1: BM1 81<br />
1: Stage 1 1: BM1 81<br />
2: Stage 2 1: BM1 73<br />
1: Stage 1 1: BM1 N/A<br />
1: Stage 1 1: BM1 0<br />
1: Stage 1 1: BM1 1<br />
1: Stage 1 1: BM1 1<br />
2533-06-00103.DOC<br />
187
Toe FS Length (Classic) 1.387<br />
FS 1.0 Req. Embed (Classic)<br />
(m)<br />
2.92<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
1: Stage 1 1: BM1 1<br />
1: Stage 1 1: BM1 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 91.608<br />
Wall Moment +M (kN-m) 91.608<br />
Wall Moment -M (kN-m) 0<br />
Wall Moment Check 0.248<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
369.704<br />
Wall Shear (kN) 115.681<br />
Wall Shear Check 0.159<br />
Wall Shear Capacity<br />
(kN/m)<br />
727.657<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM1 58<br />
1: Stage 1 1: BM1 58<br />
0: Stage 0 1: BM1 53<br />
1: Stage 1 1: BM1 58<br />
2: Stage 2 1: BM1 53<br />
1: Stage 1 1: BM1 81<br />
1: Stage 1 1: BM1 81<br />
2: Stage 2 1: BM1 73<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 91.61 91.61 80.37 74.5 63.6<br />
M stg2 (kN-m/m) 42.95 42.95 38.6 80.95 71.08<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 115.68 115.68 90.45 85.49 96.27<br />
V stg2 (kN/m) 80.04 80.04 64.1 93.11 104.65<br />
Massima reazione vincolare<br />
Approccio di DS: 1 DS: 2 DS: 3 DS: 4<br />
2533-06-00103.DOC<br />
188
ase<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
A1 18.5 15 15 20 50 0 15 11000 33000 1 1 0.59 1.7 True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
A1 0.35 0 0 0.741 0.5 - - 125 83.33 4714.57 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM1, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-2 A1 1 0.74<br />
2533-06-00103.DOC<br />
189
DATI PARATIE<br />
Sezioni paratia0: BM1<br />
Sezioni paratia0: AZ 12<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -7.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.3<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 12 Z 0.6 125.73 30.2 0.851 67.005 0.851 18135 1200<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
2533-06-00103.DOC<br />
190
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
1 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
2533-06-00103.DOC<br />
191
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
192
2533-06-00103.DOC<br />
193
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
0 DR<br />
Earth<br />
N/A 1 10.223 10.882 10.223<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
1 DR<br />
Earth<br />
N/A 1 1.459 1.472 2.439<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
2 DR<br />
Earth<br />
N/A 1 1.543 1.667 2.984<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
194
2533-06-00103.DOC<br />
195
2533-06-00103.DOC<br />
196
2533-06-00103.DOC<br />
197
2533-06-00103.DOC<br />
198
Risultati per la Design Section 4: 0: DM08_ITA: EQK - STR<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 91.61 115.68 2.7 No supports No supports 1.543 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
91.61 115.68 2.7 No supports No supports 1.543 Calculation successful<br />
80.37 90.45 2.66 No supports No supports 1.385 Calculation successful<br />
80.95 93.11 2.46 No supports No supports 1.459 Calculation successful<br />
71.08 104.65 1.7 No supports No supports 1.929 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 2.7 0.97 91.61 91.61<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 2.7 0.97 91.61 91.61<br />
Calculation successful 2.66 1.38 80.37 80.37<br />
0: DM08_ITA: EQK - GEO Calculation successful 2.46 1.38 80.95 80.95<br />
0: DM08_ITA: EQK - STR Calculation successful 1.7 0.97 71.08 71.08<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 115.68 115.68 0.248 0.248 0.159 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
115.68 115.68 0.248 0.248 0.159 N/A<br />
90.45 90.45 0.217 0.217 0.124 N/A<br />
0: DM08_ITA: EQK - GEO 93.11 93.11 0.219 0.219 0.128 N/A<br />
0: DM08_ITA: EQK - STR 104.65 104.65 0.192 0.192 0.144 N/A<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
2533-06-00103.DOC<br />
199
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
N/A No supports No supports No supports No supports No supports 3.031<br />
N/A No supports No supports No supports No supports No supports 3.031<br />
N/A No supports No supports No supports No supports No supports 2.459<br />
N/A No supports No supports No supports No supports No supports 2.459<br />
N/A No supports No supports No supports No supports No supports 3.031<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
3.256 1.713 1.546 N/A N/A N/A 1.08<br />
3.256 1.713 1.546 N/A N/A N/A 1.08<br />
2.383 1.413 1.387 N/A N/A N/A 1.08<br />
2.439 1.472 1.462 N/A N/A N/A 1.08<br />
4.318 2.296 1.929 N/A N/A N/A 1.62<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.248<br />
Wall Moment (kN-m/m) 91.608<br />
Wall Moment (kN-m) 91.608<br />
Wall Moment Capacity (kNm/m)<br />
369.704<br />
Wall Shear (kN/m) 115.681<br />
Wall Shear (kN) 115.681<br />
Wall Shear Check 0.159<br />
Wall Shear Capacity (kN/m) 727.657<br />
Wall Displacements (cm) 2.695<br />
Surface Settlements (cm) 1.383<br />
Toe FS Passive (Classic) 2.383<br />
Toe FS Rotation (Classic) 1.413<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM1 58<br />
1: Stage 1 1: BM1 58<br />
1: Stage 1 1: BM1 58<br />
2: Stage 2 1: BM1 53<br />
1: Stage 1 1: BM1 81<br />
1: Stage 1 1: BM1 81<br />
1: Stage 1 1: BM1 81<br />
2: Stage 2 1: BM1 73<br />
1: Stage 1 1: BM1 N/A<br />
1: Stage 1 1: BM1 0<br />
1: Stage 1 1: BM1 1<br />
1: Stage 1 1: BM1 1<br />
2533-06-00103.DOC<br />
200
Toe FS Length (Classic) 1.387<br />
FS 1.0 Req. Embed (Classic)<br />
(m)<br />
2.92<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
1: Stage 1 1: BM1 1<br />
1: Stage 1 1: BM1 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 91.608<br />
Wall Moment +M (kN-m) 91.608<br />
Wall Moment -M (kN-m) 0<br />
Wall Moment Check 0.248<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
369.704<br />
Wall Shear (kN) 115.681<br />
Wall Shear Check 0.159<br />
Wall Shear Capacity<br />
(kN/m)<br />
727.657<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM1 58<br />
1: Stage 1 1: BM1 58<br />
0: Stage 0 1: BM1 53<br />
1: Stage 1 1: BM1 58<br />
2: Stage 2 1: BM1 53<br />
1: Stage 1 1: BM1 81<br />
1: Stage 1 1: BM1 81<br />
2: Stage 2 1: BM1 73<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 91.61 91.61 80.37 74.5 63.6<br />
M stg2 (kN-m/m) 42.95 42.95 38.6 80.95 71.08<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 115.68 115.68 90.45 85.49 96.27<br />
V stg2 (kN/m) 80.04 80.04 64.1 93.11 104.65<br />
Massima reazione vincolare<br />
Approccio di DS: 1 DS: 2 DS: 3 DS: 4<br />
2533-06-00103.DOC<br />
201
ase<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
A1 18.5 15 15 20 50 0 15 11000 33000 1 1 0.59 1.7 True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
A1 0.35 0 0 0.741 0.5 - - 125 83.33 4714.57 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM1, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-2 A1 1 0.74<br />
2533-06-00103.DOC<br />
202
DATI PARATIE<br />
Sezioni paratia0: BM1<br />
Sezioni paratia0: AZ 12<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -7.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.3<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 12 Z 0.6 125.73 30.2 0.851 67.005 0.851 18135 1200<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
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203
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
1 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
2 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
2533-06-00103.DOC<br />
204
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
205
2533-06-00103.DOC<br />
206
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
0 DR<br />
Earth<br />
N/A 1 21.018 21.018 23.472<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
1 DR<br />
Earth<br />
N/A 1 1.929 2.296 4.318<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
2 DR<br />
Earth<br />
N/A 1 2 2.747 5.975<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
207
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208
2533-06-00103.DOC<br />
209
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210
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211
10 PARATIA DI PALANCOLE LATO BOCCA DI MAGRA TIPOLOGIA 2<br />
Risultati per la Design Section 1: 0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 172.63 163.53 4.5 No supports No supports 1.475 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
172.63 163.53 4.5 No supports No supports 1.475 Calculation successful<br />
149.98 129.34 4.4 No supports No supports 1.34 Calculation successful<br />
142 126.91 4.03 No supports No supports 1.371 Calculation successful<br />
118.65 134.31 2.47 No supports No supports 1.844 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 4.5 1.13 172.63 172.63<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 4.5 1.13 172.63 172.63<br />
Calculation successful 4.4 1.58 149.98 149.98<br />
0: DM08_ITA: EQK - GEO Calculation successful 4.03 1.58 142 142<br />
0: DM08_ITA: EQK - STR Calculation successful 2.47 1.13 118.65 118.65<br />
Taglio paratia<br />
Taglio paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 163.53 163.53 0.34 0.34 0.167 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
163.53 163.53 0.34 0.34 0.167 N/A<br />
129.34 129.34 0.296 0.296 0.132 N/A<br />
0: DM08_ITA: EQK - GEO 126.91 126.91 0.28 0.28 0.13 N/A<br />
0: DM08_ITA: EQK - STR 134.31 134.31 0.234 0.234 0.137 N/A<br />
2533-06-00103.DOC<br />
212
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
N/A No supports No supports No supports No supports No supports 2.844<br />
N/A No supports No supports No supports No supports No supports 2.844<br />
N/A No supports No supports No supports No supports No supports 2.337<br />
N/A No supports No supports No supports No supports No supports 2.337<br />
N/A No supports No supports No supports No supports No supports 2.844<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
2.893 1.586 1.475 N/A N/A N/A 1.122<br />
2.893 1.586 1.475 N/A N/A N/A 1.122<br />
2.256 1.354 1.34 N/A N/A N/A 1.122<br />
2.301 1.395 1.371 N/A N/A N/A 1.122<br />
3.813 2.1 1.846 N/A N/A N/A 1.684<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.34<br />
Wall Moment (kN-m/m) 172.634<br />
Wall Moment (kN-m) 172.634<br />
Wall Moment Capacity (kNm/m)<br />
507.147<br />
Wall Shear (kN/m) 163.531<br />
Wall Shear (kN) 163.531<br />
Wall Shear Check 0.167<br />
Wall Shear Capacity (kN/m) 977.041<br />
Wall Displacements (cm) 4.501<br />
Surface Settlements (cm) 1.576<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM2 56<br />
1: Stage 1 1: BM2 56<br />
1: Stage 1 1: BM2 56<br />
1: Stage 1 1: BM2 52<br />
1: Stage 1 1: BM2 81<br />
1: Stage 1 1: BM2 81<br />
1: Stage 1 1: BM2 81<br />
2: Stage 2 1: BM2 70<br />
1: Stage 1 1: BM2 N/A<br />
1: Stage 1 1: BM2 0<br />
2533-06-00103.DOC<br />
213
Toe FS Passive (Classic) 2.256<br />
Toe FS Rotation (Classic) 1.354<br />
Toe FS Length (Classic) 1.34<br />
FS 1.0 Req. Embed (Classic)<br />
(m)<br />
4.05<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
1: Stage 1 1: BM2 1<br />
1: Stage 1 1: BM2 1<br />
1: Stage 1 1: BM2 1<br />
1: Stage 1 1: BM2 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 172.634<br />
Wall Moment +M (kN-m) 172.634<br />
Wall Moment -M (kN-m) 0<br />
Wall Moment Check 0.34<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
507.147<br />
Wall Shear (kN) 163.531<br />
Wall Shear Check 0.167<br />
Wall Shear Capacity<br />
(kN/m)<br />
977.041<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM2 56<br />
1: Stage 1 1: BM2 56<br />
0: Stage 0 1: BM2 52<br />
1: Stage 1 1: BM2 56<br />
1: Stage 1 1: BM2 52<br />
1: Stage 1 1: BM2 81<br />
1: Stage 1 1: BM2 81<br />
2: Stage 2 1: BM2 70<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 172.63 172.63 149.98 142 118.65<br />
M stg2 (kN-m/m) 75.42 75.42 68.35 131.17 111.7<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 163.53 163.53 129.34 126.91 132.8<br />
V stg2 (kN/m) 105.34 105.34 88.15 124.39 134.31<br />
2533-06-00103.DOC<br />
214
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
A1 18.5 15 15 20 50 0 15 11000 33000 1 1 0.59 1.7 True Linear<br />
G2 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
A1 0.35 0 0 0.741 0.5 - - 125 83.33 4714.57 -<br />
G2 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
2533-06-00103.DOC<br />
215
Nome: BM2, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-2.9 A1 1 0.74<br />
-9.7 G2 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: BM2<br />
Sezioni paratia0: AZ 17<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -9.2 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 17 Z 0.7 138.43 37.9 0.851 62.992 0.851 31586 1665.1<br />
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216
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
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217
1 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
2 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
218
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219
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
0 DR<br />
Earth<br />
N/A 1 11.008 11.008 12.395<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
1 DR<br />
Earth<br />
N/A 1 1.475 1.586 2.893<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
2 DR<br />
Earth<br />
N/A 1 2.56 3.515 5.544<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
220
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221
2533-06-00103.DOC<br />
222
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223
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224
Risultati per la Design Section 2: 0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 172.63 163.53 4.5 No supports No supports 1.475 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
172.63 163.53 4.5 No supports No supports 1.475 Calculation successful<br />
149.98 129.34 4.4 No supports No supports 1.34 Calculation successful<br />
142 126.91 4.03 No supports No supports 1.371 Calculation successful<br />
118.65 134.31 2.47 No supports No supports 1.844 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 4.5 1.13 172.63 172.63<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 4.5 1.13 172.63 172.63<br />
Calculation successful 4.4 1.58 149.98 149.98<br />
0: DM08_ITA: EQK - GEO Calculation successful 4.03 1.58 142 142<br />
0: DM08_ITA: EQK - STR Calculation successful 2.47 1.13 118.65 118.65<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 163.53 163.53 0.34 0.34 0.167 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
163.53 163.53 0.34 0.34 0.167 N/A<br />
129.34 129.34 0.296 0.296 0.132 N/A<br />
0: DM08_ITA: EQK - GEO 126.91 126.91 0.28 0.28 0.13 N/A<br />
0: DM08_ITA: EQK - STR 134.31 134.31 0.234 0.234 0.137 N/A<br />
2533-06-00103.DOC<br />
225
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
N/A No supports No supports No supports No supports No supports 2.844<br />
N/A No supports No supports No supports No supports No supports 2.844<br />
N/A No supports No supports No supports No supports No supports 2.337<br />
N/A No supports No supports No supports No supports No supports 2.337<br />
N/A No supports No supports No supports No supports No supports 2.844<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
2.893 1.586 1.475 N/A N/A N/A 1.122<br />
2.893 1.586 1.475 N/A N/A N/A 1.122<br />
2.256 1.354 1.34 N/A N/A N/A 1.122<br />
2.301 1.395 1.371 N/A N/A N/A 1.122<br />
3.813 2.1 1.846 N/A N/A N/A 1.684<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.34<br />
Wall Moment (kN-m/m) 172.634<br />
Wall Moment (kN-m) 172.634<br />
Wall Moment Capacity (kNm/m)<br />
507.147<br />
Wall Shear (kN/m) 163.531<br />
Wall Shear (kN) 163.531<br />
Wall Shear Check 0.167<br />
Wall Shear Capacity (kN/m) 977.041<br />
Wall Displacements (cm) 4.501<br />
Surface Settlements (cm) 1.576<br />
Toe FS Passive (Classic) 2.256<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM2 56<br />
1: Stage 1 1: BM2 56<br />
1: Stage 1 1: BM2 56<br />
1: Stage 1 1: BM2 52<br />
1: Stage 1 1: BM2 81<br />
1: Stage 1 1: BM2 81<br />
1: Stage 1 1: BM2 81<br />
2: Stage 2 1: BM2 70<br />
1: Stage 1 1: BM2 N/A<br />
1: Stage 1 1: BM2 0<br />
1: Stage 1 1: BM2 1<br />
2533-06-00103.DOC<br />
226
Toe FS Rotation (Classic) 1.354<br />
Toe FS Length (Classic) 1.34<br />
FS 1.0 Req. Embed (Classic)<br />
(m)<br />
4.05<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
1: Stage 1 1: BM2 1<br />
1: Stage 1 1: BM2 1<br />
1: Stage 1 1: BM2 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 172.634<br />
Wall Moment +M (kN-m) 172.634<br />
Wall Moment -M (kN-m) 0<br />
Wall Moment Check 0.34<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
507.147<br />
Wall Shear (kN) 163.531<br />
Wall Shear Check 0.167<br />
Wall Shear Capacity<br />
(kN/m)<br />
977.041<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM2 56<br />
1: Stage 1 1: BM2 56<br />
0: Stage 0 1: BM2 52<br />
1: Stage 1 1: BM2 56<br />
1: Stage 1 1: BM2 52<br />
1: Stage 1 1: BM2 81<br />
1: Stage 1 1: BM2 81<br />
2: Stage 2 1: BM2 70<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 172.63 172.63 149.98 142 118.65<br />
M stg2 (kN-m/m) 75.42 75.42 68.35 131.17 111.7<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 163.53 163.53 129.34 126.91 132.8<br />
V stg2 (kN/m) 105.34 105.34 88.15 124.39 134.31<br />
2533-06-00103.DOC<br />
227
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
A1 18.5 15 15 20 50 0 15 11000 33000 1 1 0.59 1.7 True Linear<br />
G2 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
A1 0.35 0 0 0.741 0.5 - - 125 83.33 4714.57 -<br />
G2 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM2, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
2533-06-00103.DOC<br />
228
0 R 1 0.66<br />
-2.9 A1 1 0.74<br />
-9.7 G2 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: BM2<br />
Sezioni paratia0: AZ 17<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -9.2 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 17 Z 0.7 138.43 37.9 0.851 62.992 0.851 31586 1665.1<br />
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229
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
1 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2533-06-00103.DOC<br />
230
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
231
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232
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
ka- Htr<br />
Name Analysis Drive<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe Toe<br />
Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
N/A 1 8.069 8.076 8.069<br />
0 DR<br />
Earth<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
N/A 1 1.34 1.354 2.256<br />
1 DR<br />
Earth<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
N/A 1 2.185 2.429 3.445<br />
2 DR<br />
Earth<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
233
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234
2533-06-00103.DOC<br />
235
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236
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237
Progetto: My Project<br />
Risultati per la Design Section 3: 0: DM08_ITA: EQK - GEO<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 172.63 163.53 4.5 No supports No supports 1.475 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
172.63 163.53 4.5 No supports No supports 1.475 Calculation successful<br />
149.98 129.34 4.4 No supports No supports 1.34 Calculation successful<br />
142 126.91 4.03 No supports No supports 1.371 Calculation successful<br />
118.65 134.31 2.47 No supports No supports 1.844 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 4.5 1.13 172.63 172.63<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 4.5 1.13 172.63 172.63<br />
Calculation successful 4.4 1.58 149.98 149.98<br />
0: DM08_ITA: EQK - GEO Calculation successful 4.03 1.58 142 142<br />
0: DM08_ITA: EQK - STR Calculation successful 2.47 1.13 118.65 118.65<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 163.53 163.53 0.34 0.34 0.167 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
163.53 163.53 0.34 0.34 0.167 N/A<br />
129.34 129.34 0.296 0.296 0.132 N/A<br />
0: DM08_ITA: EQK - GEO 126.91 126.91 0.28 0.28 0.13 N/A<br />
0: DM08_ITA: EQK - STR 134.31 134.31 0.234 0.234 0.137 N/A<br />
2533-06-00103.DOC<br />
238
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
N/A No supports No supports No supports No supports No supports 2.844<br />
N/A No supports No supports No supports No supports No supports 2.844<br />
N/A No supports No supports No supports No supports No supports 2.337<br />
N/A No supports No supports No supports No supports No supports 2.337<br />
N/A No supports No supports No supports No supports No supports 2.844<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
2.893 1.586 1.475 N/A N/A N/A 1.122<br />
2.893 1.586 1.475 N/A N/A N/A 1.122<br />
2.256 1.354 1.34 N/A N/A N/A 1.122<br />
2.301 1.395 1.371 N/A N/A N/A 1.122<br />
3.813 2.1 1.846 N/A N/A N/A 1.684<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.34<br />
Wall Moment (kN-m/m) 172.634<br />
Wall Moment (kN-m) 172.634<br />
Wall Moment Capacity (kNm/m)<br />
507.147<br />
Wall Shear (kN/m) 163.531<br />
Wall Shear (kN) 163.531<br />
Wall Shear Check 0.167<br />
Wall Shear Capacity (kN/m) 977.041<br />
Wall Displacements (cm) 4.501<br />
Surface Settlements (cm) 1.576<br />
Toe FS Passive (Classic) 2.256<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM2 56<br />
1: Stage 1 1: BM2 56<br />
1: Stage 1 1: BM2 56<br />
1: Stage 1 1: BM2 52<br />
1: Stage 1 1: BM2 81<br />
1: Stage 1 1: BM2 81<br />
1: Stage 1 1: BM2 81<br />
2: Stage 2 1: BM2 70<br />
1: Stage 1 1: BM2 N/A<br />
1: Stage 1 1: BM2 0<br />
1: Stage 1 1: BM2 1<br />
2533-06-00103.DOC<br />
239
Toe FS Rotation (Classic) 1.354<br />
Toe FS Length (Classic) 1.34<br />
FS 1.0 Req. Embed (Classic)<br />
(m)<br />
4.05<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
1: Stage 1 1: BM2 1<br />
1: Stage 1 1: BM2 1<br />
1: Stage 1 1: BM2 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 172.634<br />
Wall Moment +M (kN-m) 172.634<br />
Wall Moment -M (kN-m) 0<br />
Wall Moment Check 0.34<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
507.147<br />
Wall Shear (kN) 163.531<br />
Wall Shear Check 0.167<br />
Wall Shear Capacity<br />
(kN/m)<br />
977.041<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM2 56<br />
1: Stage 1 1: BM2 56<br />
0: Stage 0 1: BM2 52<br />
1: Stage 1 1: BM2 56<br />
1: Stage 1 1: BM2 52<br />
1: Stage 1 1: BM2 81<br />
1: Stage 1 1: BM2 81<br />
2: Stage 2 1: BM2 70<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 172.63 172.63 149.98 142 118.65<br />
M stg2 (kN-m/m) 75.42 75.42 68.35 131.17 111.7<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 163.53 163.53 129.34 126.91 132.8<br />
V stg2 (kN/m) 105.34 105.34 88.15 124.39 134.31<br />
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240
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
A1 18.5 15 15 20 50 0 15 11000 33000 1 1 0.59 1.7 True Linear<br />
G2 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
A1 0.35 0 0 0.741 0.5 - - 125 83.33 4714.57 -<br />
G2 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM2, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
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241
0 R 1 0.66<br />
-2.9 A1 1 0.74<br />
-9.7 G2 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: BM2<br />
Sezioni paratia0: AZ 17<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -9.2 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 17 Z 0.7 138.43 37.9 0.851 62.992 0.851 31586 1665.1<br />
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DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
1 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
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243
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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245
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
0 DR<br />
Earth<br />
N/A 1 8.069 8.076 8.069<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
1 DR<br />
Earth<br />
N/A 1 1.371 1.395 2.301<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
2 DR<br />
Earth<br />
N/A 1 1.551 1.684 2.867<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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Risultati per la Design Section 4: 0: DM08_ITA: EQK - STR<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 172.63 163.53 4.5 No supports No supports 1.475 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
172.63 163.53 4.5 No supports No supports 1.475 Calculation successful<br />
149.98 129.34 4.4 No supports No supports 1.34 Calculation successful<br />
142 126.91 4.03 No supports No supports 1.371 Calculation successful<br />
118.65 134.31 2.47 No supports No supports 1.844 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 4.5 1.13 172.63 172.63<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 4.5 1.13 172.63 172.63<br />
Calculation successful 4.4 1.58 149.98 149.98<br />
0: DM08_ITA: EQK - GEO Calculation successful 4.03 1.58 142 142<br />
0: DM08_ITA: EQK - STR Calculation successful 2.47 1.13 118.65 118.65<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 163.53 163.53 0.34 0.34 0.167 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
163.53 163.53 0.34 0.34 0.167 N/A<br />
129.34 129.34 0.296 0.296 0.132 N/A<br />
0: DM08_ITA: EQK - GEO 126.91 126.91 0.28 0.28 0.13 N/A<br />
0: DM08_ITA: EQK - STR 134.31 134.31 0.234 0.234 0.137 N/A<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
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251
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
N/A No supports No supports No supports No supports No supports 2.844<br />
N/A No supports No supports No supports No supports No supports 2.844<br />
N/A No supports No supports No supports No supports No supports 2.337<br />
N/A No supports No supports No supports No supports No supports 2.337<br />
N/A No supports No supports No supports No supports No supports 2.844<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
2.893 1.586 1.475 N/A N/A N/A 1.122<br />
2.893 1.586 1.475 N/A N/A N/A 1.122<br />
2.256 1.354 1.34 N/A N/A N/A 1.122<br />
2.301 1.395 1.371 N/A N/A N/A 1.122<br />
3.813 2.1 1.846 N/A N/A N/A 1.684<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.34<br />
Wall Moment (kN-m/m) 172.634<br />
Wall Moment (kN-m) 172.634<br />
Wall Moment Capacity (kNm/m)<br />
507.147<br />
Wall Shear (kN/m) 163.531<br />
Wall Shear (kN) 163.531<br />
Wall Shear Check 0.167<br />
Wall Shear Capacity (kN/m) 977.041<br />
Wall Displacements (cm) 4.501<br />
Surface Settlements (cm) 1.576<br />
Toe FS Passive (Classic) 2.256<br />
Toe FS Rotation (Classic) 1.354<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM2 56<br />
1: Stage 1 1: BM2 56<br />
1: Stage 1 1: BM2 56<br />
1: Stage 1 1: BM2 52<br />
1: Stage 1 1: BM2 81<br />
1: Stage 1 1: BM2 81<br />
1: Stage 1 1: BM2 81<br />
2: Stage 2 1: BM2 70<br />
1: Stage 1 1: BM2 N/A<br />
1: Stage 1 1: BM2 0<br />
1: Stage 1 1: BM2 1<br />
1: Stage 1 1: BM2 1<br />
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252
Toe FS Length (Classic) 1.34<br />
FS 1.0 Req. Embed (Classic)<br />
(m)<br />
4.05<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
1: Stage 1 1: BM2 1<br />
1: Stage 1 1: BM2 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 172.634<br />
Wall Moment +M (kN-m) 172.634<br />
Wall Moment -M (kN-m) 0<br />
Wall Moment Check 0.34<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
507.147<br />
Wall Shear (kN) 163.531<br />
Wall Shear Check 0.167<br />
Wall Shear Capacity<br />
(kN/m)<br />
977.041<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM2 56<br />
1: Stage 1 1: BM2 56<br />
0: Stage 0 1: BM2 52<br />
1: Stage 1 1: BM2 56<br />
1: Stage 1 1: BM2 52<br />
1: Stage 1 1: BM2 81<br />
1: Stage 1 1: BM2 81<br />
2: Stage 2 1: BM2 70<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 172.63 172.63 149.98 142 118.65<br />
M stg2 (kN-m/m) 75.42 75.42 68.35 131.17 111.7<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 163.53 163.53 129.34 126.91 132.8<br />
V stg2 (kN/m) 105.34 105.34 88.15 124.39 134.31<br />
Massima reazione vincolare<br />
Approccio di DS: 1 DS: 2 DS: 3 DS: 4<br />
2533-06-00103.DOC<br />
253
ase<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
A1 18.5 15 15 20 50 0 15 11000 33000 1 1 0.59 1.7 True Linear<br />
G2 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
A1 0.35 0 0 0.741 0.5 - - 125 83.33 4714.57 -<br />
G2 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM2, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
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254
-2.9 A1 1 0.74<br />
-9.7 G2 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: BM2<br />
Sezioni paratia0: AZ 17<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -9.2 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 17 Z 0.7 138.43 37.9 0.851 62.992 0.851 31586 1665.1<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
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255
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
1 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
2 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
2533-06-00103.DOC<br />
256
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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257
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258
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
ka- Htr<br />
Name Analysis Drive<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe Toe<br />
Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
N/A 1 14.31 14.31 16.114<br />
0 DR<br />
Earth<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
N/A 1 1.844 2.1 3.813<br />
1 DR<br />
Earth<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
N/A 1 2.033 2.738 5.36<br />
2 DR<br />
Earth<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
259
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260
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261
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262
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263
11 PARATIA DI PALANCOLE LATO BOCCA DI MAGRA TIPOLOGIA 3<br />
Risultati per la Design Section 1: 0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 136.99 149.67 4.78 No supports No supports 1.243 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
136.99 149.67 4.78 No supports No supports 1.243 Calculation successful<br />
119.91 120.33 4.63 No supports No supports 1.149 Calculation successful<br />
113.29 118.66 4.22 No supports No supports 1.173 Calculation successful<br />
92.15 123.45 2.53 No supports No supports 1.525 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 4.78 0.74 136.99 136.99<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 4.78 0.74 136.99 136.99<br />
Calculation successful 4.63 1.06 119.91 119.91<br />
0: DM08_ITA: EQK - GEO Calculation successful 4.22 1.06 113.29 113.29<br />
0: DM08_ITA: EQK - STR Calculation successful 2.53 0.74 92.15 92.15<br />
Taglio paratia<br />
Taglio paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 149.67 149.67 0.371 0.371 0.206 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
149.67 149.67 0.371 0.371 0.206 N/A<br />
120.33 120.33 0.324 0.324 0.165 N/A<br />
0: DM08_ITA: EQK - GEO 118.66 118.66 0.306 0.306 0.163 N/A<br />
0: DM08_ITA: EQK - STR 123.45 123.45 0.249 0.249 0.17 N/A<br />
2533-06-00103.DOC<br />
264
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
N/A No supports No supports No supports No supports No supports 3.048<br />
N/A No supports No supports No supports No supports No supports 3.048<br />
N/A No supports No supports No supports No supports No supports 2.465<br />
N/A No supports No supports No supports No supports No supports 2.465<br />
N/A No supports No supports No supports No supports No supports 3.048<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
2.852 1.357 1.243 N/A N/A N/A 1.112<br />
2.852 1.357 1.243 N/A N/A N/A 1.112<br />
2.242 1.193 1.149 N/A N/A N/A 1.112<br />
2.285 1.231 1.173 N/A N/A N/A 1.112<br />
3.769 1.808 1.525 N/A N/A N/A 1.668<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.371<br />
Wall Moment (kN-m/m) 136.994<br />
Wall Moment (kN-m) 136.994<br />
Wall Moment Capacity (kNm/m)<br />
369.704<br />
Wall Shear (kN/m) 149.666<br />
Wall Shear (kN) 149.666<br />
Wall Shear Check 0.206<br />
Wall Shear Capacity (kN/m) 727.657<br />
Wall Displacements (cm) 4.776<br />
Surface Settlements (cm) 1.055<br />
Toe FS Passive (Classic) 2.242<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM3 62<br />
1: Stage 1 1: BM3 62<br />
1: Stage 1 1: BM3 62<br />
1: Stage 1 1: BM3 57<br />
1: Stage 1 1: BM3 88<br />
1: Stage 1 1: BM3 88<br />
1: Stage 1 1: BM3 88<br />
2: Stage 2 1: BM3 76<br />
1: Stage 1 1: BM3 N/A<br />
1: Stage 1 1: BM3 0<br />
1: Stage 1 1: BM3 1<br />
2533-06-00103.DOC<br />
265
Toe FS Rotation (Classic) 1.193<br />
Toe FS Length (Classic) 1.149<br />
FS 1.0 Req. Embed (Classic)<br />
(m)<br />
3.98<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
1: Stage 1 1: BM3 1<br />
1: Stage 1 1: BM3 1<br />
1: Stage 1 1: BM3 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 136.994<br />
Wall Moment +M (kN-m) 136.994<br />
Wall Moment -M (kN-m) 0<br />
Wall Moment Check 0.371<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
369.704<br />
Wall Shear (kN) 149.666<br />
Wall Shear Check 0.206<br />
Wall Shear Capacity<br />
(kN/m)<br />
727.657<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM3 62<br />
1: Stage 1 1: BM3 62<br />
0: Stage 0 1: BM3 57<br />
1: Stage 1 1: BM3 62<br />
1: Stage 1 1: BM3 57<br />
1: Stage 1 1: BM3 88<br />
1: Stage 1 1: BM3 88<br />
2: Stage 2 1: BM3 76<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 136.99 136.99 119.91 113.29 92.15<br />
M stg2 (kN-m/m) 74.95 74.95 68.04 105.41 87.53<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 149.67 149.67 120.33 118.66 120.4<br />
V stg2 (kN/m) 112.18 112.18 93.1 117.5 123.45<br />
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266
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
A1 18.5 15 15 20 50 0 15 11000 33000 1 1 0.59 1.7 True Linear<br />
G2 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
A1 0.35 0 0 0.741 0.5 - - 125 83.33 4714.57 -<br />
G2 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM3, pos: (-20, 0)<br />
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267
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-3.4 A1 1 0.74<br />
-9.2 G2 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: BM3<br />
Sezioni paratia0: AZ 12<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -7.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.3<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 12 Z 0.6 125.73 30.2 0.851 67.005 0.851 18135 1200<br />
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DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
1 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
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2 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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271
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
0 DR<br />
Earth<br />
N/A 1 7.095 7.095 10.688<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
1 DR<br />
Earth<br />
N/A 1 1.243 1.357 2.852<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
2 DR<br />
Earth<br />
N/A 1 1.743 2.363 4.953<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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273
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275
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276
Risultati per la Design Section 2: 0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 136.99 149.67 4.78 No supports No supports 1.243 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
136.99 149.67 4.78 No supports No supports 1.243 Calculation successful<br />
119.91 120.33 4.63 No supports No supports 1.149 Calculation successful<br />
113.29 118.66 4.22 No supports No supports 1.173 Calculation successful<br />
92.15 123.45 2.53 No supports No supports 1.525 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 4.78 0.74 136.99 136.99<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 4.78 0.74 136.99 136.99<br />
Calculation successful 4.63 1.06 119.91 119.91<br />
0: DM08_ITA: EQK - GEO Calculation successful 4.22 1.06 113.29 113.29<br />
0: DM08_ITA: EQK - STR Calculation successful 2.53 0.74 92.15 92.15<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 149.67 149.67 0.371 0.371 0.206 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
149.67 149.67 0.371 0.371 0.206 N/A<br />
120.33 120.33 0.324 0.324 0.165 N/A<br />
0: DM08_ITA: EQK - GEO 118.66 118.66 0.306 0.306 0.163 N/A<br />
0: DM08_ITA: EQK - STR 123.45 123.45 0.249 0.249 0.17 N/A<br />
2533-06-00103.DOC<br />
277
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
N/A No supports No supports No supports No supports No supports 3.048<br />
N/A No supports No supports No supports No supports No supports 3.048<br />
N/A No supports No supports No supports No supports No supports 2.465<br />
N/A No supports No supports No supports No supports No supports 2.465<br />
N/A No supports No supports No supports No supports No supports 3.048<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
2.852 1.357 1.243 N/A N/A N/A 1.112<br />
2.852 1.357 1.243 N/A N/A N/A 1.112<br />
2.242 1.193 1.149 N/A N/A N/A 1.112<br />
2.285 1.231 1.173 N/A N/A N/A 1.112<br />
3.769 1.808 1.525 N/A N/A N/A 1.668<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.371<br />
Wall Moment (kN-m/m) 136.994<br />
Wall Moment (kN-m) 136.994<br />
Wall Moment Capacity (kNm/m)<br />
369.704<br />
Wall Shear (kN/m) 149.666<br />
Wall Shear (kN) 149.666<br />
Wall Shear Check 0.206<br />
Wall Shear Capacity (kN/m) 727.657<br />
Wall Displacements (cm) 4.776<br />
Surface Settlements (cm) 1.055<br />
Toe FS Passive (Classic) 2.242<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM3 62<br />
1: Stage 1 1: BM3 62<br />
1: Stage 1 1: BM3 62<br />
1: Stage 1 1: BM3 57<br />
1: Stage 1 1: BM3 88<br />
1: Stage 1 1: BM3 88<br />
1: Stage 1 1: BM3 88<br />
2: Stage 2 1: BM3 76<br />
1: Stage 1 1: BM3 N/A<br />
1: Stage 1 1: BM3 0<br />
1: Stage 1 1: BM3 1<br />
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278
Toe FS Rotation (Classic) 1.193<br />
Toe FS Length (Classic) 1.149<br />
FS 1.0 Req. Embed (Classic)<br />
(m)<br />
3.98<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
1: Stage 1 1: BM3 1<br />
1: Stage 1 1: BM3 1<br />
1: Stage 1 1: BM3 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 136.994<br />
Wall Moment +M (kN-m) 136.994<br />
Wall Moment -M (kN-m) 0<br />
Wall Moment Check 0.371<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
369.704<br />
Wall Shear (kN) 149.666<br />
Wall Shear Check 0.206<br />
Wall Shear Capacity<br />
(kN/m)<br />
727.657<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM3 62<br />
1: Stage 1 1: BM3 62<br />
0: Stage 0 1: BM3 57<br />
1: Stage 1 1: BM3 62<br />
1: Stage 1 1: BM3 57<br />
1: Stage 1 1: BM3 88<br />
1: Stage 1 1: BM3 88<br />
2: Stage 2 1: BM3 76<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 136.99 136.99 119.91 113.29 92.15<br />
M stg2 (kN-m/m) 74.95 74.95 68.04 105.41 87.53<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 149.67 149.67 120.33 118.66 120.4<br />
V stg2 (kN/m) 112.18 112.18 93.1 117.5 123.45<br />
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279
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
A1 18.5 15 15 20 50 0 15 11000 33000 1 1 0.59 1.7 True Linear<br />
G2 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
A1 0.35 0 0 0.741 0.5 - - 125 83.33 4714.57 -<br />
G2 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM3, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
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0 R 1 0.66<br />
-3.4 A1 1 0.74<br />
-9.2 G2 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: BM3<br />
Sezioni paratia0: AZ 12<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -7.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.3<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 12 Z 0.6 125.73 30.2 0.851 67.005 0.851 18135 1200<br />
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DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
1 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
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Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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284
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
0 DR<br />
Earth<br />
N/A 1 5.788 5.788 7.261<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
1 DR<br />
Earth<br />
N/A 1 1.149 1.193 2.242<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
2 DR<br />
Earth<br />
N/A 1 1.564 1.828 3.219<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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Risultati per la Design Section 3: 0: DM08_ITA: EQK - GEO<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 136.99 149.67 4.78 No supports No supports 1.243 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
136.99 149.67 4.78 No supports No supports 1.243 Calculation successful<br />
119.91 120.33 4.63 No supports No supports 1.149 Calculation successful<br />
113.29 118.66 4.22 No supports No supports 1.173 Calculation successful<br />
92.15 123.45 2.53 No supports No supports 1.525 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 4.78 0.74 136.99 136.99<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 4.78 0.74 136.99 136.99<br />
Calculation successful 4.63 1.06 119.91 119.91<br />
0: DM08_ITA: EQK - GEO Calculation successful 4.22 1.06 113.29 113.29<br />
0: DM08_ITA: EQK - STR Calculation successful 2.53 0.74 92.15 92.15<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 149.67 149.67 0.371 0.371 0.206 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
149.67 149.67 0.371 0.371 0.206 N/A<br />
120.33 120.33 0.324 0.324 0.165 N/A<br />
0: DM08_ITA: EQK - GEO 118.66 118.66 0.306 0.306 0.163 N/A<br />
0: DM08_ITA: EQK - STR 123.45 123.45 0.249 0.249 0.17 N/A<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
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Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
N/A No supports No supports No supports No supports No supports 3.048<br />
N/A No supports No supports No supports No supports No supports 3.048<br />
N/A No supports No supports No supports No supports No supports 2.465<br />
N/A No supports No supports No supports No supports No supports 2.465<br />
N/A No supports No supports No supports No supports No supports 3.048<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
2.852 1.357 1.243 N/A N/A N/A 1.112<br />
2.852 1.357 1.243 N/A N/A N/A 1.112<br />
2.242 1.193 1.149 N/A N/A N/A 1.112<br />
2.285 1.231 1.173 N/A N/A N/A 1.112<br />
3.769 1.808 1.525 N/A N/A N/A 1.668<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.371<br />
Wall Moment (kN-m/m) 136.994<br />
Wall Moment (kN-m) 136.994<br />
Wall Moment Capacity (kNm/m)<br />
369.704<br />
Wall Shear (kN/m) 149.666<br />
Wall Shear (kN) 149.666<br />
Wall Shear Check 0.206<br />
Wall Shear Capacity (kN/m) 727.657<br />
Wall Displacements (cm) 4.776<br />
Surface Settlements (cm) 1.055<br />
Toe FS Passive (Classic) 2.242<br />
Toe FS Rotation (Classic) 1.193<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM3 62<br />
1: Stage 1 1: BM3 62<br />
1: Stage 1 1: BM3 62<br />
1: Stage 1 1: BM3 57<br />
1: Stage 1 1: BM3 88<br />
1: Stage 1 1: BM3 88<br />
1: Stage 1 1: BM3 88<br />
2: Stage 2 1: BM3 76<br />
1: Stage 1 1: BM3 N/A<br />
1: Stage 1 1: BM3 0<br />
1: Stage 1 1: BM3 1<br />
1: Stage 1 1: BM3 1<br />
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Toe FS Length (Classic) 1.149<br />
FS 1.0 Req. Embed (Classic)<br />
(m)<br />
3.98<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
1: Stage 1 1: BM3 1<br />
1: Stage 1 1: BM3 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 136.994<br />
Wall Moment +M (kN-m) 136.994<br />
Wall Moment -M (kN-m) 0<br />
Wall Moment Check 0.371<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
369.704<br />
Wall Shear (kN) 149.666<br />
Wall Shear Check 0.206<br />
Wall Shear Capacity<br />
(kN/m)<br />
727.657<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM3 62<br />
1: Stage 1 1: BM3 62<br />
0: Stage 0 1: BM3 57<br />
1: Stage 1 1: BM3 62<br />
1: Stage 1 1: BM3 57<br />
1: Stage 1 1: BM3 88<br />
1: Stage 1 1: BM3 88<br />
2: Stage 2 1: BM3 76<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 136.99 136.99 119.91 113.29 92.15<br />
M stg2 (kN-m/m) 74.95 74.95 68.04 105.41 87.53<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 149.67 149.67 120.33 118.66 120.4<br />
V stg2 (kN/m) 112.18 112.18 93.1 117.5 123.45<br />
Massima reazione vincolare<br />
Approccio di DS: 1 DS: 2 DS: 3 DS: 4<br />
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292
ase<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
A1 18.5 15 15 20 50 0 15 11000 33000 1 1 0.59 1.7 True Linear<br />
G2 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
A1 0.35 0 0 0.741 0.5 - - 125 83.33 4714.57 -<br />
G2 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM3, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
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293
-3.4 A1 1 0.74<br />
-9.2 G2 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: BM3<br />
Sezioni paratia0: AZ 12<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -7.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.3<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 12 Z 0.6 125.73 30.2 0.851 67.005 0.851 18135 1200<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
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passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
1 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
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Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
0 DR<br />
Earth<br />
N/A 1 5.788 5.788 7.261<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
1 DR<br />
Earth<br />
N/A 1 1.173 1.231 2.285<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
2 DR<br />
Earth<br />
N/A 1 1.296 1.444 2.812<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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Risultati per la Design Section 4: 0: DM08_ITA: EQK - STR<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 136.99 149.67 4.78 No supports No supports 1.243 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
136.99 149.67 4.78 No supports No supports 1.243 Calculation successful<br />
119.91 120.33 4.63 No supports No supports 1.149 Calculation successful<br />
113.29 118.66 4.22 No supports No supports 1.173 Calculation successful<br />
92.15 123.45 2.53 No supports No supports 1.525 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 4.78 0.74 136.99 136.99<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 4.78 0.74 136.99 136.99<br />
Calculation successful 4.63 1.06 119.91 119.91<br />
0: DM08_ITA: EQK - GEO Calculation successful 4.22 1.06 113.29 113.29<br />
0: DM08_ITA: EQK - STR Calculation successful 2.53 0.74 92.15 92.15<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 149.67 149.67 0.371 0.371 0.206 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
149.67 149.67 0.371 0.371 0.206 N/A<br />
120.33 120.33 0.324 0.324 0.165 N/A<br />
0: DM08_ITA: EQK - GEO 118.66 118.66 0.306 0.306 0.163 N/A<br />
0: DM08_ITA: EQK - STR 123.45 123.45 0.249 0.249 0.17 N/A<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
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Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
N/A No supports No supports No supports No supports No supports 3.048<br />
N/A No supports No supports No supports No supports No supports 3.048<br />
N/A No supports No supports No supports No supports No supports 2.465<br />
N/A No supports No supports No supports No supports No supports 2.465<br />
N/A No supports No supports No supports No supports No supports 3.048<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
2.852 1.357 1.243 N/A N/A N/A 1.112<br />
2.852 1.357 1.243 N/A N/A N/A 1.112<br />
2.242 1.193 1.149 N/A N/A N/A 1.112<br />
2.285 1.231 1.173 N/A N/A N/A 1.112<br />
3.769 1.808 1.525 N/A N/A N/A 1.668<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.371<br />
Wall Moment (kN-m/m) 136.994<br />
Wall Moment (kN-m) 136.994<br />
Wall Moment Capacity (kNm/m)<br />
369.704<br />
Wall Shear (kN/m) 149.666<br />
Wall Shear (kN) 149.666<br />
Wall Shear Check 0.206<br />
Wall Shear Capacity (kN/m) 727.657<br />
Wall Displacements (cm) 4.776<br />
Surface Settlements (cm) 1.055<br />
Toe FS Passive (Classic) 2.242<br />
Toe FS Rotation (Classic) 1.193<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM3 62<br />
1: Stage 1 1: BM3 62<br />
1: Stage 1 1: BM3 62<br />
1: Stage 1 1: BM3 57<br />
1: Stage 1 1: BM3 88<br />
1: Stage 1 1: BM3 88<br />
1: Stage 1 1: BM3 88<br />
2: Stage 2 1: BM3 76<br />
1: Stage 1 1: BM3 N/A<br />
1: Stage 1 1: BM3 0<br />
1: Stage 1 1: BM3 1<br />
1: Stage 1 1: BM3 1<br />
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Toe FS Length (Classic) 1.149<br />
FS 1.0 Req. Embed (Classic)<br />
(m)<br />
3.98<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
1: Stage 1 1: BM3 1<br />
1: Stage 1 1: BM3 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 136.994<br />
Wall Moment +M (kN-m) 136.994<br />
Wall Moment -M (kN-m) 0<br />
Wall Moment Check 0.371<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
369.704<br />
Wall Shear (kN) 149.666<br />
Wall Shear Check 0.206<br />
Wall Shear Capacity<br />
(kN/m)<br />
727.657<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM3 62<br />
1: Stage 1 1: BM3 62<br />
0: Stage 0 1: BM3 57<br />
1: Stage 1 1: BM3 62<br />
1: Stage 1 1: BM3 57<br />
1: Stage 1 1: BM3 88<br />
1: Stage 1 1: BM3 88<br />
2: Stage 2 1: BM3 76<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 136.99 136.99 119.91 113.29 92.15<br />
M stg2 (kN-m/m) 74.95 74.95 68.04 105.41 87.53<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 149.67 149.67 120.33 118.66 120.4<br />
V stg2 (kN/m) 112.18 112.18 93.1 117.5 123.45<br />
Massima reazione vincolare<br />
Approccio di DS: 1 DS: 2 DS: 3 DS: 4<br />
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305
ase<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
A1 18.5 15 15 20 50 0 15 11000 33000 1 1 0.59 1.7 True Linear<br />
G2 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
A1 0.35 0 0 0.741 0.5 - - 125 83.33 4714.57 -<br />
G2 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM3, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
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306
-3.4 A1 1 0.74<br />
-9.2 G2 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: BM3<br />
Sezioni paratia0: AZ 12<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -7.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.3<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 12 Z 0.6 125.73 30.2 0.851 67.005 0.851 18135 1200<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
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307
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
1 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
2 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
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Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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310
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
0 DR<br />
Earth<br />
N/A 1 9.223 9.223 13.894<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
1 DR<br />
Earth<br />
N/A 1 1.525 1.808 3.769<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
2 DR<br />
Earth<br />
N/A 1 1.646 2.253 5.204<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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312
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12 PARATIA DI PALANCOLE LATO BOCCA DI MAGRA TIPOLOGIA 4<br />
Risultati per la Design Section 1: 0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 126.94 116.49 4.35 No supports No supports 1.865 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
126.94 116.49 4.35 No supports No supports 1.865 Calculation successful<br />
108.41 88.81 4.05 No supports No supports 1.669 Calculation successful<br />
102.26 97.68 3.66 No supports No supports 1.714 Calculation successful<br />
86.77 112.37 2.36 No supports No supports 2.464 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 4.35 0.73 126.94 126.94<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 4.35 0.73 126.94 126.94<br />
Calculation successful 4.05 1.02 108.41 108.41<br />
0: DM08_ITA: EQK - GEO Calculation successful 3.66 1.02 102.26 102.26<br />
0: DM08_ITA: EQK - STR Calculation successful 2.36 0.73 86.77 86.77<br />
Taglio paratia<br />
Taglio paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 116.49 116.49 0.343 0.343 0.16 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
116.49 116.49 0.343 0.343 0.16 N/A<br />
88.81 88.81 0.293 0.293 0.122 N/A<br />
0: DM08_ITA: EQK - GEO 97.68 97.68 0.277 0.277 0.134 N/A<br />
0: DM08_ITA: EQK - STR 112.37 112.37 0.235 0.235 0.154 N/A<br />
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316
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
N/A No supports No supports No supports No supports No supports 2.913<br />
N/A No supports No supports No supports No supports No supports 2.913<br />
N/A No supports No supports No supports No supports No supports 2.394<br />
N/A No supports No supports No supports No supports No supports 2.394<br />
N/A No supports No supports No supports No supports No supports 2.913<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
2.572 1.865 2.128 N/A N/A N/A 1.02<br />
2.572 1.865 2.128 N/A N/A N/A 1.02<br />
2.27 1.669 1.943 N/A N/A N/A 1.02<br />
2.306 1.714 1.999 N/A N/A N/A 1.02<br />
3.376 2.464 2.72 N/A N/A N/A 1.529<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.343<br />
Wall Moment (kN-m/m) 126.94<br />
Wall Moment (kN-m) 126.94<br />
Wall Moment Capacity (kNm/m)<br />
369.704<br />
Wall Shear (kN/m) 116.492<br />
Wall Shear (kN) 116.492<br />
Wall Shear Check 0.16<br />
Wall Shear Capacity (kN/m) 727.657<br />
Wall Displacements (cm) 4.351<br />
Surface Settlements (cm) 1.021<br />
Toe FS Passive (Classic) 2.27<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM4 44<br />
1: Stage 1 1: BM4 44<br />
1: Stage 1 1: BM4 44<br />
1: Stage 1 1: BM4 41<br />
1: Stage 1 1: BM4 64<br />
1: Stage 1 1: BM4 64<br />
1: Stage 1 1: BM4 64<br />
1: Stage 1 1: BM4 57<br />
1: Stage 1 1: BM4 N/A<br />
1: Stage 1 1: BM4 0<br />
1: Stage 1 1: BM4 1<br />
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Toe FS Rotation (Classic) 1.669<br />
Toe FS Length (Classic) 1.943<br />
FS 1.0 Req. Embed (Classic)<br />
(m)<br />
3.57<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
1: Stage 1 1: BM4 1<br />
1: Stage 1 1: BM4 1<br />
1: Stage 1 1: BM4 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 126.94<br />
Wall Moment +M (kN-m) 126.94<br />
Wall Moment -M (kN-m) 0<br />
Wall Moment Check 0.343<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
369.704<br />
Wall Shear (kN) 116.492<br />
Wall Shear Check 0.16<br />
Wall Shear Capacity<br />
(kN/m)<br />
727.657<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM4 44<br />
1: Stage 1 1: BM4 44<br />
0: Stage 0 1: BM4 41<br />
1: Stage 1 1: BM4 44<br />
1: Stage 1 1: BM4 41<br />
1: Stage 1 1: BM4 64<br />
1: Stage 1 1: BM4 64<br />
1: Stage 1 1: BM4 57<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 126.94 126.94 108.41 102.26 86.77<br />
M stg2 (kN-m/m) 50.33 50.33 45.45 83.4 71.57<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 116.49 116.49 88.81 88.61 112.37<br />
V stg2 (kN/m) 91.07 91.07 70.8 97.68 104.97<br />
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318
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
A1 18.5 15 15 20 50 0 15 11000 33000 1 1 0.59 1.7 True Linear<br />
G2 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
A1 0.35 0 0 0.741 0.5 - - 125 83.33 4714.57 -<br />
G2 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM4, pos: (-20, 0)<br />
2533-06-00103.DOC<br />
319
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-2.7 A1 1 0.74<br />
-5.9 G2 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: BM4<br />
Sezioni paratia0: AZ 12<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -10.2 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.3<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 12 Z 0.6 125.73 30.2 0.851 67.005 0.851 18135 1200<br />
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DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
1 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
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2 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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323
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
0 DR<br />
Earth<br />
N/A 1 7.707 8.876 7.707<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
1 DR<br />
Earth<br />
N/A 1 1.865 1.865 2.572<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
2 DR<br />
Earth<br />
N/A 1 3.494 3.494 3.719<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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Risultati per la Design Section 2: 0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 126.94 116.49 4.35 No supports No supports 1.865 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
126.94 116.49 4.35 No supports No supports 1.865 Calculation successful<br />
108.41 88.81 4.05 No supports No supports 1.669 Calculation successful<br />
102.26 97.68 3.66 No supports No supports 1.714 Calculation successful<br />
86.77 112.37 2.36 No supports No supports 2.464 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 4.35 0.73 126.94 126.94<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 4.35 0.73 126.94 126.94<br />
Calculation successful 4.05 1.02 108.41 108.41<br />
0: DM08_ITA: EQK - GEO Calculation successful 3.66 1.02 102.26 102.26<br />
0: DM08_ITA: EQK - STR Calculation successful 2.36 0.73 86.77 86.77<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 116.49 116.49 0.343 0.343 0.16 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
116.49 116.49 0.343 0.343 0.16 N/A<br />
88.81 88.81 0.293 0.293 0.122 N/A<br />
0: DM08_ITA: EQK - GEO 97.68 97.68 0.277 0.277 0.134 N/A<br />
0: DM08_ITA: EQK - STR 112.37 112.37 0.235 0.235 0.154 N/A<br />
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329
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
N/A No supports No supports No supports No supports No supports 2.913<br />
N/A No supports No supports No supports No supports No supports 2.913<br />
N/A No supports No supports No supports No supports No supports 2.394<br />
N/A No supports No supports No supports No supports No supports 2.394<br />
N/A No supports No supports No supports No supports No supports 2.913<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
2.572 1.865 2.128 N/A N/A N/A 1.02<br />
2.572 1.865 2.128 N/A N/A N/A 1.02<br />
2.27 1.669 1.943 N/A N/A N/A 1.02<br />
2.306 1.714 1.999 N/A N/A N/A 1.02<br />
3.376 2.464 2.72 N/A N/A N/A 1.529<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.343<br />
Wall Moment (kN-m/m) 126.94<br />
Wall Moment (kN-m) 126.94<br />
Wall Moment Capacity (kNm/m)<br />
369.704<br />
Wall Shear (kN/m) 116.492<br />
Wall Shear (kN) 116.492<br />
Wall Shear Check 0.16<br />
Wall Shear Capacity (kN/m) 727.657<br />
Wall Displacements (cm) 4.351<br />
Surface Settlements (cm) 1.021<br />
Toe FS Passive (Classic) 2.27<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM4 44<br />
1: Stage 1 1: BM4 44<br />
1: Stage 1 1: BM4 44<br />
1: Stage 1 1: BM4 41<br />
1: Stage 1 1: BM4 64<br />
1: Stage 1 1: BM4 64<br />
1: Stage 1 1: BM4 64<br />
1: Stage 1 1: BM4 57<br />
1: Stage 1 1: BM4 N/A<br />
1: Stage 1 1: BM4 0<br />
1: Stage 1 1: BM4 1<br />
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Toe FS Rotation (Classic) 1.669<br />
Toe FS Length (Classic) 1.943<br />
FS 1.0 Req. Embed (Classic)<br />
(m)<br />
3.57<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
1: Stage 1 1: BM4 1<br />
1: Stage 1 1: BM4 1<br />
1: Stage 1 1: BM4 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 126.94<br />
Wall Moment +M (kN-m) 126.94<br />
Wall Moment -M (kN-m) 0<br />
Wall Moment Check 0.343<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
369.704<br />
Wall Shear (kN) 116.492<br />
Wall Shear Check 0.16<br />
Wall Shear Capacity<br />
(kN/m)<br />
727.657<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM4 44<br />
1: Stage 1 1: BM4 44<br />
0: Stage 0 1: BM4 41<br />
1: Stage 1 1: BM4 44<br />
1: Stage 1 1: BM4 41<br />
1: Stage 1 1: BM4 64<br />
1: Stage 1 1: BM4 64<br />
1: Stage 1 1: BM4 57<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 126.94 126.94 108.41 102.26 86.77<br />
M stg2 (kN-m/m) 50.33 50.33 45.45 83.4 71.57<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 116.49 116.49 88.81 88.61 112.37<br />
V stg2 (kN/m) 91.07 91.07 70.8 97.68 104.97<br />
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331
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
A1 18.5 15 15 20 50 0 15 11000 33000 1 1 0.59 1.7 True Linear<br />
G2 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
A1 0.35 0 0 0.741 0.5 - - 125 83.33 4714.57 -<br />
G2 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM4, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
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332
0 R 1 0.66<br />
-2.7 A1 1 0.74<br />
-5.9 G2 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: BM4<br />
Sezioni paratia0: AZ 12<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -10.2 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.3<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 12 Z 0.6 125.73 30.2 0.851 67.005 0.851 18135 1200<br />
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DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
1 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
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Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
ka- Htr<br />
Name Analysis Drive<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe Toe<br />
Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
N/A 1 6.556 7.462 6.556<br />
0 DR<br />
Earth<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
N/A 1 1.669 1.669 2.27<br />
1 DR<br />
Earth<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
N/A 1 2.817 2.817 3.089<br />
2 DR<br />
Earth<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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Risultati per la Design Section 3: 0: DM08_ITA: EQK - GEO<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 126.94 116.49 4.35 No supports No supports 1.865 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
126.94 116.49 4.35 No supports No supports 1.865 Calculation successful<br />
108.41 88.81 4.05 No supports No supports 1.669 Calculation successful<br />
102.26 97.68 3.66 No supports No supports 1.714 Calculation successful<br />
86.77 112.37 2.36 No supports No supports 2.464 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 4.35 0.73 126.94 126.94<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 4.35 0.73 126.94 126.94<br />
Calculation successful 4.05 1.02 108.41 108.41<br />
0: DM08_ITA: EQK - GEO Calculation successful 3.66 1.02 102.26 102.26<br />
0: DM08_ITA: EQK - STR Calculation successful 2.36 0.73 86.77 86.77<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 116.49 116.49 0.343 0.343 0.16 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
116.49 116.49 0.343 0.343 0.16 N/A<br />
88.81 88.81 0.293 0.293 0.122 N/A<br />
0: DM08_ITA: EQK - GEO 97.68 97.68 0.277 0.277 0.134 N/A<br />
0: DM08_ITA: EQK - STR 112.37 112.37 0.235 0.235 0.154 N/A<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
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Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
N/A No supports No supports No supports No supports No supports 2.913<br />
N/A No supports No supports No supports No supports No supports 2.913<br />
N/A No supports No supports No supports No supports No supports 2.394<br />
N/A No supports No supports No supports No supports No supports 2.394<br />
N/A No supports No supports No supports No supports No supports 2.913<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
2.572 1.865 2.128 N/A N/A N/A 1.02<br />
2.572 1.865 2.128 N/A N/A N/A 1.02<br />
2.27 1.669 1.943 N/A N/A N/A 1.02<br />
2.306 1.714 1.999 N/A N/A N/A 1.02<br />
3.376 2.464 2.72 N/A N/A N/A 1.529<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.343<br />
Wall Moment (kN-m/m) 126.94<br />
Wall Moment (kN-m) 126.94<br />
Wall Moment Capacity (kNm/m)<br />
369.704<br />
Wall Shear (kN/m) 116.492<br />
Wall Shear (kN) 116.492<br />
Wall Shear Check 0.16<br />
Wall Shear Capacity (kN/m) 727.657<br />
Wall Displacements (cm) 4.351<br />
Surface Settlements (cm) 1.021<br />
Toe FS Passive (Classic) 2.27<br />
Toe FS Rotation (Classic) 1.669<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM4 44<br />
1: Stage 1 1: BM4 44<br />
1: Stage 1 1: BM4 44<br />
1: Stage 1 1: BM4 41<br />
1: Stage 1 1: BM4 64<br />
1: Stage 1 1: BM4 64<br />
1: Stage 1 1: BM4 64<br />
1: Stage 1 1: BM4 57<br />
1: Stage 1 1: BM4 N/A<br />
1: Stage 1 1: BM4 0<br />
1: Stage 1 1: BM4 1<br />
1: Stage 1 1: BM4 1<br />
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Toe FS Length (Classic) 1.943<br />
FS 1.0 Req. Embed (Classic)<br />
(m)<br />
3.57<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
1: Stage 1 1: BM4 1<br />
1: Stage 1 1: BM4 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 126.94<br />
Wall Moment +M (kN-m) 126.94<br />
Wall Moment -M (kN-m) 0<br />
Wall Moment Check 0.343<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
369.704<br />
Wall Shear (kN) 116.492<br />
Wall Shear Check 0.16<br />
Wall Shear Capacity<br />
(kN/m)<br />
727.657<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM4 44<br />
1: Stage 1 1: BM4 44<br />
0: Stage 0 1: BM4 41<br />
1: Stage 1 1: BM4 44<br />
1: Stage 1 1: BM4 41<br />
1: Stage 1 1: BM4 64<br />
1: Stage 1 1: BM4 64<br />
1: Stage 1 1: BM4 57<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 126.94 126.94 108.41 102.26 86.77<br />
M stg2 (kN-m/m) 50.33 50.33 45.45 83.4 71.57<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 116.49 116.49 88.81 88.61 112.37<br />
V stg2 (kN/m) 91.07 91.07 70.8 97.68 104.97<br />
Massima reazione vincolare<br />
Approccio di DS: 1 DS: 2 DS: 3 DS: 4<br />
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ase<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
A1 18.5 15 15 20 50 0 15 11000 33000 1 1 0.59 1.7 True Linear<br />
G2 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
A1 0.35 0 0 0.741 0.5 - - 125 83.33 4714.57 -<br />
G2 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM4, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
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-2.7 A1 1 0.74<br />
-5.9 G2 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: BM4<br />
Sezioni paratia0: AZ 12<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -10.2 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.3<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 12 Z 0.6 125.73 30.2 0.851 67.005 0.851 18135 1200<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
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passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
1 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
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Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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349
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
0 DR<br />
Earth<br />
N/A 1 6.556 7.462 6.556<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
1 DR<br />
Earth<br />
N/A 1 1.714 1.714 2.306<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
2 DR<br />
Earth<br />
N/A 1 2.239 2.239 2.825<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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Risultati per la Design Section 4: 0: DM08_ITA: EQK - STR<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 126.94 116.49 4.35 No supports No supports 1.865 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
126.94 116.49 4.35 No supports No supports 1.865 Calculation successful<br />
108.41 88.81 4.05 No supports No supports 1.669 Calculation successful<br />
102.26 97.68 3.66 No supports No supports 1.714 Calculation successful<br />
86.77 112.37 2.36 No supports No supports 2.464 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 4.35 0.73 126.94 126.94<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 4.35 0.73 126.94 126.94<br />
Calculation successful 4.05 1.02 108.41 108.41<br />
0: DM08_ITA: EQK - GEO Calculation successful 3.66 1.02 102.26 102.26<br />
0: DM08_ITA: EQK - STR Calculation successful 2.36 0.73 86.77 86.77<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 116.49 116.49 0.343 0.343 0.16 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
116.49 116.49 0.343 0.343 0.16 N/A<br />
88.81 88.81 0.293 0.293 0.122 N/A<br />
0: DM08_ITA: EQK - GEO 97.68 97.68 0.277 0.277 0.134 N/A<br />
0: DM08_ITA: EQK - STR 112.37 112.37 0.235 0.235 0.154 N/A<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
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355
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
N/A No supports No supports No supports No supports No supports 2.913<br />
N/A No supports No supports No supports No supports No supports 2.913<br />
N/A No supports No supports No supports No supports No supports 2.394<br />
N/A No supports No supports No supports No supports No supports 2.394<br />
N/A No supports No supports No supports No supports No supports 2.913<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
2.572 1.865 2.128 N/A N/A N/A 1.02<br />
2.572 1.865 2.128 N/A N/A N/A 1.02<br />
2.27 1.669 1.943 N/A N/A N/A 1.02<br />
2.306 1.714 1.999 N/A N/A N/A 1.02<br />
3.376 2.464 2.72 N/A N/A N/A 1.529<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.343<br />
Wall Moment (kN-m/m) 126.94<br />
Wall Moment (kN-m) 126.94<br />
Wall Moment Capacity (kNm/m)<br />
369.704<br />
Wall Shear (kN/m) 116.492<br />
Wall Shear (kN) 116.492<br />
Wall Shear Check 0.16<br />
Wall Shear Capacity (kN/m) 727.657<br />
Wall Displacements (cm) 4.351<br />
Surface Settlements (cm) 1.021<br />
Toe FS Passive (Classic) 2.27<br />
Toe FS Rotation (Classic) 1.669<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM4 44<br />
1: Stage 1 1: BM4 44<br />
1: Stage 1 1: BM4 44<br />
1: Stage 1 1: BM4 41<br />
1: Stage 1 1: BM4 64<br />
1: Stage 1 1: BM4 64<br />
1: Stage 1 1: BM4 64<br />
1: Stage 1 1: BM4 57<br />
1: Stage 1 1: BM4 N/A<br />
1: Stage 1 1: BM4 0<br />
1: Stage 1 1: BM4 1<br />
1: Stage 1 1: BM4 1<br />
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Toe FS Length (Classic) 1.943<br />
FS 1.0 Req. Embed (Classic)<br />
(m)<br />
3.57<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
1: Stage 1 1: BM4 1<br />
1: Stage 1 1: BM4 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 126.94<br />
Wall Moment +M (kN-m) 126.94<br />
Wall Moment -M (kN-m) 0<br />
Wall Moment Check 0.343<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
369.704<br />
Wall Shear (kN) 116.492<br />
Wall Shear Check 0.16<br />
Wall Shear Capacity<br />
(kN/m)<br />
727.657<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM4 44<br />
1: Stage 1 1: BM4 44<br />
0: Stage 0 1: BM4 41<br />
1: Stage 1 1: BM4 44<br />
1: Stage 1 1: BM4 41<br />
1: Stage 1 1: BM4 64<br />
1: Stage 1 1: BM4 64<br />
1: Stage 1 1: BM4 57<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 126.94 126.94 108.41 102.26 86.77<br />
M stg2 (kN-m/m) 50.33 50.33 45.45 83.4 71.57<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 116.49 116.49 88.81 88.61 112.37<br />
V stg2 (kN/m) 91.07 91.07 70.8 97.68 104.97<br />
Massima reazione vincolare<br />
Approccio di DS: 1 DS: 2 DS: 3 DS: 4<br />
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357
ase<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
A1 18.5 15 15 20 50 0 15 11000 33000 1 1 0.59 1.7 True Linear<br />
G2 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
A1 0.35 0 0 0.741 0.5 - - 125 83.33 4714.57 -<br />
G2 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM4, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
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358
-2.7 A1 1 0.74<br />
-5.9 G2 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: BM4<br />
Sezioni paratia0: AZ 12<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -10.2 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.3<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 12 Z 0.6 125.73 30.2 0.851 67.005 0.851 18135 1200<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
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359
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
1 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
2 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
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360
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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362
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
0 DR<br />
Earth<br />
N/A 1 10.019 11.539 10.019<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
1 DR<br />
Earth<br />
N/A 1 2.464 2.464 3.376<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
2 DR<br />
Earth<br />
N/A 1 3.238 3.402 4.321<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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364
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365
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366
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13 PARATIA DI PALANCOLE LATO BOCCA DI MAGRA TIPOLOGIA 5<br />
Risultati per la Design Section 1: 0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 71.69 103.99 1.51 No supports No supports 1.538 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
71.69 103.99 1.51 No supports No supports 1.538 Calculation successful<br />
62.52 83.8 1.4 No supports No supports 1.463 Calculation successful<br />
58.37 82.7 1.25 No supports No supports 1.5 Calculation successful<br />
48.06 82.75 0.79 No supports No supports 1.931 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 1.51 0.49 71.69 71.69<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 1.51 0.49 71.69 71.69<br />
Calculation successful 1.4 0.7 62.52 62.52<br />
0: DM08_ITA: EQK - GEO Calculation successful 1.25 0.7 58.37 58.37<br />
0: DM08_ITA: EQK - STR Calculation successful 0.79 0.49 48.06 48.06<br />
Taglio paratia<br />
Taglio paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 103.99 103.99 0.194 0.194 0.143 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
103.99 103.99 0.194 0.194 0.143 N/A<br />
83.8 83.8 0.169 0.169 0.115 N/A<br />
0: DM08_ITA: EQK - GEO 82.7 82.7 0.158 0.158 0.114 N/A<br />
0: DM08_ITA: EQK - STR 82.75 82.75 0.13 0.13 0.114 N/A<br />
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Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
N/A No supports No supports No supports No supports No supports 3.605<br />
N/A No supports No supports No supports No supports No supports 3.605<br />
N/A No supports No supports No supports No supports No supports 2.916<br />
N/A No supports No supports No supports No supports No supports 2.916<br />
N/A No supports No supports No supports No supports No supports 3.605<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
3.666 1.725 1.542 N/A N/A N/A 1.085<br />
3.666 1.725 1.542 N/A N/A N/A 1.085<br />
2.903 1.558 1.466 N/A N/A N/A 1.085<br />
2.978 1.62 1.5 N/A N/A N/A 1.085<br />
4.867 2.306 1.931 N/A N/A N/A 1.627<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.194<br />
Wall Moment (kN-m/m) 71.693<br />
Wall Moment (kN-m) 71.693<br />
Wall Moment Capacity (kNm/m)<br />
369.704<br />
Wall Shear (kN/m) 103.995<br />
Wall Shear (kN) 103.995<br />
Wall Shear Check 0.143<br />
Wall Shear Capacity (kN/m) 727.657<br />
Wall Displacements (cm) 1.514<br />
Surface Settlements (cm) 0.7<br />
Toe FS Passive (Classic) 2.903<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM5 56<br />
1: Stage 1 1: BM5 56<br />
1: Stage 1 1: BM5 56<br />
1: Stage 1 1: BM5 51<br />
1: Stage 1 1: BM5 79<br />
1: Stage 1 1: BM5 79<br />
1: Stage 1 1: BM5 79<br />
1: Stage 1 1: BM5 71<br />
1: Stage 1 1: BM5 N/A<br />
1: Stage 1 1: BM5 0<br />
1: Stage 1 1: BM5 1<br />
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369
Toe FS Rotation (Classic) 1.558<br />
Toe FS Length (Classic) 1.466<br />
FS 1.0 Req. Embed (Classic)<br />
(m)<br />
2.66<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
1: Stage 1 1: BM5 1<br />
1: Stage 1 1: BM5 1<br />
1: Stage 1 1: BM5 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 71.693<br />
Wall Moment +M (kN-m) 71.693<br />
Wall Moment -M (kN-m) 0<br />
Wall Moment Check 0.194<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
369.704<br />
Wall Shear (kN) 103.995<br />
Wall Shear Check 0.143<br />
Wall Shear Capacity<br />
(kN/m)<br />
727.657<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM5 56<br />
1: Stage 1 1: BM5 56<br />
0: Stage 0 1: BM5 51<br />
1: Stage 1 1: BM5 56<br />
1: Stage 1 1: BM5 51<br />
1: Stage 1 1: BM5 79<br />
1: Stage 1 1: BM5 79<br />
1: Stage 1 1: BM5 71<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 71.69 71.69 62.52 58.37 48.06<br />
M stg2 (kN-m/m) 34.27 34.27 31.1 53.14 44.92<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 103.99 103.99 83.8 82.7 82.75<br />
V stg2 (kN/m) 71.4 71.4 60.74 79.9 81.34<br />
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Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
A1 18.5 15 15 20 50 0 15 11000 33000 1 1 0.59 1.7 True Linear<br />
G2 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
A1 0.35 0 0 0.741 0.5 - - 125 83.33 4714.57 -<br />
G2 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM5, pos: (-20, 0)<br />
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371
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-2.6 A1 1 0.74<br />
-6.5 G2 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: BM5<br />
Sezioni paratia0: AZ 12<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -6.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.3<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 12 Z 0.6 125.73 30.2 0.851 67.005 0.851 18135 1200<br />
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DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
1 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
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2 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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375
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
0 DR<br />
Earth<br />
N/A 1 9.661 9.661 17.235<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
1 DR<br />
Earth<br />
N/A 1 1.538 1.725 3.666<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
2 DR<br />
Earth<br />
N/A 1 2.5 3.759 8.686<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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377
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Risultati per la Design Section 2: 0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 71.69 103.99 1.51 No supports No supports 1.538 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
71.69 103.99 1.51 No supports No supports 1.538 Calculation successful<br />
62.52 83.8 1.4 No supports No supports 1.463 Calculation successful<br />
58.37 82.7 1.25 No supports No supports 1.5 Calculation successful<br />
48.06 82.75 0.79 No supports No supports 1.931 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 1.51 0.49 71.69 71.69<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 1.51 0.49 71.69 71.69<br />
Calculation successful 1.4 0.7 62.52 62.52<br />
0: DM08_ITA: EQK - GEO Calculation successful 1.25 0.7 58.37 58.37<br />
0: DM08_ITA: EQK - STR Calculation successful 0.79 0.49 48.06 48.06<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 103.99 103.99 0.194 0.194 0.143 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
103.99 103.99 0.194 0.194 0.143 N/A<br />
83.8 83.8 0.169 0.169 0.115 N/A<br />
0: DM08_ITA: EQK - GEO 82.7 82.7 0.158 0.158 0.114 N/A<br />
0: DM08_ITA: EQK - STR 82.75 82.75 0.13 0.13 0.114 N/A<br />
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381
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
N/A No supports No supports No supports No supports No supports 3.605<br />
N/A No supports No supports No supports No supports No supports 3.605<br />
N/A No supports No supports No supports No supports No supports 2.916<br />
N/A No supports No supports No supports No supports No supports 2.916<br />
N/A No supports No supports No supports No supports No supports 3.605<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
3.666 1.725 1.542 N/A N/A N/A 1.085<br />
3.666 1.725 1.542 N/A N/A N/A 1.085<br />
2.903 1.558 1.466 N/A N/A N/A 1.085<br />
2.978 1.62 1.5 N/A N/A N/A 1.085<br />
4.867 2.306 1.931 N/A N/A N/A 1.627<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.194<br />
Wall Moment (kN-m/m) 71.693<br />
Wall Moment (kN-m) 71.693<br />
Wall Moment Capacity (kNm/m)<br />
369.704<br />
Wall Shear (kN/m) 103.995<br />
Wall Shear (kN) 103.995<br />
Wall Shear Check 0.143<br />
Wall Shear Capacity (kN/m) 727.657<br />
Wall Displacements (cm) 1.514<br />
Surface Settlements (cm) 0.7<br />
Toe FS Passive (Classic) 2.903<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM5 56<br />
1: Stage 1 1: BM5 56<br />
1: Stage 1 1: BM5 56<br />
1: Stage 1 1: BM5 51<br />
1: Stage 1 1: BM5 79<br />
1: Stage 1 1: BM5 79<br />
1: Stage 1 1: BM5 79<br />
1: Stage 1 1: BM5 71<br />
1: Stage 1 1: BM5 N/A<br />
1: Stage 1 1: BM5 0<br />
1: Stage 1 1: BM5 1<br />
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Toe FS Rotation (Classic) 1.558<br />
Toe FS Length (Classic) 1.466<br />
FS 1.0 Req. Embed (Classic)<br />
(m)<br />
2.66<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
1: Stage 1 1: BM5 1<br />
1: Stage 1 1: BM5 1<br />
1: Stage 1 1: BM5 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 71.693<br />
Wall Moment +M (kN-m) 71.693<br />
Wall Moment -M (kN-m) 0<br />
Wall Moment Check 0.194<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
369.704<br />
Wall Shear (kN) 103.995<br />
Wall Shear Check 0.143<br />
Wall Shear Capacity<br />
(kN/m)<br />
727.657<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM5 56<br />
1: Stage 1 1: BM5 56<br />
0: Stage 0 1: BM5 51<br />
1: Stage 1 1: BM5 56<br />
1: Stage 1 1: BM5 51<br />
1: Stage 1 1: BM5 79<br />
1: Stage 1 1: BM5 79<br />
1: Stage 1 1: BM5 71<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 71.69 71.69 62.52 58.37 48.06<br />
M stg2 (kN-m/m) 34.27 34.27 31.1 53.14 44.92<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 103.99 103.99 83.8 82.7 82.75<br />
V stg2 (kN/m) 71.4 71.4 60.74 79.9 81.34<br />
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383
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
A1 18.5 15 15 20 50 0 15 11000 33000 1 1 0.59 1.7 True Linear<br />
G2 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
A1 0.35 0 0 0.741 0.5 - - 125 83.33 4714.57 -<br />
G2 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM5, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
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384
0 R 1 0.66<br />
-2.6 A1 1 0.74<br />
-6.5 G2 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: BM5<br />
Sezioni paratia0: AZ 12<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -6.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.3<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 12 Z 0.6 125.73 30.2 0.851 67.005 0.851 18135 1200<br />
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DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
1 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2533-06-00103.DOC<br />
386
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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388
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
0 DR<br />
Earth<br />
N/A 1 8.089 8.089 10.719<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
1 DR<br />
Earth<br />
N/A 1 1.463 1.558 2.903<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
2 DR<br />
Earth<br />
N/A 1 2.308 2.967 5.156<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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390
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Risultati per la Design Section 3: 0: DM08_ITA: EQK - GEO<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 71.69 103.99 1.51 No supports No supports 1.538 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
71.69 103.99 1.51 No supports No supports 1.538 Calculation successful<br />
62.52 83.8 1.4 No supports No supports 1.463 Calculation successful<br />
58.37 82.7 1.25 No supports No supports 1.5 Calculation successful<br />
48.06 82.75 0.79 No supports No supports 1.931 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 1.51 0.49 71.69 71.69<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 1.51 0.49 71.69 71.69<br />
Calculation successful 1.4 0.7 62.52 62.52<br />
0: DM08_ITA: EQK - GEO Calculation successful 1.25 0.7 58.37 58.37<br />
0: DM08_ITA: EQK - STR Calculation successful 0.79 0.49 48.06 48.06<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 103.99 103.99 0.194 0.194 0.143 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
103.99 103.99 0.194 0.194 0.143 N/A<br />
83.8 83.8 0.169 0.169 0.115 N/A<br />
0: DM08_ITA: EQK - GEO 82.7 82.7 0.158 0.158 0.114 N/A<br />
0: DM08_ITA: EQK - STR 82.75 82.75 0.13 0.13 0.114 N/A<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
2533-06-00103.DOC<br />
394
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
N/A No supports No supports No supports No supports No supports 3.605<br />
N/A No supports No supports No supports No supports No supports 3.605<br />
N/A No supports No supports No supports No supports No supports 2.916<br />
N/A No supports No supports No supports No supports No supports 2.916<br />
N/A No supports No supports No supports No supports No supports 3.605<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
3.666 1.725 1.542 N/A N/A N/A 1.085<br />
3.666 1.725 1.542 N/A N/A N/A 1.085<br />
2.903 1.558 1.466 N/A N/A N/A 1.085<br />
2.978 1.62 1.5 N/A N/A N/A 1.085<br />
4.867 2.306 1.931 N/A N/A N/A 1.627<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.194<br />
Wall Moment (kN-m/m) 71.693<br />
Wall Moment (kN-m) 71.693<br />
Wall Moment Capacity (kNm/m)<br />
369.704<br />
Wall Shear (kN/m) 103.995<br />
Wall Shear (kN) 103.995<br />
Wall Shear Check 0.143<br />
Wall Shear Capacity (kN/m) 727.657<br />
Wall Displacements (cm) 1.514<br />
Surface Settlements (cm) 0.7<br />
Toe FS Passive (Classic) 2.903<br />
Toe FS Rotation (Classic) 1.558<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM5 56<br />
1: Stage 1 1: BM5 56<br />
1: Stage 1 1: BM5 56<br />
1: Stage 1 1: BM5 51<br />
1: Stage 1 1: BM5 79<br />
1: Stage 1 1: BM5 79<br />
1: Stage 1 1: BM5 79<br />
1: Stage 1 1: BM5 71<br />
1: Stage 1 1: BM5 N/A<br />
1: Stage 1 1: BM5 0<br />
1: Stage 1 1: BM5 1<br />
1: Stage 1 1: BM5 1<br />
2533-06-00103.DOC<br />
395
Toe FS Length (Classic) 1.466<br />
FS 1.0 Req. Embed (Classic)<br />
(m)<br />
2.66<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
1: Stage 1 1: BM5 1<br />
1: Stage 1 1: BM5 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 71.693<br />
Wall Moment +M (kN-m) 71.693<br />
Wall Moment -M (kN-m) 0<br />
Wall Moment Check 0.194<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
369.704<br />
Wall Shear (kN) 103.995<br />
Wall Shear Check 0.143<br />
Wall Shear Capacity<br />
(kN/m)<br />
727.657<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM5 56<br />
1: Stage 1 1: BM5 56<br />
0: Stage 0 1: BM5 51<br />
1: Stage 1 1: BM5 56<br />
1: Stage 1 1: BM5 51<br />
1: Stage 1 1: BM5 79<br />
1: Stage 1 1: BM5 79<br />
1: Stage 1 1: BM5 71<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 71.69 71.69 62.52 58.37 48.06<br />
M stg2 (kN-m/m) 34.27 34.27 31.1 53.14 44.92<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 103.99 103.99 83.8 82.7 82.75<br />
V stg2 (kN/m) 71.4 71.4 60.74 79.9 81.34<br />
Massima reazione vincolare<br />
Approccio di DS: 1 DS: 2 DS: 3 DS: 4<br />
2533-06-00103.DOC<br />
396
ase<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
A1 18.5 15 15 20 50 0 15 11000 33000 1 1 0.59 1.7 True Linear<br />
G2 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
A1 0.35 0 0 0.741 0.5 - - 125 83.33 4714.57 -<br />
G2 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM5, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
2533-06-00103.DOC<br />
397
-2.6 A1 1 0.74<br />
-6.5 G2 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: BM5<br />
Sezioni paratia0: AZ 12<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -6.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.3<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 12 Z 0.6 125.73 30.2 0.851 67.005 0.851 18135 1200<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
2533-06-00103.DOC<br />
398
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
1 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2533-06-00103.DOC<br />
399
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
400
2533-06-00103.DOC<br />
401
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
ka- Htr<br />
Name Analysis Drive<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe Toe<br />
Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
N/A 1 8.089 8.089 10.719<br />
0 DR<br />
Earth<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
N/A 1 1.5 1.62 2.978<br />
1 DR<br />
Earth<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
N/A 1 1.765 2.113 4.17<br />
2 DR<br />
Earth<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
402
2533-06-00103.DOC<br />
403
2533-06-00103.DOC<br />
404
2533-06-00103.DOC<br />
405
2533-06-00103.DOC<br />
406
Risultati per la Design Section 4: 0: DM08_ITA: EQK - STR<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 71.69 103.99 1.51 No supports No supports 1.538 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
71.69 103.99 1.51 No supports No supports 1.538 Calculation successful<br />
62.52 83.8 1.4 No supports No supports 1.463 Calculation successful<br />
58.37 82.7 1.25 No supports No supports 1.5 Calculation successful<br />
48.06 82.75 0.79 No supports No supports 1.931 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 1.51 0.49 71.69 71.69<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 1.51 0.49 71.69 71.69<br />
Calculation successful 1.4 0.7 62.52 62.52<br />
0: DM08_ITA: EQK - GEO Calculation successful 1.25 0.7 58.37 58.37<br />
0: DM08_ITA: EQK - STR Calculation successful 0.79 0.49 48.06 48.06<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 103.99 103.99 0.194 0.194 0.143 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
103.99 103.99 0.194 0.194 0.143 N/A<br />
83.8 83.8 0.169 0.169 0.115 N/A<br />
0: DM08_ITA: EQK - GEO 82.7 82.7 0.158 0.158 0.114 N/A<br />
0: DM08_ITA: EQK - STR 82.75 82.75 0.13 0.13 0.114 N/A<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
2533-06-00103.DOC<br />
407
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
N/A No supports No supports No supports No supports No supports 3.605<br />
N/A No supports No supports No supports No supports No supports 3.605<br />
N/A No supports No supports No supports No supports No supports 2.916<br />
N/A No supports No supports No supports No supports No supports 2.916<br />
N/A No supports No supports No supports No supports No supports 3.605<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
3.666 1.725 1.542 N/A N/A N/A 1.085<br />
3.666 1.725 1.542 N/A N/A N/A 1.085<br />
2.903 1.558 1.466 N/A N/A N/A 1.085<br />
2.978 1.62 1.5 N/A N/A N/A 1.085<br />
4.867 2.306 1.931 N/A N/A N/A 1.627<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.194<br />
Wall Moment (kN-m/m) 71.693<br />
Wall Moment (kN-m) 71.693<br />
Wall Moment Capacity (kNm/m)<br />
369.704<br />
Wall Shear (kN/m) 103.995<br />
Wall Shear (kN) 103.995<br />
Wall Shear Check 0.143<br />
Wall Shear Capacity (kN/m) 727.657<br />
Wall Displacements (cm) 1.514<br />
Surface Settlements (cm) 0.7<br />
Toe FS Passive (Classic) 2.903<br />
Toe FS Rotation (Classic) 1.558<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM5 56<br />
1: Stage 1 1: BM5 56<br />
1: Stage 1 1: BM5 56<br />
1: Stage 1 1: BM5 51<br />
1: Stage 1 1: BM5 79<br />
1: Stage 1 1: BM5 79<br />
1: Stage 1 1: BM5 79<br />
1: Stage 1 1: BM5 71<br />
1: Stage 1 1: BM5 N/A<br />
1: Stage 1 1: BM5 0<br />
1: Stage 1 1: BM5 1<br />
1: Stage 1 1: BM5 1<br />
2533-06-00103.DOC<br />
408
Toe FS Length (Classic) 1.466<br />
FS 1.0 Req. Embed (Classic)<br />
(m)<br />
2.66<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
1: Stage 1 1: BM5 1<br />
1: Stage 1 1: BM5 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 71.693<br />
Wall Moment +M (kN-m) 71.693<br />
Wall Moment -M (kN-m) 0<br />
Wall Moment Check 0.194<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
369.704<br />
Wall Shear (kN) 103.995<br />
Wall Shear Check 0.143<br />
Wall Shear Capacity<br />
(kN/m)<br />
727.657<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM5 56<br />
1: Stage 1 1: BM5 56<br />
0: Stage 0 1: BM5 51<br />
1: Stage 1 1: BM5 56<br />
1: Stage 1 1: BM5 51<br />
1: Stage 1 1: BM5 79<br />
1: Stage 1 1: BM5 79<br />
1: Stage 1 1: BM5 71<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 71.69 71.69 62.52 58.37 48.06<br />
M stg2 (kN-m/m) 34.27 34.27 31.1 53.14 44.92<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 103.99 103.99 83.8 82.7 82.75<br />
V stg2 (kN/m) 71.4 71.4 60.74 79.9 81.34<br />
Massima reazione vincolare<br />
Approccio di DS: 1 DS: 2 DS: 3 DS: 4<br />
2533-06-00103.DOC<br />
409
ase<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
A1 18.5 15 15 20 50 0 15 11000 33000 1 1 0.59 1.7 True Linear<br />
G2 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
A1 0.35 0 0 0.741 0.5 - - 125 83.33 4714.57 -<br />
G2 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM5, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
2533-06-00103.DOC<br />
410
-2.6 A1 1 0.74<br />
-6.5 G2 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: BM5<br />
Sezioni paratia0: AZ 12<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -6.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.3<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 12 Z 0.6 125.73 30.2 0.851 67.005 0.851 18135 1200<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
2533-06-00103.DOC<br />
411
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
1 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
2 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
2533-06-00103.DOC<br />
412
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
413
2533-06-00103.DOC<br />
414
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
0 DR<br />
Earth<br />
N/A 1 12.559 12.559 22.405<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
1 DR<br />
Earth<br />
N/A 1 1.931 2.306 4.867<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
2 DR<br />
Earth<br />
N/A 1 2.216 3.185 7.952<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
415
2533-06-00103.DOC<br />
416
2533-06-00103.DOC<br />
417
2533-06-00103.DOC<br />
418
2533-06-00103.DOC<br />
419
14 PARATIA DI PALANCOLE LATO BOCCA DI MAGRA TIPOLOGIA 6<br />
Risultati per la Design Section 1: 0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 154.13 63.9 3.86 No supports No supports 2.436 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
154.13 63.9 3.86 No supports No supports 2.436 Calculation successful<br />
176.24 74.03 8.26 No supports No supports 1.758 Calculation successful<br />
176.24 74.03 8.31 No supports No supports 1.758 Calculation successful<br />
118.56 49.16 3.91 No supports No supports 2.436 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 3.86 2.26 154.13 154.13<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 3.86 2.26 154.13 154.13<br />
Calculation successful 8.26 5.65 176.24 176.24<br />
0: DM08_ITA: EQK - GEO Calculation successful 8.31 5.66 176.24 176.24<br />
0: DM08_ITA: EQK - STR Calculation successful 3.91 2.27 118.56 118.56<br />
Taglio paratia<br />
Taglio paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 63.9 63.9 0.304 0.304 0.065 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
63.9 63.9 0.304 0.304 0.065 N/A<br />
74.03 74.03 0.348 0.348 0.076 N/A<br />
0: DM08_ITA: EQK - GEO 74.03 74.03 0.348 0.348 0.076 N/A<br />
0: DM08_ITA: EQK - STR 49.16 49.16 0.234 0.234 0.05 N/A<br />
2533-06-00103.DOC<br />
420
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
N/A No supports No supports No supports No supports No supports 1.971<br />
N/A No supports No supports No supports No supports No supports 1.971<br />
N/A No supports No supports No supports No supports No supports 1.638<br />
N/A No supports No supports No supports No supports No supports 1.638<br />
N/A No supports No supports No supports No supports No supports 1.971<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
N/A N/A N/A N/A 2.436 1.197 1.281<br />
N/A N/A N/A N/A 2.436 1.197 1.281<br />
N/A N/A N/A N/A 1.758 1.171 1.281<br />
N/A N/A N/A N/A 1.758 1.171 1.281<br />
N/A N/A N/A N/A 2.436 1.197 1.922<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.348<br />
Wall Moment (kN-m/m) 176.24<br />
Wall Moment (kN-m) 176.24<br />
Wall Moment Capacity (kNm/m)<br />
507.147<br />
Wall Shear (kN/m) 74.03<br />
Wall Shear (kN) 74.03<br />
Wall Shear Check 0.076<br />
Wall Shear Capacity (kN/m) 977.041<br />
Wall Displacements (cm) 8.315<br />
Surface Settlements (cm) 5.662<br />
Toe FS Passive Mob<br />
(Paratie)<br />
1.758<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM6 62<br />
1: Stage 1 1: BM6 62<br />
1: Stage 1 1: BM6 62<br />
1: Stage 1 1: BM6 53<br />
1: Stage 1 1: BM6 82<br />
1: Stage 1 1: BM6 82<br />
1: Stage 1 1: BM6 82<br />
1: Stage 1 1: BM6 71<br />
2: Stage 2 1: BM6 N/A<br />
2: Stage 2 1: BM6 0<br />
1: Stage 1 1: BM6 1<br />
Risultati vincoli<br />
Valore critico<br />
Approccio di<br />
progetto<br />
Fase critica Paratia critica Indice voci critiche<br />
2533-06-00103.DOC<br />
421
Results not available<br />
Results not<br />
available<br />
Results not<br />
available<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 176.24<br />
Wall Moment +M (kN-m) 176.24<br />
Wall Moment -M (kN-m) -0.659<br />
Wall Moment Check 0.348<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
507.147<br />
Wall Shear (kN) 74.03<br />
Wall Shear Check 0.076<br />
Wall Shear Capacity<br />
(kN/m)<br />
977.041<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM6 62<br />
1: Stage 1 1: BM6 62<br />
1: Stage 1 1: BM6 53<br />
1: Stage 1 1: BM6 62<br />
1: Stage 1 1: BM6 53<br />
1: Stage 1 1: BM6 82<br />
1: Stage 1 1: BM6 82<br />
1: Stage 1 1: BM6 71<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 154.13 154.13 176.24 176.24 118.56<br />
M stg2 (kN-m/m) 154.09 154.09 175.95 175.72 118.56<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 63.9 63.9 74.03 74.03 49.16<br />
V stg2 (kN/m) 63.83 63.83 73.07 73.01 48.96<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
2533-06-00103.DOC<br />
422
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
G1 19.5 15.5 26 0 N/A N/A N/A 60000 180000 0.39 2.56 N/A N/A True Linear<br />
G2 19.5 15.5 28 0 N/A N/A N/A 40000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
G1 0.35 - - 0.562 0.5 - - 50 33.33 3143.04 -<br />
G2 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM6, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-2.4 G1 1 0.56<br />
-6.8 G2 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: BM6<br />
2533-06-00103.DOC<br />
423
Sezioni paratia0: AZ 17<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -10.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 17 Z 0.7 138.43 37.9 0.851 62.992 0.851 31586 1665.1<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
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424
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
1 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
2 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
2533-06-00103.DOC<br />
425
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
426
2533-06-00103.DOC<br />
427
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage<br />
0<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
1<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
2<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
428
2533-06-00103.DOC<br />
429
2533-06-00103.DOC<br />
430
2533-06-00103.DOC<br />
431
2533-06-00103.DOC<br />
432
Risultati per la Design Section 2: 0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 154.13 63.9 3.86 No supports No supports 2.436 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
154.13 63.9 3.86 No supports No supports 2.436 Calculation successful<br />
176.24 74.03 8.26 No supports No supports 1.758 Calculation successful<br />
176.24 74.03 8.31 No supports No supports 1.758 Calculation successful<br />
118.56 49.16 3.91 No supports No supports 2.436 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 3.86 2.26 154.13 154.13<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 3.86 2.26 154.13 154.13<br />
Calculation successful 8.26 5.65 176.24 176.24<br />
0: DM08_ITA: EQK - GEO Calculation successful 8.31 5.66 176.24 176.24<br />
0: DM08_ITA: EQK - STR Calculation successful 3.91 2.27 118.56 118.56<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 63.9 63.9 0.304 0.304 0.065 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
63.9 63.9 0.304 0.304 0.065 N/A<br />
74.03 74.03 0.348 0.348 0.076 N/A<br />
0: DM08_ITA: EQK - GEO 74.03 74.03 0.348 0.348 0.076 N/A<br />
0: DM08_ITA: EQK - STR 49.16 49.16 0.234 0.234 0.05 N/A<br />
2533-06-00103.DOC<br />
433
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
N/A No supports No supports No supports No supports No supports 1.971<br />
N/A No supports No supports No supports No supports No supports 1.971<br />
N/A No supports No supports No supports No supports No supports 1.638<br />
N/A No supports No supports No supports No supports No supports 1.638<br />
N/A No supports No supports No supports No supports No supports 1.971<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
N/A N/A N/A N/A 2.436 1.197 1.281<br />
N/A N/A N/A N/A 2.436 1.197 1.281<br />
N/A N/A N/A N/A 1.758 1.171 1.281<br />
N/A N/A N/A N/A 1.758 1.171 1.281<br />
N/A N/A N/A N/A 2.436 1.197 1.922<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.348<br />
Wall Moment (kN-m/m) 176.24<br />
Wall Moment (kN-m) 176.24<br />
Wall Moment Capacity (kNm/m)<br />
507.147<br />
Wall Shear (kN/m) 74.03<br />
Wall Shear (kN) 74.03<br />
Wall Shear Check 0.076<br />
Wall Shear Capacity (kN/m) 977.041<br />
Wall Displacements (cm) 8.315<br />
Surface Settlements (cm) 5.662<br />
Toe FS Passive Mob<br />
(Paratie)<br />
1.758<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM6 62<br />
1: Stage 1 1: BM6 62<br />
1: Stage 1 1: BM6 62<br />
1: Stage 1 1: BM6 53<br />
1: Stage 1 1: BM6 82<br />
1: Stage 1 1: BM6 82<br />
1: Stage 1 1: BM6 82<br />
1: Stage 1 1: BM6 71<br />
2: Stage 2 1: BM6 N/A<br />
2: Stage 2 1: BM6 0<br />
1: Stage 1 1: BM6 1<br />
Risultati vincoli<br />
Valore critico<br />
Approccio di<br />
progetto<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not available Results not Results not Results not Results not available Results not available<br />
2533-06-00103.DOC<br />
434
available available available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 176.24<br />
Wall Moment +M (kN-m) 176.24<br />
Wall Moment -M (kN-m) -0.659<br />
Wall Moment Check 0.348<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
507.147<br />
Wall Shear (kN) 74.03<br />
Wall Shear Check 0.076<br />
Wall Shear Capacity<br />
(kN/m)<br />
977.041<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM6 62<br />
1: Stage 1 1: BM6 62<br />
1: Stage 1 1: BM6 53<br />
1: Stage 1 1: BM6 62<br />
1: Stage 1 1: BM6 53<br />
1: Stage 1 1: BM6 82<br />
1: Stage 1 1: BM6 82<br />
1: Stage 1 1: BM6 71<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 154.13 154.13 176.24 176.24 118.56<br />
M stg2 (kN-m/m) 154.09 154.09 175.95 175.72 118.56<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 63.9 63.9 74.03 74.03 49.16<br />
V stg2 (kN/m) 63.83 63.83 73.07 73.01 48.96<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
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435
G1 19.5 15.5 26 0 N/A N/A N/A 60000 180000 0.39 2.56 N/A N/A True Linear<br />
G2 19.5 15.5 28 0 N/A N/A N/A 40000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
G1 0.35 - - 0.562 0.5 - - 50 33.33 3143.04 -<br />
G2 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM6, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-2.4 G1 1 0.56<br />
-6.8 G2 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: BM6<br />
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436
Sezioni paratia0: AZ 17<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -10.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 17 Z 0.7 138.43 37.9 0.851 62.992 0.851 31586 1665.1<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
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N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
1 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
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F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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440
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage<br />
0<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
1<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
2<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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442
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Risultati per la Design Section 3: 0: DM08_ITA: EQK - GEO<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 154.13 63.9 3.86 No supports No supports 2.436 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
154.13 63.9 3.86 No supports No supports 2.436 Calculation successful<br />
176.24 74.03 8.26 No supports No supports 1.758 Calculation successful<br />
176.24 74.03 8.31 No supports No supports 1.758 Calculation successful<br />
118.56 49.16 3.91 No supports No supports 2.436 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 3.86 2.26 154.13 154.13<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 3.86 2.26 154.13 154.13<br />
Calculation successful 8.26 5.65 176.24 176.24<br />
0: DM08_ITA: EQK - GEO Calculation successful 8.31 5.66 176.24 176.24<br />
0: DM08_ITA: EQK - STR Calculation successful 3.91 2.27 118.56 118.56<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 63.9 63.9 0.304 0.304 0.065 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
63.9 63.9 0.304 0.304 0.065 N/A<br />
74.03 74.03 0.348 0.348 0.076 N/A<br />
0: DM08_ITA: EQK - GEO 74.03 74.03 0.348 0.348 0.076 N/A<br />
0: DM08_ITA: EQK - STR 49.16 49.16 0.234 0.234 0.05 N/A<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
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446
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
N/A No supports No supports No supports No supports No supports 1.971<br />
N/A No supports No supports No supports No supports No supports 1.971<br />
N/A No supports No supports No supports No supports No supports 1.638<br />
N/A No supports No supports No supports No supports No supports 1.638<br />
N/A No supports No supports No supports No supports No supports 1.971<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
N/A N/A N/A N/A 2.436 1.197 1.281<br />
N/A N/A N/A N/A 2.436 1.197 1.281<br />
N/A N/A N/A N/A 1.758 1.171 1.281<br />
N/A N/A N/A N/A 1.758 1.171 1.281<br />
N/A N/A N/A N/A 2.436 1.197 1.922<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.348<br />
Wall Moment (kN-m/m) 176.24<br />
Wall Moment (kN-m) 176.24<br />
Wall Moment Capacity (kNm/m)<br />
507.147<br />
Wall Shear (kN/m) 74.03<br />
Wall Shear (kN) 74.03<br />
Wall Shear Check 0.076<br />
Wall Shear Capacity (kN/m) 977.041<br />
Wall Displacements (cm) 8.315<br />
Surface Settlements (cm) 5.662<br />
Toe FS Passive Mob<br />
(Paratie)<br />
1.758<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM6 62<br />
1: Stage 1 1: BM6 62<br />
1: Stage 1 1: BM6 62<br />
1: Stage 1 1: BM6 53<br />
1: Stage 1 1: BM6 82<br />
1: Stage 1 1: BM6 82<br />
1: Stage 1 1: BM6 82<br />
1: Stage 1 1: BM6 71<br />
2: Stage 2 1: BM6 N/A<br />
2: Stage 2 1: BM6 0<br />
1: Stage 1 1: BM6 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
2533-06-00103.DOC<br />
447
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 176.24<br />
Wall Moment +M (kN-m) 176.24<br />
Wall Moment -M (kN-m) -0.659<br />
Wall Moment Check 0.348<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
507.147<br />
Wall Shear (kN) 74.03<br />
Wall Shear Check 0.076<br />
Wall Shear Capacity<br />
(kN/m)<br />
977.041<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM6 62<br />
1: Stage 1 1: BM6 62<br />
1: Stage 1 1: BM6 53<br />
1: Stage 1 1: BM6 62<br />
1: Stage 1 1: BM6 53<br />
1: Stage 1 1: BM6 82<br />
1: Stage 1 1: BM6 82<br />
1: Stage 1 1: BM6 71<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 154.13 154.13 176.24 176.24 118.56<br />
M stg2 (kN-m/m) 154.09 154.09 175.95 175.72 118.56<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 63.9 63.9 74.03 74.03 49.16<br />
V stg2 (kN/m) 63.83 63.83 73.07 73.01 48.96<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
G1 19.5 15.5 26 0 N/A N/A N/A 60000 180000 0.39 2.56 N/A N/A True Linear<br />
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G2 19.5 15.5 28 0 N/A N/A N/A 40000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
G1 0.35 - - 0.562 0.5 - - 50 33.33 3143.04 -<br />
G2 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM6, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-2.4 G1 1 0.56<br />
-6.8 G2 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: BM6<br />
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Sezioni paratia0: AZ 17<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -10.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 17 Z 0.7 138.43 37.9 0.851 62.992 0.851 31586 1665.1<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
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N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
1 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
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F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage<br />
0<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
1<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
2<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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455
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Risultati per la Design Section 4: 0: DM08_ITA: EQK - STR<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 154.13 63.9 3.86 No supports No supports 2.436 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
154.13 63.9 3.86 No supports No supports 2.436 Calculation successful<br />
176.24 74.03 8.26 No supports No supports 1.758 Calculation successful<br />
176.24 74.03 8.31 No supports No supports 1.758 Calculation successful<br />
118.56 49.16 3.91 No supports No supports 2.436 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 3.86 2.26 154.13 154.13<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 3.86 2.26 154.13 154.13<br />
Calculation successful 8.26 5.65 176.24 176.24<br />
0: DM08_ITA: EQK - GEO Calculation successful 8.31 5.66 176.24 176.24<br />
0: DM08_ITA: EQK - STR Calculation successful 3.91 2.27 118.56 118.56<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 63.9 63.9 0.304 0.304 0.065 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
63.9 63.9 0.304 0.304 0.065 N/A<br />
74.03 74.03 0.348 0.348 0.076 N/A<br />
0: DM08_ITA: EQK - GEO 74.03 74.03 0.348 0.348 0.076 N/A<br />
0: DM08_ITA: EQK - STR 49.16 49.16 0.234 0.234 0.05 N/A<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
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459
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
N/A No supports No supports No supports No supports No supports 1.971<br />
N/A No supports No supports No supports No supports No supports 1.971<br />
N/A No supports No supports No supports No supports No supports 1.638<br />
N/A No supports No supports No supports No supports No supports 1.638<br />
N/A No supports No supports No supports No supports No supports 1.971<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
N/A N/A N/A N/A 2.436 1.197 1.281<br />
N/A N/A N/A N/A 2.436 1.197 1.281<br />
N/A N/A N/A N/A 1.758 1.171 1.281<br />
N/A N/A N/A N/A 1.758 1.171 1.281<br />
N/A N/A N/A N/A 2.436 1.197 1.922<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.348<br />
Wall Moment (kN-m/m) 176.24<br />
Wall Moment (kN-m) 176.24<br />
Wall Moment Capacity (kNm/m)<br />
507.147<br />
Wall Shear (kN/m) 74.03<br />
Wall Shear (kN) 74.03<br />
Wall Shear Check 0.076<br />
Wall Shear Capacity (kN/m) 977.041<br />
Wall Displacements (cm) 8.315<br />
Surface Settlements (cm) 5.662<br />
Toe FS Passive Mob<br />
(Paratie)<br />
1.758<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM6 62<br />
1: Stage 1 1: BM6 62<br />
1: Stage 1 1: BM6 62<br />
1: Stage 1 1: BM6 53<br />
1: Stage 1 1: BM6 82<br />
1: Stage 1 1: BM6 82<br />
1: Stage 1 1: BM6 82<br />
1: Stage 1 1: BM6 71<br />
2: Stage 2 1: BM6 N/A<br />
2: Stage 2 1: BM6 0<br />
1: Stage 1 1: BM6 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
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Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 176.24<br />
Wall Moment +M (kN-m) 176.24<br />
Wall Moment -M (kN-m) -0.659<br />
Wall Moment Check 0.348<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
507.147<br />
Wall Shear (kN) 74.03<br />
Wall Shear Check 0.076<br />
Wall Shear Capacity<br />
(kN/m)<br />
977.041<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM6 62<br />
1: Stage 1 1: BM6 62<br />
1: Stage 1 1: BM6 53<br />
1: Stage 1 1: BM6 62<br />
1: Stage 1 1: BM6 53<br />
1: Stage 1 1: BM6 82<br />
1: Stage 1 1: BM6 82<br />
1: Stage 1 1: BM6 71<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 154.13 154.13 176.24 176.24 118.56<br />
M stg2 (kN-m/m) 154.09 154.09 175.95 175.72 118.56<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 63.9 63.9 74.03 74.03 49.16<br />
V stg2 (kN/m) 63.83 63.83 73.07 73.01 48.96<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
G1 19.5 15.5 26 0 N/A N/A N/A 60000 180000 0.39 2.56 N/A N/A True Linear<br />
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G2 19.5 15.5 28 0 N/A N/A N/A 40000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
G1 0.35 - - 0.562 0.5 - - 50 33.33 3143.04 -<br />
G2 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM6, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-2.4 G1 1 0.56<br />
-6.8 G2 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: BM6<br />
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Sezioni paratia0: AZ 17<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -10.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 17 Z 0.7 138.43 37.9 0.851 62.992 0.851 31586 1665.1<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
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N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
1 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
2 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
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F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage<br />
0<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
1<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
2<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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15 PARATIA DI PALANCOLE LATO BOCCA DI MAGRA TIPOLOGIA 7<br />
Risultati per la Design Section 1: 0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 71.37 72.83 1.51 No supports No supports 1.725 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
71.37 72.83 1.51 No supports No supports 1.725 Calculation successful<br />
62.32 63.62 1.42 No supports No supports 1.594 Calculation successful<br />
58.17 71.34 1.26 No supports No supports 1.638 Calculation successful<br />
47.94 82.29 0.79 No supports No supports 2.291 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 1.51 0.5 71.37 71.37<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 1.51 0.5 71.37 71.37<br />
Calculation successful 1.42 0.71 62.32 62.32<br />
0: DM08_ITA: EQK - GEO Calculation successful 1.26 0.71 58.17 58.17<br />
0: DM08_ITA: EQK - STR Calculation successful 0.79 0.5 47.94 47.94<br />
Taglio paratia<br />
Taglio paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 72.83 72.83 0.193 0.193 0.1 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
72.83 72.83 0.193 0.193 0.1 N/A<br />
63.62 63.62 0.169 0.169 0.087 N/A<br />
0: DM08_ITA: EQK - GEO 71.34 71.34 0.157 0.157 0.098 N/A<br />
0: DM08_ITA: EQK - STR 82.29 82.29 0.13 0.13 0.113 N/A<br />
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Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
N/A No supports No supports No supports No supports No supports 3.21<br />
N/A No supports No supports No supports No supports No supports 3.21<br />
N/A No supports No supports No supports No supports No supports 2.6<br />
N/A No supports No supports No supports No supports No supports 2.6<br />
N/A No supports No supports No supports No supports No supports 3.21<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
2.285 1.725 2.287 N/A N/A N/A 1.021<br />
2.285 1.725 2.287 N/A N/A N/A 1.021<br />
2.08 1.594 2.077 N/A N/A N/A 1.021<br />
2.11 1.638 2.21 N/A N/A N/A 1.021<br />
3.008 2.291 2.95 N/A N/A N/A 1.532<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.193<br />
Wall Moment (kN-m/m) 71.371<br />
Wall Moment (kN-m) 71.371<br />
Wall Moment Capacity (kNm/m)<br />
369.704<br />
Wall Shear (kN/m) 82.289<br />
Wall Shear (kN) 82.289<br />
Wall Shear Check 0.113<br />
Wall Shear Capacity (kN/m) 727.657<br />
Wall Displacements (cm) 1.511<br />
Surface Settlements (cm) 0.709<br />
Toe FS Passive (Classic) 2.08<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM7 42<br />
1: Stage 1 1: BM7 42<br />
1: Stage 1 1: BM7 42<br />
1: Stage 1 1: BM7 39<br />
1: Stage 1 1: BM7 54<br />
1: Stage 1 1: BM7 54<br />
1: Stage 1 1: BM7 54<br />
1: Stage 1 1: BM7 54<br />
1: Stage 1 1: BM7 N/A<br />
1: Stage 1 1: BM7 0<br />
1: Stage 1 1: BM7 1<br />
Toe FS Rotation (Classic) 1.594 2: 0: DM08_ITA: 1: Stage 1 1: BM7 1<br />
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473
Toe FS Length (Classic) 2.077<br />
FS 1.0 Req. Embed (Classic)<br />
(m)<br />
2.84<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
1: Stage 1 1: BM7 1<br />
1: Stage 1 1: BM7 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 71.371<br />
Wall Moment +M (kN-m) 71.371<br />
Wall Moment -M (kN-m) 0<br />
Wall Moment Check 0.193<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
369.704<br />
Wall Shear (kN) 82.289<br />
Wall Shear Check 0.113<br />
Wall Shear Capacity<br />
(kN/m)<br />
727.657<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM7 42<br />
1: Stage 1 1: BM7 42<br />
0: Stage 0 1: BM7 39<br />
1: Stage 1 1: BM7 42<br />
1: Stage 1 1: BM7 39<br />
1: Stage 1 1: BM7 54<br />
1: Stage 1 1: BM7 54<br />
1: Stage 1 1: BM7 54<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 71.37 71.37 62.32 58.17 47.94<br />
M stg2 (kN-m/m) 34.29 34.29 31.16 51.03 43.02<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 72.83 72.83 56.37 56.28 82.29<br />
V stg2 (kN/m) 72.04 72.04 63.62 71.34 81.22<br />
Massima reazione vincolare<br />
Approccio di DS: 1 DS: 2 DS: 3 DS: 4<br />
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474
ase<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
A1 18.5 15 15 20 50 0 15 11000 33000 1 1 0.59 1.7 True Linear<br />
G1 19.5 15.5 26 0 N/A N/A N/A 60000 180000 0.39 2.56 N/A N/A True Linear<br />
G2 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
A1 0.35 0 0 0.741 0.5 - - 125 83.33 4714.57 -<br />
G1 0.35 - - 0.562 0.5 - - 50 33.33 3143.04 -<br />
G2 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM7, pos: (-20, 0)<br />
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475
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-2.6 A1 1 0.74<br />
-4.6 G1 1 0.56<br />
-6.7 G2 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: BM7<br />
Sezioni paratia0: AZ 12<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -8.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.3<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 12 Z 0.6 125.73 30.2 0.851 67.005 0.851 18135 1200<br />
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DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
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1 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
2 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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479
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
0 DR<br />
Earth<br />
N/A 1 6.54 7.003 6.54<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
1 DR<br />
Earth<br />
N/A 1 1.725 1.725 2.285<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
2 DR<br />
Earth<br />
N/A 1 2.864 2.864 3.142<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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Risultati per la Design Section 2: 0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 71.37 72.83 1.51 No supports No supports 1.725 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
71.37 72.83 1.51 No supports No supports 1.725 Calculation successful<br />
62.32 63.62 1.42 No supports No supports 1.594 Calculation successful<br />
58.17 71.34 1.26 No supports No supports 1.638 Calculation successful<br />
47.94 82.29 0.79 No supports No supports 2.291 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 1.51 0.5 71.37 71.37<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 1.51 0.5 71.37 71.37<br />
Calculation successful 1.42 0.71 62.32 62.32<br />
0: DM08_ITA: EQK - GEO Calculation successful 1.26 0.71 58.17 58.17<br />
0: DM08_ITA: EQK - STR Calculation successful 0.79 0.5 47.94 47.94<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 72.83 72.83 0.193 0.193 0.1 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
72.83 72.83 0.193 0.193 0.1 N/A<br />
63.62 63.62 0.169 0.169 0.087 N/A<br />
0: DM08_ITA: EQK - GEO 71.34 71.34 0.157 0.157 0.098 N/A<br />
0: DM08_ITA: EQK - STR 82.29 82.29 0.13 0.13 0.113 N/A<br />
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Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
N/A No supports No supports No supports No supports No supports 3.21<br />
N/A No supports No supports No supports No supports No supports 3.21<br />
N/A No supports No supports No supports No supports No supports 2.6<br />
N/A No supports No supports No supports No supports No supports 2.6<br />
N/A No supports No supports No supports No supports No supports 3.21<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
2.285 1.725 2.287 N/A N/A N/A 1.021<br />
2.285 1.725 2.287 N/A N/A N/A 1.021<br />
2.08 1.594 2.077 N/A N/A N/A 1.021<br />
2.11 1.638 2.21 N/A N/A N/A 1.021<br />
3.008 2.291 2.95 N/A N/A N/A 1.532<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.193<br />
Wall Moment (kN-m/m) 71.371<br />
Wall Moment (kN-m) 71.371<br />
Wall Moment Capacity (kNm/m)<br />
369.704<br />
Wall Shear (kN/m) 82.289<br />
Wall Shear (kN) 82.289<br />
Wall Shear Check 0.113<br />
Wall Shear Capacity (kN/m) 727.657<br />
Wall Displacements (cm) 1.511<br />
Surface Settlements (cm) 0.709<br />
Toe FS Passive (Classic) 2.08<br />
Toe FS Rotation (Classic) 1.594<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM7 42<br />
1: Stage 1 1: BM7 42<br />
1: Stage 1 1: BM7 42<br />
1: Stage 1 1: BM7 39<br />
1: Stage 1 1: BM7 54<br />
1: Stage 1 1: BM7 54<br />
1: Stage 1 1: BM7 54<br />
1: Stage 1 1: BM7 54<br />
1: Stage 1 1: BM7 N/A<br />
1: Stage 1 1: BM7 0<br />
1: Stage 1 1: BM7 1<br />
1: Stage 1 1: BM7 1<br />
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Toe FS Length (Classic) 2.077<br />
FS 1.0 Req. Embed (Classic)<br />
(m)<br />
2.84<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
1: Stage 1 1: BM7 1<br />
1: Stage 1 1: BM7 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 71.371<br />
Wall Moment +M (kN-m) 71.371<br />
Wall Moment -M (kN-m) 0<br />
Wall Moment Check 0.193<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
369.704<br />
Wall Shear (kN) 82.289<br />
Wall Shear Check 0.113<br />
Wall Shear Capacity<br />
(kN/m)<br />
727.657<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM7 42<br />
1: Stage 1 1: BM7 42<br />
0: Stage 0 1: BM7 39<br />
1: Stage 1 1: BM7 42<br />
1: Stage 1 1: BM7 39<br />
1: Stage 1 1: BM7 54<br />
1: Stage 1 1: BM7 54<br />
1: Stage 1 1: BM7 54<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 71.37 71.37 62.32 58.17 47.94<br />
M stg2 (kN-m/m) 34.29 34.29 31.16 51.03 43.02<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 72.83 72.83 56.37 56.28 82.29<br />
V stg2 (kN/m) 72.04 72.04 63.62 71.34 81.22<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
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Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
A1 18.5 15 15 20 50 0 15 11000 33000 1 1 0.59 1.7 True Linear<br />
G1 19.5 15.5 26 0 N/A N/A N/A 60000 180000 0.39 2.56 N/A N/A True Linear<br />
G2 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
A1 0.35 0 0 0.741 0.5 - - 125 83.33 4714.57 -<br />
G1 0.35 - - 0.562 0.5 - - 50 33.33 3143.04 -<br />
G2 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM7, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
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488
-2.6 A1 1 0.74<br />
-4.6 G1 1 0.56<br />
-6.7 G2 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: BM7<br />
Sezioni paratia0: AZ 12<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -8.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.3<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 12 Z 0.6 125.73 30.2 0.851 67.005 0.851 18135 1200<br />
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DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
1 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
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Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
ka- Htr<br />
Name Analysis Drive<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe Toe<br />
Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
N/A 1 5.857 6.353 5.857<br />
0 DR<br />
Earth<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
N/A 1 1.594 1.594 2.08<br />
1 DR<br />
Earth<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
N/A 1 2.505 2.505 2.758<br />
2 DR<br />
Earth<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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Risultati per la Design Section 3: 0: DM08_ITA: EQK - GEO<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 71.37 72.83 1.51 No supports No supports 1.725 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
71.37 72.83 1.51 No supports No supports 1.725 Calculation successful<br />
62.32 63.62 1.42 No supports No supports 1.594 Calculation successful<br />
58.17 71.34 1.26 No supports No supports 1.638 Calculation successful<br />
47.94 82.29 0.79 No supports No supports 2.291 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 1.51 0.5 71.37 71.37<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 1.51 0.5 71.37 71.37<br />
Calculation successful 1.42 0.71 62.32 62.32<br />
0: DM08_ITA: EQK - GEO Calculation successful 1.26 0.71 58.17 58.17<br />
0: DM08_ITA: EQK - STR Calculation successful 0.79 0.5 47.94 47.94<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 72.83 72.83 0.193 0.193 0.1 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
72.83 72.83 0.193 0.193 0.1 N/A<br />
63.62 63.62 0.169 0.169 0.087 N/A<br />
0: DM08_ITA: EQK - GEO 71.34 71.34 0.157 0.157 0.098 N/A<br />
0: DM08_ITA: EQK - STR 82.29 82.29 0.13 0.13 0.113 N/A<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
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Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
N/A No supports No supports No supports No supports No supports 3.21<br />
N/A No supports No supports No supports No supports No supports 3.21<br />
N/A No supports No supports No supports No supports No supports 2.6<br />
N/A No supports No supports No supports No supports No supports 2.6<br />
N/A No supports No supports No supports No supports No supports 3.21<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
2.285 1.725 2.287 N/A N/A N/A 1.021<br />
2.285 1.725 2.287 N/A N/A N/A 1.021<br />
2.08 1.594 2.077 N/A N/A N/A 1.021<br />
2.11 1.638 2.21 N/A N/A N/A 1.021<br />
3.008 2.291 2.95 N/A N/A N/A 1.532<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.193<br />
Wall Moment (kN-m/m) 71.371<br />
Wall Moment (kN-m) 71.371<br />
Wall Moment Capacity (kNm/m)<br />
369.704<br />
Wall Shear (kN/m) 82.289<br />
Wall Shear (kN) 82.289<br />
Wall Shear Check 0.113<br />
Wall Shear Capacity (kN/m) 727.657<br />
Wall Displacements (cm) 1.511<br />
Surface Settlements (cm) 0.709<br />
Toe FS Passive (Classic) 2.08<br />
Toe FS Rotation (Classic) 1.594<br />
Toe FS Length (Classic) 2.077<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM7 42<br />
1: Stage 1 1: BM7 42<br />
1: Stage 1 1: BM7 42<br />
1: Stage 1 1: BM7 39<br />
1: Stage 1 1: BM7 54<br />
1: Stage 1 1: BM7 54<br />
1: Stage 1 1: BM7 54<br />
1: Stage 1 1: BM7 54<br />
1: Stage 1 1: BM7 N/A<br />
1: Stage 1 1: BM7 0<br />
1: Stage 1 1: BM7 1<br />
1: Stage 1 1: BM7 1<br />
1: Stage 1 1: BM7 1<br />
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FS 1.0 Req. Embed (Classic)<br />
(m)<br />
2.84<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
1: Stage 1 1: BM7 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 71.371<br />
Wall Moment +M (kN-m) 71.371<br />
Wall Moment -M (kN-m) 0<br />
Wall Moment Check 0.193<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
369.704<br />
Wall Shear (kN) 82.289<br />
Wall Shear Check 0.113<br />
Wall Shear Capacity<br />
(kN/m)<br />
727.657<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM7 42<br />
1: Stage 1 1: BM7 42<br />
0: Stage 0 1: BM7 39<br />
1: Stage 1 1: BM7 42<br />
1: Stage 1 1: BM7 39<br />
1: Stage 1 1: BM7 54<br />
1: Stage 1 1: BM7 54<br />
1: Stage 1 1: BM7 54<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 71.37 71.37 62.32 58.17 47.94<br />
M stg2 (kN-m/m) 34.29 34.29 31.16 51.03 43.02<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 72.83 72.83 56.37 56.28 82.29<br />
V stg2 (kN/m) 72.04 72.04 63.62 71.34 81.22<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
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DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
A1 18.5 15 15 20 50 0 15 11000 33000 1 1 0.59 1.7 True Linear<br />
G1 19.5 15.5 26 0 N/A N/A N/A 60000 180000 0.39 2.56 N/A N/A True Linear<br />
G2 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
A1 0.35 0 0 0.741 0.5 - - 125 83.33 4714.57 -<br />
G1 0.35 - - 0.562 0.5 - - 50 33.33 3143.04 -<br />
G2 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM7, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-2.6 A1 1 0.74<br />
-4.6 G1 1 0.56<br />
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-6.7 G2 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: BM7<br />
Sezioni paratia0: AZ 12<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -8.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.3<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 12 Z 0.6 125.73 30.2 0.851 67.005 0.851 18135 1200<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
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502
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
1 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
Stage=Fase di scavo<br />
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Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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505
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
ka- Htr<br />
Name Analysis Drive<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe Toe<br />
Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
N/A 1 5.857 6.353 5.857<br />
0 DR<br />
Earth<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
N/A 1 1.638 1.638 2.11<br />
1 DR<br />
Earth<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
N/A 1 2.11 2.11 2.572<br />
2 DR<br />
Earth<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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Risultati per la Design Section 4: 0: DM08_ITA: EQK - STR<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 71.37 72.83 1.51 No supports No supports 1.725 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
71.37 72.83 1.51 No supports No supports 1.725 Calculation successful<br />
62.32 63.62 1.42 No supports No supports 1.594 Calculation successful<br />
58.17 71.34 1.26 No supports No supports 1.638 Calculation successful<br />
47.94 82.29 0.79 No supports No supports 2.291 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 1.51 0.5 71.37 71.37<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 1.51 0.5 71.37 71.37<br />
Calculation successful 1.42 0.71 62.32 62.32<br />
0: DM08_ITA: EQK - GEO Calculation successful 1.26 0.71 58.17 58.17<br />
0: DM08_ITA: EQK - STR Calculation successful 0.79 0.5 47.94 47.94<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 72.83 72.83 0.193 0.193 0.1 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
72.83 72.83 0.193 0.193 0.1 N/A<br />
63.62 63.62 0.169 0.169 0.087 N/A<br />
0: DM08_ITA: EQK - GEO 71.34 71.34 0.157 0.157 0.098 N/A<br />
0: DM08_ITA: EQK - STR 82.29 82.29 0.13 0.13 0.113 N/A<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
2533-06-00103.DOC<br />
511
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
N/A No supports No supports No supports No supports No supports 3.21<br />
N/A No supports No supports No supports No supports No supports 3.21<br />
N/A No supports No supports No supports No supports No supports 2.6<br />
N/A No supports No supports No supports No supports No supports 2.6<br />
N/A No supports No supports No supports No supports No supports 3.21<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
2.285 1.725 2.287 N/A N/A N/A 1.021<br />
2.285 1.725 2.287 N/A N/A N/A 1.021<br />
2.08 1.594 2.077 N/A N/A N/A 1.021<br />
2.11 1.638 2.21 N/A N/A N/A 1.021<br />
3.008 2.291 2.95 N/A N/A N/A 1.532<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.193<br />
Wall Moment (kN-m/m) 71.371<br />
Wall Moment (kN-m) 71.371<br />
Wall Moment Capacity (kNm/m)<br />
369.704<br />
Wall Shear (kN/m) 82.289<br />
Wall Shear (kN) 82.289<br />
Wall Shear Check 0.113<br />
Wall Shear Capacity (kN/m) 727.657<br />
Wall Displacements (cm) 1.511<br />
Surface Settlements (cm) 0.709<br />
Toe FS Passive (Classic) 2.08<br />
Toe FS Rotation (Classic) 1.594<br />
Toe FS Length (Classic) 2.077<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM7 42<br />
1: Stage 1 1: BM7 42<br />
1: Stage 1 1: BM7 42<br />
1: Stage 1 1: BM7 39<br />
1: Stage 1 1: BM7 54<br />
1: Stage 1 1: BM7 54<br />
1: Stage 1 1: BM7 54<br />
1: Stage 1 1: BM7 54<br />
1: Stage 1 1: BM7 N/A<br />
1: Stage 1 1: BM7 0<br />
1: Stage 1 1: BM7 1<br />
1: Stage 1 1: BM7 1<br />
1: Stage 1 1: BM7 1<br />
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FS 1.0 Req. Embed (Classic)<br />
(m)<br />
2.84<br />
2: 0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
1: Stage 1 1: BM7 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 71.371<br />
Wall Moment +M (kN-m) 71.371<br />
Wall Moment -M (kN-m) 0<br />
Wall Moment Check 0.193<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
369.704<br />
Wall Shear (kN) 82.289<br />
Wall Shear Check 0.113<br />
Wall Shear Capacity<br />
(kN/m)<br />
727.657<br />
Approccio di<br />
progetto<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: BM7 42<br />
1: Stage 1 1: BM7 42<br />
0: Stage 0 1: BM7 39<br />
1: Stage 1 1: BM7 42<br />
1: Stage 1 1: BM7 39<br />
1: Stage 1 1: BM7 54<br />
1: Stage 1 1: BM7 54<br />
1: Stage 1 1: BM7 54<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 71.37 71.37 62.32 58.17 47.94<br />
M stg2 (kN-m/m) 34.29 34.29 31.16 51.03 43.02<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 72.83 72.83 56.37 56.28 82.29<br />
V stg2 (kN/m) 72.04 72.04 63.62 71.34 81.22<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
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513
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
A1 18.5 15 15 20 50 0 15 11000 33000 1 1 0.59 1.7 True Linear<br />
G1 19.5 15.5 26 0 N/A N/A N/A 60000 180000 0.39 2.56 N/A N/A True Linear<br />
G2 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
A1 0.35 0 0 0.741 0.5 - - 125 83.33 4714.57 -<br />
G1 0.35 - - 0.562 0.5 - - 50 33.33 3143.04 -<br />
G2 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: BM7, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-2.6 A1 1 0.74<br />
-4.6 G1 1 0.56<br />
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514
-6.7 G2 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: BM7<br />
Sezioni paratia0: AZ 12<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -8.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.3<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 12 Z 0.6 125.73 30.2 0.851 67.005 0.851 18135 1200<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
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515
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
1 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
2 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
Stage=Fase di scavo<br />
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Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
0 DR<br />
Earth<br />
N/A 1 8.501 9.104 8.501<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
1 DR<br />
Earth<br />
N/A 1 2.291 2.291 3.008<br />
Stage Conventional-<br />
Free<br />
Ka N/A N/A Kp N/A<br />
2 DR<br />
Earth<br />
N/A 1 3.036 3.036 3.756<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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16 PARATIA DI PALANCOLE LATO FIUMARETTA TIPOLOGIA 1<br />
Risultati per la Design Section 1: 0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 225.42 89.6 6.91 No supports No supports 2.355 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
225.42 89.6 6.91 No supports No supports 2.355 Calculation successful<br />
261.06 94.09 14.52 No supports No supports 1.781 Calculation successful<br />
261.06 94.09 14.74 No supports No supports 1.781 Calculation successful<br />
173.57 68.92 7.13 No supports No supports 2.355 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 6.91 3.82 225.42 225.42<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 6.91 3.82 225.42 225.42<br />
Calculation successful 14.52 9.27 261.06 261.06<br />
0: DM08_ITA: EQK - GEO Calculation successful 14.74 9.34 261.06 261.06<br />
0: DM08_ITA: EQK - STR Calculation successful 7.13 3.89 173.57 173.57<br />
Taglio paratia<br />
Taglio paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 89.6 89.6 0.444 0.444 0.092 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
89.6 89.6 0.444 0.444 0.092 N/A<br />
94.09 94.09 0.515 0.515 0.096 N/A<br />
0: DM08_ITA: EQK - GEO 94.09 94.09 0.515 0.515 0.096 N/A<br />
0: DM08_ITA: EQK - STR 68.92 68.92 0.342 0.342 0.071 N/A<br />
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524
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
N/A No supports No supports No supports No supports No supports 2.19<br />
N/A No supports No supports No supports No supports No supports 2.19<br />
N/A No supports No supports No supports No supports No supports 1.804<br />
N/A No supports No supports No supports No supports No supports 1.804<br />
N/A No supports No supports No supports No supports No supports 2.19<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
N/A N/A N/A N/A 2.355 1.214 1.283<br />
N/A N/A N/A N/A 2.355 1.214 1.283<br />
N/A N/A N/A N/A 1.781 1.122 1.283<br />
N/A N/A N/A N/A 1.781 1.122 1.283<br />
N/A N/A N/A N/A 2.355 1.214 1.925<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.515<br />
Wall Moment (kN-m/m) 261.06<br />
Wall Moment (kN-m) 261.06<br />
Wall Moment Capacity (kNm/m)<br />
507.147<br />
Wall Shear (kN/m) 94.092<br />
Wall Shear (kN) 94.092<br />
Wall Shear Check 0.096<br />
Wall Shear Capacity (kN/m) 977.041<br />
Wall Displacements (cm) 14.743<br />
Surface Settlements (cm) 9.337<br />
Toe FS Passive Mob<br />
(Paratie)<br />
1.781<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR1 60<br />
1: Stage 1 1: FR1 60<br />
1: Stage 1 1: FR1 60<br />
2: Stage 2 1: FR1 51<br />
1: Stage 1 1: FR1 78<br />
1: Stage 1 1: FR1 78<br />
1: Stage 1 1: FR1 78<br />
1: Stage 1 1: FR1 66<br />
2: Stage 2 1: FR1 N/A<br />
2: Stage 2 1: FR1 0<br />
1: Stage 1 1: FR1 1<br />
Risultati vincoli<br />
Valore critico<br />
Approccio di<br />
progetto<br />
Fase critica Paratia critica Indice voci critiche<br />
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Results not available<br />
Results not<br />
available<br />
Results not<br />
available<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 261.06<br />
Wall Moment +M (kN-m) 261.06<br />
Wall Moment -M (kN-m) -5.616<br />
Wall Moment Check 0.515<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
507.147<br />
Wall Shear (kN) 94.092<br />
Wall Shear Check 0.096<br />
Wall Shear Capacity<br />
(kN/m)<br />
977.041<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR1 60<br />
1: Stage 1 1: FR1 60<br />
1: Stage 1 1: FR1 51<br />
1: Stage 1 1: FR1 60<br />
2: Stage 2 1: FR1 51<br />
1: Stage 1 1: FR1 78<br />
1: Stage 1 1: FR1 78<br />
1: Stage 1 1: FR1 66<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 225.42 225.42 261.06 261.06 173.4<br />
M stg2 (kN-m/m) 225.04 225.04 260.95 260.38 173.57<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 89.6 89.6 94.09 94.09 68.92<br />
V stg2 (kN/m) 89.54 89.54 93.86 93.73 68.58<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
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526
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
G4 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
G3 19.5 15.5 27 0 N/A N/A N/A 60000 180000 0.38 2.66 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
G4 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
G3 0.35 - - 0.546 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: FR1, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-2.7 G4 1 0.53<br />
-7.5 G3 1 0.55<br />
DATI PARATIE<br />
Sezioni paratia0: FR1<br />
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527
Sezioni paratia0: AZ 17<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -12.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 17 Z 0.7 138.43 37.9 0.851 62.992 0.851 31586 1665.1<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
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N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
1 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
2 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
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F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage<br />
0<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
1<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
2<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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Risultati per la Design Section 2: 0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 225.42 89.6 6.91 No supports No supports 2.355 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
225.42 89.6 6.91 No supports No supports 2.355 Calculation successful<br />
261.06 94.09 14.52 No supports No supports 1.781 Calculation successful<br />
261.06 94.09 14.74 No supports No supports 1.781 Calculation successful<br />
173.57 68.92 7.13 No supports No supports 2.355 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 6.91 3.82 225.42 225.42<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 6.91 3.82 225.42 225.42<br />
Calculation successful 14.52 9.27 261.06 261.06<br />
0: DM08_ITA: EQK - GEO Calculation successful 14.74 9.34 261.06 261.06<br />
0: DM08_ITA: EQK - STR Calculation successful 7.13 3.89 173.57 173.57<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 89.6 89.6 0.444 0.444 0.092 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
89.6 89.6 0.444 0.444 0.092 N/A<br />
94.09 94.09 0.515 0.515 0.096 N/A<br />
0: DM08_ITA: EQK - GEO 94.09 94.09 0.515 0.515 0.096 N/A<br />
0: DM08_ITA: EQK - STR 68.92 68.92 0.342 0.342 0.071 N/A<br />
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Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
N/A No supports No supports No supports No supports No supports 2.19<br />
N/A No supports No supports No supports No supports No supports 2.19<br />
N/A No supports No supports No supports No supports No supports 1.804<br />
N/A No supports No supports No supports No supports No supports 1.804<br />
N/A No supports No supports No supports No supports No supports 2.19<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
N/A N/A N/A N/A 2.355 1.214 1.283<br />
N/A N/A N/A N/A 2.355 1.214 1.283<br />
N/A N/A N/A N/A 1.781 1.122 1.283<br />
N/A N/A N/A N/A 1.781 1.122 1.283<br />
N/A N/A N/A N/A 2.355 1.214 1.925<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.515<br />
Wall Moment (kN-m/m) 261.06<br />
Wall Moment (kN-m) 261.06<br />
Wall Moment Capacity (kNm/m)<br />
507.147<br />
Wall Shear (kN/m) 94.092<br />
Wall Shear (kN) 94.092<br />
Wall Shear Check 0.096<br />
Wall Shear Capacity (kN/m) 977.041<br />
Wall Displacements (cm) 14.743<br />
Surface Settlements (cm) 9.337<br />
Toe FS Passive Mob<br />
(Paratie)<br />
1.781<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR1 60<br />
1: Stage 1 1: FR1 60<br />
1: Stage 1 1: FR1 60<br />
2: Stage 2 1: FR1 51<br />
1: Stage 1 1: FR1 78<br />
1: Stage 1 1: FR1 78<br />
1: Stage 1 1: FR1 78<br />
1: Stage 1 1: FR1 66<br />
2: Stage 2 1: FR1 N/A<br />
2: Stage 2 1: FR1 0<br />
1: Stage 1 1: FR1 1<br />
Risultati vincoli<br />
Valore critico<br />
Approccio di<br />
progetto<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not available Results not Results not Results not Results not available Results not available<br />
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available available available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 261.06<br />
Wall Moment +M (kN-m) 261.06<br />
Wall Moment -M (kN-m) -5.616<br />
Wall Moment Check 0.515<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
507.147<br />
Wall Shear (kN) 94.092<br />
Wall Shear Check 0.096<br />
Wall Shear Capacity<br />
(kN/m)<br />
977.041<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR1 60<br />
1: Stage 1 1: FR1 60<br />
1: Stage 1 1: FR1 51<br />
1: Stage 1 1: FR1 60<br />
2: Stage 2 1: FR1 51<br />
1: Stage 1 1: FR1 78<br />
1: Stage 1 1: FR1 78<br />
1: Stage 1 1: FR1 66<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 225.42 225.42 261.06 261.06 173.4<br />
M stg2 (kN-m/m) 225.04 225.04 260.95 260.38 173.57<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 89.6 89.6 94.09 94.09 68.92<br />
V stg2 (kN/m) 89.54 89.54 93.86 93.73 68.58<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
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539
G4 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
G3 19.5 15.5 27 0 N/A N/A N/A 60000 180000 0.38 2.66 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
G4 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
G3 0.35 - - 0.546 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: FR1, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-2.7 G4 1 0.53<br />
-7.5 G3 1 0.55<br />
DATI PARATIE<br />
Sezioni paratia0: FR1<br />
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540
Sezioni paratia0: AZ 17<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -12.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 17 Z 0.7 138.43 37.9 0.851 62.992 0.851 31586 1665.1<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
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541
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
1 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
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F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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544
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage<br />
0<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
1<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
2<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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546
2533-06-00103.DOC<br />
547
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Risultati per la Design Section 3: 0: DM08_ITA: EQK - GEO<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 225.42 89.6 6.91 No supports No supports 2.355 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
225.42 89.6 6.91 No supports No supports 2.355 Calculation successful<br />
261.06 94.09 14.52 No supports No supports 1.781 Calculation successful<br />
261.06 94.09 14.74 No supports No supports 1.781 Calculation successful<br />
173.57 68.92 7.13 No supports No supports 2.355 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 6.91 3.82 225.42 225.42<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 6.91 3.82 225.42 225.42<br />
Calculation successful 14.52 9.27 261.06 261.06<br />
0: DM08_ITA: EQK - GEO Calculation successful 14.74 9.34 261.06 261.06<br />
0: DM08_ITA: EQK - STR Calculation successful 7.13 3.89 173.57 173.57<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 89.6 89.6 0.444 0.444 0.092 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
89.6 89.6 0.444 0.444 0.092 N/A<br />
94.09 94.09 0.515 0.515 0.096 N/A<br />
0: DM08_ITA: EQK - GEO 94.09 94.09 0.515 0.515 0.096 N/A<br />
0: DM08_ITA: EQK - STR 68.92 68.92 0.342 0.342 0.071 N/A<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
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Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
N/A No supports No supports No supports No supports No supports 2.19<br />
N/A No supports No supports No supports No supports No supports 2.19<br />
N/A No supports No supports No supports No supports No supports 1.804<br />
N/A No supports No supports No supports No supports No supports 1.804<br />
N/A No supports No supports No supports No supports No supports 2.19<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
N/A N/A N/A N/A 2.355 1.214 1.283<br />
N/A N/A N/A N/A 2.355 1.214 1.283<br />
N/A N/A N/A N/A 1.781 1.122 1.283<br />
N/A N/A N/A N/A 1.781 1.122 1.283<br />
N/A N/A N/A N/A 2.355 1.214 1.925<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.515<br />
Wall Moment (kN-m/m) 261.06<br />
Wall Moment (kN-m) 261.06<br />
Wall Moment Capacity (kNm/m)<br />
507.147<br />
Wall Shear (kN/m) 94.092<br />
Wall Shear (kN) 94.092<br />
Wall Shear Check 0.096<br />
Wall Shear Capacity (kN/m) 977.041<br />
Wall Displacements (cm) 14.743<br />
Surface Settlements (cm) 9.337<br />
Toe FS Passive Mob<br />
(Paratie)<br />
1.781<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR1 60<br />
1: Stage 1 1: FR1 60<br />
1: Stage 1 1: FR1 60<br />
2: Stage 2 1: FR1 51<br />
1: Stage 1 1: FR1 78<br />
1: Stage 1 1: FR1 78<br />
1: Stage 1 1: FR1 78<br />
1: Stage 1 1: FR1 66<br />
2: Stage 2 1: FR1 N/A<br />
2: Stage 2 1: FR1 0<br />
1: Stage 1 1: FR1 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
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Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 261.06<br />
Wall Moment +M (kN-m) 261.06<br />
Wall Moment -M (kN-m) -5.616<br />
Wall Moment Check 0.515<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
507.147<br />
Wall Shear (kN) 94.092<br />
Wall Shear Check 0.096<br />
Wall Shear Capacity<br />
(kN/m)<br />
977.041<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR1 60<br />
1: Stage 1 1: FR1 60<br />
1: Stage 1 1: FR1 51<br />
1: Stage 1 1: FR1 60<br />
2: Stage 2 1: FR1 51<br />
1: Stage 1 1: FR1 78<br />
1: Stage 1 1: FR1 78<br />
1: Stage 1 1: FR1 66<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 225.42 225.42 261.06 261.06 173.4<br />
M stg2 (kN-m/m) 225.04 225.04 260.95 260.38 173.57<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 89.6 89.6 94.09 94.09 68.92<br />
V stg2 (kN/m) 89.54 89.54 93.86 93.73 68.58<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
G4 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
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G3 19.5 15.5 27 0 N/A N/A N/A 60000 180000 0.38 2.66 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
G4 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
G3 0.35 - - 0.546 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: FR1, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-2.7 G4 1 0.53<br />
-7.5 G3 1 0.55<br />
DATI PARATIE<br />
Sezioni paratia0: FR1<br />
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553
Sezioni paratia0: AZ 17<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -12.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 17 Z 0.7 138.43 37.9 0.851 62.992 0.851 31586 1665.1<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
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N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
1 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
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F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage<br />
0<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
1<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
2<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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Risultati per la Design Section 4: 0: DM08_ITA: EQK - STR<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 225.42 89.6 6.91 No supports No supports 2.355 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
225.42 89.6 6.91 No supports No supports 2.355 Calculation successful<br />
261.06 94.09 14.52 No supports No supports 1.781 Calculation successful<br />
261.06 94.09 14.74 No supports No supports 1.781 Calculation successful<br />
173.57 68.92 7.13 No supports No supports 2.355 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 6.91 3.82 225.42 225.42<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 6.91 3.82 225.42 225.42<br />
Calculation successful 14.52 9.27 261.06 261.06<br />
0: DM08_ITA: EQK - GEO Calculation successful 14.74 9.34 261.06 261.06<br />
0: DM08_ITA: EQK - STR Calculation successful 7.13 3.89 173.57 173.57<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 89.6 89.6 0.444 0.444 0.092 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
89.6 89.6 0.444 0.444 0.092 N/A<br />
94.09 94.09 0.515 0.515 0.096 N/A<br />
0: DM08_ITA: EQK - GEO 94.09 94.09 0.515 0.515 0.096 N/A<br />
0: DM08_ITA: EQK - STR 68.92 68.92 0.342 0.342 0.071 N/A<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
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563
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
N/A No supports No supports No supports No supports No supports 2.19<br />
N/A No supports No supports No supports No supports No supports 2.19<br />
N/A No supports No supports No supports No supports No supports 1.804<br />
N/A No supports No supports No supports No supports No supports 1.804<br />
N/A No supports No supports No supports No supports No supports 2.19<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
N/A N/A N/A N/A 2.355 1.214 1.283<br />
N/A N/A N/A N/A 2.355 1.214 1.283<br />
N/A N/A N/A N/A 1.781 1.122 1.283<br />
N/A N/A N/A N/A 1.781 1.122 1.283<br />
N/A N/A N/A N/A 2.355 1.214 1.925<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.515<br />
Wall Moment (kN-m/m) 261.06<br />
Wall Moment (kN-m) 261.06<br />
Wall Moment Capacity (kNm/m)<br />
507.147<br />
Wall Shear (kN/m) 94.092<br />
Wall Shear (kN) 94.092<br />
Wall Shear Check 0.096<br />
Wall Shear Capacity (kN/m) 977.041<br />
Wall Displacements (cm) 14.743<br />
Surface Settlements (cm) 9.337<br />
Toe FS Passive Mob<br />
(Paratie)<br />
1.781<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR1 60<br />
1: Stage 1 1: FR1 60<br />
1: Stage 1 1: FR1 60<br />
2: Stage 2 1: FR1 51<br />
1: Stage 1 1: FR1 78<br />
1: Stage 1 1: FR1 78<br />
1: Stage 1 1: FR1 78<br />
1: Stage 1 1: FR1 66<br />
2: Stage 2 1: FR1 N/A<br />
2: Stage 2 1: FR1 0<br />
1: Stage 1 1: FR1 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
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564
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 261.06<br />
Wall Moment +M (kN-m) 261.06<br />
Wall Moment -M (kN-m) -5.616<br />
Wall Moment Check 0.515<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
507.147<br />
Wall Shear (kN) 94.092<br />
Wall Shear Check 0.096<br />
Wall Shear Capacity<br />
(kN/m)<br />
977.041<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR1 60<br />
1: Stage 1 1: FR1 60<br />
1: Stage 1 1: FR1 51<br />
1: Stage 1 1: FR1 60<br />
2: Stage 2 1: FR1 51<br />
1: Stage 1 1: FR1 78<br />
1: Stage 1 1: FR1 78<br />
1: Stage 1 1: FR1 66<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 225.42 225.42 261.06 261.06 173.4<br />
M stg2 (kN-m/m) 225.04 225.04 260.95 260.38 173.57<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 89.6 89.6 94.09 94.09 68.92<br />
V stg2 (kN/m) 89.54 89.54 93.86 93.73 68.58<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
G4 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
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565
G3 19.5 15.5 27 0 N/A N/A N/A 60000 180000 0.38 2.66 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
G4 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
G3 0.35 - - 0.546 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: FR1, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-2.7 G4 1 0.53<br />
-7.5 G3 1 0.55<br />
DATI PARATIE<br />
Sezioni paratia0: FR1<br />
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566
Sezioni paratia0: AZ 17<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -12.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 17 Z 0.7 138.43 37.9 0.851 62.992 0.851 31586 1665.1<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
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567
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
1 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
2 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
2533-06-00103.DOC<br />
568
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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569
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570
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage<br />
0<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
1<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
2<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
571
2533-06-00103.DOC<br />
572
2533-06-00103.DOC<br />
573
2533-06-00103.DOC<br />
574
2533-06-00103.DOC<br />
575
17 PARATIA DI PALANCOLE LATO FIUMARETTA TIPOLOGIA 2<br />
Risultati per la Design Section 1: 0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 153.87 73.66 3.17 No supports No supports 2.452 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
153.87 73.66 3.17 No supports No supports 2.452 Calculation successful<br />
213.59 76.75 8.9 No supports No supports 1.879 Calculation successful<br />
213.59 76.75 8.99 No supports No supports 1.879 Calculation successful<br />
133.36 56.66 3.95 No supports No supports 2.445 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 3.17 1.94 153.87 153.87<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 3.17 1.94 153.87 153.87<br />
Calculation successful 8.9 5.8 213.59 213.59<br />
0: DM08_ITA: EQK - GEO Calculation successful 8.99 5.81 213.59 213.59<br />
0: DM08_ITA: EQK - STR Calculation successful 3.95 2.3 133.36 133.36<br />
Taglio paratia<br />
Taglio paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 73.66 73.66 0.246 0.246 0.061 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
73.66 73.66 0.246 0.246 0.061 N/A<br />
76.75 76.75 0.342 0.342 0.064 N/A<br />
0: DM08_ITA: EQK - GEO 76.75 76.75 0.342 0.342 0.064 N/A<br />
0: DM08_ITA: EQK - STR 56.66 56.66 0.213 0.213 0.047 N/A<br />
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576
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
N/A No supports No supports No supports No supports No supports 2.212<br />
N/A No supports No supports No supports No supports No supports 2.212<br />
N/A No supports No supports No supports No supports No supports 1.857<br />
N/A No supports No supports No supports No supports No supports 1.857<br />
N/A No supports No supports No supports No supports No supports 2.212<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
N/A N/A N/A N/A 2.452 1.212 1.32<br />
N/A N/A N/A N/A 2.452 1.212 1.32<br />
N/A N/A N/A N/A 1.879 1.105 1.32<br />
N/A N/A N/A N/A 1.879 1.105 1.32<br />
N/A N/A N/A N/A 2.445 1.216 1.98<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.342<br />
Wall Moment (kN-m/m) 213.59<br />
Wall Moment (kN-m) 213.59<br />
Wall Moment Capacity (kNm/m)<br />
625.176<br />
Wall Shear (kN/m) 76.747<br />
Wall Shear (kN) 76.747<br />
Wall Shear Check 0.064<br />
Wall Shear Capacity (kN/m) 1204.432<br />
Wall Displacements (cm) 8.992<br />
Surface Settlements (cm) 5.812<br />
Toe FS Passive Mob<br />
(Paratie)<br />
1.879<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR2 59<br />
1: Stage 1 1: FR2 59<br />
1: Stage 1 1: FR2 59<br />
1: Stage 1 1: FR2 51<br />
1: Stage 1 1: FR2 76<br />
1: Stage 1 1: FR2 76<br />
1: Stage 1 1: FR2 76<br />
1: Stage 1 1: FR2 33<br />
2: Stage 2 1: FR2 N/A<br />
2: Stage 2 1: FR2 0<br />
1: Stage 1 1: FR2 1<br />
Risultati vincoli<br />
Valore critico<br />
Approccio di<br />
progetto<br />
Fase critica Paratia critica Indice voci critiche<br />
2533-06-00103.DOC<br />
577
Results not available<br />
Results not<br />
available<br />
Results not<br />
available<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 213.59<br />
Wall Moment +M (kN-m) 213.59<br />
Wall Moment -M (kN-m) -84.5<br />
Wall Moment Check 0.342<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
625.176<br />
Wall Shear (kN) 76.747<br />
Wall Shear Check 0.064<br />
Wall Shear Capacity<br />
(kN/m)<br />
1204.432<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR2 59<br />
1: Stage 1 1: FR2 59<br />
0: Stage 0 1: FR2 51<br />
1: Stage 1 1: FR2 59<br />
1: Stage 1 1: FR2 51<br />
1: Stage 1 1: FR2 76<br />
1: Stage 1 1: FR2 76<br />
1: Stage 1 1: FR2 33<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 153.87 153.87 213.59 213.59 133.36<br />
M stg2 (kN-m/m) 153.14 153.14 213.22 212.93 132.89<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) -73.66 -73.66 76.75 76.75 -56.66<br />
V stg2 (kN/m) -71.87 -71.87 76.57 76.49 53.38<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
2533-06-00103.DOC<br />
578
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
G3 19.5 15.5 27 0 N/A N/A N/A 60000 180000 0.38 2.66 N/A N/A True Linear<br />
G4 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
G3 0.35 - - 0.546 0.5 - - 50 33.33 3143.04 -<br />
G4 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: FR2, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-3.2 G3 1 0.55<br />
-4.2 G4 1 0.53<br />
-8.2 G3 1 0.55<br />
DATI PARATIE<br />
Sezioni paratia0: FR2<br />
2533-06-00103.DOC<br />
579
Sezioni paratia0: AZ 19<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -12.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 19 Z 0.8 163.83 38.1 1.049 62.992 1.049 36980 1939.8<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
2533-06-00103.DOC<br />
580
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
1 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
2 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
2533-06-00103.DOC<br />
581
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
582
2533-06-00103.DOC<br />
583
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage<br />
0<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
1<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
2<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
584
2533-06-00103.DOC<br />
585
2533-06-00103.DOC<br />
586
2533-06-00103.DOC<br />
587
2533-06-00103.DOC<br />
588
Risultati per la Design Section 2: 0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 153.87 73.66 3.17 No supports No supports 2.452 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
153.87 73.66 3.17 No supports No supports 2.452 Calculation successful<br />
213.59 76.75 8.9 No supports No supports 1.879 Calculation successful<br />
213.59 76.75 8.99 No supports No supports 1.879 Calculation successful<br />
133.36 56.66 3.95 No supports No supports 2.445 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 3.17 1.94 153.87 153.87<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 3.17 1.94 153.87 153.87<br />
Calculation successful 8.9 5.8 213.59 213.59<br />
0: DM08_ITA: EQK - GEO Calculation successful 8.99 5.81 213.59 213.59<br />
0: DM08_ITA: EQK - STR Calculation successful 3.95 2.3 133.36 133.36<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 73.66 73.66 0.246 0.246 0.061 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
73.66 73.66 0.246 0.246 0.061 N/A<br />
76.75 76.75 0.342 0.342 0.064 N/A<br />
0: DM08_ITA: EQK - GEO 76.75 76.75 0.342 0.342 0.064 N/A<br />
0: DM08_ITA: EQK - STR 56.66 56.66 0.213 0.213 0.047 N/A<br />
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589
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
N/A No supports No supports No supports No supports No supports 2.212<br />
N/A No supports No supports No supports No supports No supports 2.212<br />
N/A No supports No supports No supports No supports No supports 1.857<br />
N/A No supports No supports No supports No supports No supports 1.857<br />
N/A No supports No supports No supports No supports No supports 2.212<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
N/A N/A N/A N/A 2.452 1.212 1.32<br />
N/A N/A N/A N/A 2.452 1.212 1.32<br />
N/A N/A N/A N/A 1.879 1.105 1.32<br />
N/A N/A N/A N/A 1.879 1.105 1.32<br />
N/A N/A N/A N/A 2.445 1.216 1.98<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.342<br />
Wall Moment (kN-m/m) 213.59<br />
Wall Moment (kN-m) 213.59<br />
Wall Moment Capacity (kNm/m)<br />
625.176<br />
Wall Shear (kN/m) 76.747<br />
Wall Shear (kN) 76.747<br />
Wall Shear Check 0.064<br />
Wall Shear Capacity (kN/m) 1204.432<br />
Wall Displacements (cm) 8.992<br />
Surface Settlements (cm) 5.812<br />
Toe FS Passive Mob<br />
(Paratie)<br />
1.879<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR2 59<br />
1: Stage 1 1: FR2 59<br />
1: Stage 1 1: FR2 59<br />
1: Stage 1 1: FR2 51<br />
1: Stage 1 1: FR2 76<br />
1: Stage 1 1: FR2 76<br />
1: Stage 1 1: FR2 76<br />
1: Stage 1 1: FR2 33<br />
2: Stage 2 1: FR2 N/A<br />
2: Stage 2 1: FR2 0<br />
1: Stage 1 1: FR2 1<br />
Risultati vincoli<br />
Valore critico<br />
Approccio di<br />
progetto<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not available Results not Results not Results not Results not available Results not available<br />
2533-06-00103.DOC<br />
590
available available available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 213.59<br />
Wall Moment +M (kN-m) 213.59<br />
Wall Moment -M (kN-m) -84.5<br />
Wall Moment Check 0.342<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
625.176<br />
Wall Shear (kN) 76.747<br />
Wall Shear Check 0.064<br />
Wall Shear Capacity<br />
(kN/m)<br />
1204.432<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR2 59<br />
1: Stage 1 1: FR2 59<br />
0: Stage 0 1: FR2 51<br />
1: Stage 1 1: FR2 59<br />
1: Stage 1 1: FR2 51<br />
1: Stage 1 1: FR2 76<br />
1: Stage 1 1: FR2 76<br />
1: Stage 1 1: FR2 33<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 153.87 153.87 213.59 213.59 133.36<br />
M stg2 (kN-m/m) 153.14 153.14 213.22 212.93 132.89<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) -73.66 -73.66 76.75 76.75 -56.66<br />
V stg2 (kN/m) -71.87 -71.87 76.57 76.49 53.38<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
2533-06-00103.DOC<br />
591
G3 19.5 15.5 27 0 N/A N/A N/A 60000 180000 0.38 2.66 N/A N/A True Linear<br />
G4 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
G3 0.35 - - 0.546 0.5 - - 50 33.33 3143.04 -<br />
G4 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: FR2, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-3.2 G3 1 0.55<br />
-4.2 G4 1 0.53<br />
-8.2 G3 1 0.55<br />
DATI PARATIE<br />
Sezioni paratia0: FR2<br />
2533-06-00103.DOC<br />
592
Sezioni paratia0: AZ 19<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -12.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 19 Z 0.8 163.83 38.1 1.049 62.992 1.049 36980 1939.8<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
2533-06-00103.DOC<br />
593
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
1 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
2533-06-00103.DOC<br />
594
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
595
2533-06-00103.DOC<br />
596
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage<br />
0<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
1<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
2<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
597
2533-06-00103.DOC<br />
598
2533-06-00103.DOC<br />
599
2533-06-00103.DOC<br />
600
2533-06-00103.DOC<br />
601
Risultati per la Design Section 3: 0: DM08_ITA: EQK - GEO<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 153.87 73.66 3.17 No supports No supports 2.452 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
153.87 73.66 3.17 No supports No supports 2.452 Calculation successful<br />
213.59 76.75 8.9 No supports No supports 1.879 Calculation successful<br />
213.59 76.75 8.99 No supports No supports 1.879 Calculation successful<br />
133.36 56.66 3.95 No supports No supports 2.445 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 3.17 1.94 153.87 153.87<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 3.17 1.94 153.87 153.87<br />
Calculation successful 8.9 5.8 213.59 213.59<br />
0: DM08_ITA: EQK - GEO Calculation successful 8.99 5.81 213.59 213.59<br />
0: DM08_ITA: EQK - STR Calculation successful 3.95 2.3 133.36 133.36<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 73.66 73.66 0.246 0.246 0.061 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
73.66 73.66 0.246 0.246 0.061 N/A<br />
76.75 76.75 0.342 0.342 0.064 N/A<br />
0: DM08_ITA: EQK - GEO 76.75 76.75 0.342 0.342 0.064 N/A<br />
0: DM08_ITA: EQK - STR 56.66 56.66 0.213 0.213 0.047 N/A<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
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602
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
N/A No supports No supports No supports No supports No supports 2.212<br />
N/A No supports No supports No supports No supports No supports 2.212<br />
N/A No supports No supports No supports No supports No supports 1.857<br />
N/A No supports No supports No supports No supports No supports 1.857<br />
N/A No supports No supports No supports No supports No supports 2.212<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
N/A N/A N/A N/A 2.452 1.212 1.32<br />
N/A N/A N/A N/A 2.452 1.212 1.32<br />
N/A N/A N/A N/A 1.879 1.105 1.32<br />
N/A N/A N/A N/A 1.879 1.105 1.32<br />
N/A N/A N/A N/A 2.445 1.216 1.98<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.342<br />
Wall Moment (kN-m/m) 213.59<br />
Wall Moment (kN-m) 213.59<br />
Wall Moment Capacity (kNm/m)<br />
625.176<br />
Wall Shear (kN/m) 76.747<br />
Wall Shear (kN) 76.747<br />
Wall Shear Check 0.064<br />
Wall Shear Capacity (kN/m) 1204.432<br />
Wall Displacements (cm) 8.992<br />
Surface Settlements (cm) 5.812<br />
Toe FS Passive Mob<br />
(Paratie)<br />
1.879<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR2 59<br />
1: Stage 1 1: FR2 59<br />
1: Stage 1 1: FR2 59<br />
1: Stage 1 1: FR2 51<br />
1: Stage 1 1: FR2 76<br />
1: Stage 1 1: FR2 76<br />
1: Stage 1 1: FR2 76<br />
1: Stage 1 1: FR2 33<br />
2: Stage 2 1: FR2 N/A<br />
2: Stage 2 1: FR2 0<br />
1: Stage 1 1: FR2 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
2533-06-00103.DOC<br />
603
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 213.59<br />
Wall Moment +M (kN-m) 213.59<br />
Wall Moment -M (kN-m) -84.5<br />
Wall Moment Check 0.342<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
625.176<br />
Wall Shear (kN) 76.747<br />
Wall Shear Check 0.064<br />
Wall Shear Capacity<br />
(kN/m)<br />
1204.432<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR2 59<br />
1: Stage 1 1: FR2 59<br />
0: Stage 0 1: FR2 51<br />
1: Stage 1 1: FR2 59<br />
1: Stage 1 1: FR2 51<br />
1: Stage 1 1: FR2 76<br />
1: Stage 1 1: FR2 76<br />
1: Stage 1 1: FR2 33<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 153.87 153.87 213.59 213.59 133.36<br />
M stg2 (kN-m/m) 153.14 153.14 213.22 212.93 132.89<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) -73.66 -73.66 76.75 76.75 -56.66<br />
V stg2 (kN/m) -71.87 -71.87 76.57 76.49 53.38<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
G3 19.5 15.5 27 0 N/A N/A N/A 60000 180000 0.38 2.66 N/A N/A True Linear<br />
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G4 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
G3 0.35 - - 0.546 0.5 - - 50 33.33 3143.04 -<br />
G4 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: FR2, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-3.2 G3 1 0.55<br />
-4.2 G4 1 0.53<br />
-8.2 G3 1 0.55<br />
DATI PARATIE<br />
Sezioni paratia0: FR2<br />
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Sezioni paratia0: AZ 19<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -12.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 19 Z 0.8 163.83 38.1 1.049 62.992 1.049 36980 1939.8<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
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N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
1 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
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F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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609
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage<br />
0<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
1<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
2<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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613
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Risultati per la Design Section 4: 0: DM08_ITA: EQK - STR<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 153.87 73.66 3.17 No supports No supports 2.452 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
153.87 73.66 3.17 No supports No supports 2.452 Calculation successful<br />
213.59 76.75 8.9 No supports No supports 1.879 Calculation successful<br />
213.59 76.75 8.99 No supports No supports 1.879 Calculation successful<br />
133.36 56.66 3.95 No supports No supports 2.445 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 3.17 1.94 153.87 153.87<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 3.17 1.94 153.87 153.87<br />
Calculation successful 8.9 5.8 213.59 213.59<br />
0: DM08_ITA: EQK - GEO Calculation successful 8.99 5.81 213.59 213.59<br />
0: DM08_ITA: EQK - STR Calculation successful 3.95 2.3 133.36 133.36<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 73.66 73.66 0.246 0.246 0.061 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
73.66 73.66 0.246 0.246 0.061 N/A<br />
76.75 76.75 0.342 0.342 0.064 N/A<br />
0: DM08_ITA: EQK - GEO 76.75 76.75 0.342 0.342 0.064 N/A<br />
0: DM08_ITA: EQK - STR 56.66 56.66 0.213 0.213 0.047 N/A<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
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615
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
N/A No supports No supports No supports No supports No supports 2.212<br />
N/A No supports No supports No supports No supports No supports 2.212<br />
N/A No supports No supports No supports No supports No supports 1.857<br />
N/A No supports No supports No supports No supports No supports 1.857<br />
N/A No supports No supports No supports No supports No supports 2.212<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
N/A N/A N/A N/A 2.452 1.212 1.32<br />
N/A N/A N/A N/A 2.452 1.212 1.32<br />
N/A N/A N/A N/A 1.879 1.105 1.32<br />
N/A N/A N/A N/A 1.879 1.105 1.32<br />
N/A N/A N/A N/A 2.445 1.216 1.98<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.342<br />
Wall Moment (kN-m/m) 213.59<br />
Wall Moment (kN-m) 213.59<br />
Wall Moment Capacity (kNm/m)<br />
625.176<br />
Wall Shear (kN/m) 76.747<br />
Wall Shear (kN) 76.747<br />
Wall Shear Check 0.064<br />
Wall Shear Capacity (kN/m) 1204.432<br />
Wall Displacements (cm) 8.992<br />
Surface Settlements (cm) 5.812<br />
Toe FS Passive Mob<br />
(Paratie)<br />
1.879<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR2 59<br />
1: Stage 1 1: FR2 59<br />
1: Stage 1 1: FR2 59<br />
1: Stage 1 1: FR2 51<br />
1: Stage 1 1: FR2 76<br />
1: Stage 1 1: FR2 76<br />
1: Stage 1 1: FR2 76<br />
1: Stage 1 1: FR2 33<br />
2: Stage 2 1: FR2 N/A<br />
2: Stage 2 1: FR2 0<br />
1: Stage 1 1: FR2 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
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616
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 213.59<br />
Wall Moment +M (kN-m) 213.59<br />
Wall Moment -M (kN-m) -84.5<br />
Wall Moment Check 0.342<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
625.176<br />
Wall Shear (kN) 76.747<br />
Wall Shear Check 0.064<br />
Wall Shear Capacity<br />
(kN/m)<br />
1204.432<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR2 59<br />
1: Stage 1 1: FR2 59<br />
0: Stage 0 1: FR2 51<br />
1: Stage 1 1: FR2 59<br />
1: Stage 1 1: FR2 51<br />
1: Stage 1 1: FR2 76<br />
1: Stage 1 1: FR2 76<br />
1: Stage 1 1: FR2 33<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 153.87 153.87 213.59 213.59 133.36<br />
M stg2 (kN-m/m) 153.14 153.14 213.22 212.93 132.89<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) -73.66 -73.66 76.75 76.75 -56.66<br />
V stg2 (kN/m) -71.87 -71.87 76.57 76.49 53.38<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
G3 19.5 15.5 27 0 N/A N/A N/A 60000 180000 0.38 2.66 N/A N/A True Linear<br />
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617
G4 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
G3 0.35 - - 0.546 0.5 - - 50 33.33 3143.04 -<br />
G4 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: FR2, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-3.2 G3 1 0.55<br />
-4.2 G4 1 0.53<br />
-8.2 G3 1 0.55<br />
DATI PARATIE<br />
Sezioni paratia0: FR2<br />
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618
Sezioni paratia0: AZ 19<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -12.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 19 Z 0.8 163.83 38.1 1.049 62.992 1.049 36980 1939.8<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
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619
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
1 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
2 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
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620
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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622
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage<br />
0<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
1<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
2<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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18 PARATIA DI PALANCOLE LATO FIUMARETTA TIPOLOGIA 3<br />
Risultati per la Design Section 1: 0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 164.62 72.13 3.94 No supports No supports 2.426 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
164.62 72.13 3.94 No supports No supports 2.426 Calculation successful<br />
181.34 76.83 7.56 No supports No supports 1.775 Calculation successful<br />
181.34 76.83 7.6 No supports No supports 1.775 Calculation successful<br />
126.63 55.48 3.98 No supports No supports 2.426 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 3.94 2.28 164.62 164.62<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 3.94 2.28 164.62 164.62<br />
Calculation successful 7.56 4.96 181.34 181.34<br />
0: DM08_ITA: EQK - GEO Calculation successful 7.6 4.97 181.34 181.34<br />
0: DM08_ITA: EQK - STR Calculation successful 3.98 2.29 126.63 126.63<br />
Taglio paratia<br />
Taglio paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 72.13 72.13 0.325 0.325 0.074 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
72.13 72.13 0.325 0.325 0.074 N/A<br />
76.83 76.83 0.358 0.358 0.079 N/A<br />
0: DM08_ITA: EQK - GEO 76.83 76.83 0.358 0.358 0.079 N/A<br />
0: DM08_ITA: EQK - STR 55.48 55.48 0.25 0.25 0.057 N/A<br />
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628
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
N/A No supports No supports No supports No supports No supports 1.823<br />
N/A No supports No supports No supports No supports No supports 1.823<br />
N/A No supports No supports No supports No supports No supports 1.503<br />
N/A No supports No supports No supports No supports No supports 1.503<br />
N/A No supports No supports No supports No supports No supports 1.823<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
N/A N/A N/A N/A 2.426 1.224 1.252<br />
N/A N/A N/A N/A 2.426 1.224 1.252<br />
N/A N/A N/A N/A 1.775 1.175 1.252<br />
N/A N/A N/A N/A 1.775 1.175 1.252<br />
N/A N/A N/A N/A 2.426 1.224 1.878<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.358<br />
Wall Moment (kN-m/m) 181.34<br />
Wall Moment (kN-m) 181.34<br />
Wall Moment Capacity (kNm/m)<br />
507.147<br />
Wall Shear (kN/m) 76.832<br />
Wall Shear (kN) 76.832<br />
Wall Shear Check 0.079<br />
Wall Shear Capacity (kN/m) 977.041<br />
Wall Displacements (cm) 7.603<br />
Surface Settlements (cm) 4.972<br />
Toe FS Passive Mob<br />
(Paratie)<br />
1.775<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR3 61<br />
1: Stage 1 1: FR3 61<br />
1: Stage 1 1: FR3 61<br />
1: Stage 1 1: FR3 53<br />
1: Stage 1 1: FR3 80<br />
1: Stage 1 1: FR3 80<br />
1: Stage 1 1: FR3 80<br />
1: Stage 1 1: FR3 70<br />
2: Stage 2 1: FR3 N/A<br />
2: Stage 2 1: FR3 0<br />
1: Stage 1 1: FR3 1<br />
Risultati vincoli<br />
Valore critico<br />
Approccio di<br />
progetto<br />
Fase critica Paratia critica Indice voci critiche<br />
2533-06-00103.DOC<br />
629
Results not available<br />
Results not<br />
available<br />
Results not<br />
available<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 181.34<br />
Wall Moment +M (kN-m) 181.34<br />
Wall Moment -M (kN-m) -1.447<br />
Wall Moment Check 0.358<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
507.147<br />
Wall Shear (kN) 76.832<br />
Wall Shear Check 0.079<br />
Wall Shear Capacity<br />
(kN/m)<br />
977.041<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR3 61<br />
1: Stage 1 1: FR3 61<br />
1: Stage 1 1: FR3 53<br />
1: Stage 1 1: FR3 61<br />
1: Stage 1 1: FR3 53<br />
1: Stage 1 1: FR3 80<br />
1: Stage 1 1: FR3 80<br />
1: Stage 1 1: FR3 70<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 164.62 164.62 181.34 181.34 126.63<br />
M stg2 (kN-m/m) 163.63 163.63 180.93 180.77 126.02<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 72.13 72.13 76.83 76.83 55.48<br />
V stg2 (kN/m) 71.95 71.95 76.57 76.51 55.25<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
2533-06-00103.DOC<br />
630
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
G3 19.5 15.5 27 0 N/A N/A N/A 60000 180000 0.38 2.66 N/A N/A True Linear<br />
G4 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
G3 0.35 - - 0.546 0.5 - - 50 33.33 3143.04 -<br />
G4 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: FR3, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-3.5 G3 1 0.55<br />
-4.6 G4 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: FR3<br />
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631
Sezioni paratia0: AZ 17<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -10.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 17 Z 0.7 138.43 37.9 0.851 62.992 0.851 31586 1665.1<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
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N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
1 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
2 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
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F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage<br />
0<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
1<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
2<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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Risultati per la Design Section 2: 0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 164.62 72.13 3.94 No supports No supports 2.426 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
164.62 72.13 3.94 No supports No supports 2.426 Calculation successful<br />
181.34 76.83 7.56 No supports No supports 1.775 Calculation successful<br />
181.34 76.83 7.6 No supports No supports 1.775 Calculation successful<br />
126.63 55.48 3.98 No supports No supports 2.426 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 3.94 2.28 164.62 164.62<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 3.94 2.28 164.62 164.62<br />
Calculation successful 7.56 4.96 181.34 181.34<br />
0: DM08_ITA: EQK - GEO Calculation successful 7.6 4.97 181.34 181.34<br />
0: DM08_ITA: EQK - STR Calculation successful 3.98 2.29 126.63 126.63<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 72.13 72.13 0.325 0.325 0.074 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
72.13 72.13 0.325 0.325 0.074 N/A<br />
76.83 76.83 0.358 0.358 0.079 N/A<br />
0: DM08_ITA: EQK - GEO 76.83 76.83 0.358 0.358 0.079 N/A<br />
0: DM08_ITA: EQK - STR 55.48 55.48 0.25 0.25 0.057 N/A<br />
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Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
N/A No supports No supports No supports No supports No supports 1.823<br />
N/A No supports No supports No supports No supports No supports 1.823<br />
N/A No supports No supports No supports No supports No supports 1.503<br />
N/A No supports No supports No supports No supports No supports 1.503<br />
N/A No supports No supports No supports No supports No supports 1.823<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
N/A N/A N/A N/A 2.426 1.224 1.252<br />
N/A N/A N/A N/A 2.426 1.224 1.252<br />
N/A N/A N/A N/A 1.775 1.175 1.252<br />
N/A N/A N/A N/A 1.775 1.175 1.252<br />
N/A N/A N/A N/A 2.426 1.224 1.878<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.358<br />
Wall Moment (kN-m/m) 181.34<br />
Wall Moment (kN-m) 181.34<br />
Wall Moment Capacity (kNm/m)<br />
507.147<br />
Wall Shear (kN/m) 76.832<br />
Wall Shear (kN) 76.832<br />
Wall Shear Check 0.079<br />
Wall Shear Capacity (kN/m) 977.041<br />
Wall Displacements (cm) 7.603<br />
Surface Settlements (cm) 4.972<br />
Toe FS Passive Mob<br />
(Paratie)<br />
1.775<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR3 61<br />
1: Stage 1 1: FR3 61<br />
1: Stage 1 1: FR3 61<br />
1: Stage 1 1: FR3 53<br />
1: Stage 1 1: FR3 80<br />
1: Stage 1 1: FR3 80<br />
1: Stage 1 1: FR3 80<br />
1: Stage 1 1: FR3 70<br />
2: Stage 2 1: FR3 N/A<br />
2: Stage 2 1: FR3 0<br />
1: Stage 1 1: FR3 1<br />
Risultati vincoli<br />
Valore critico<br />
Approccio di<br />
progetto<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not available Results not Results not Results not Results not available Results not available<br />
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available available available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 181.34<br />
Wall Moment +M (kN-m) 181.34<br />
Wall Moment -M (kN-m) -1.447<br />
Wall Moment Check 0.358<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
507.147<br />
Wall Shear (kN) 76.832<br />
Wall Shear Check 0.079<br />
Wall Shear Capacity<br />
(kN/m)<br />
977.041<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR3 61<br />
1: Stage 1 1: FR3 61<br />
1: Stage 1 1: FR3 53<br />
1: Stage 1 1: FR3 61<br />
1: Stage 1 1: FR3 53<br />
1: Stage 1 1: FR3 80<br />
1: Stage 1 1: FR3 80<br />
1: Stage 1 1: FR3 70<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 164.62 164.62 181.34 181.34 126.63<br />
M stg2 (kN-m/m) 163.63 163.63 180.93 180.77 126.02<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 72.13 72.13 76.83 76.83 55.48<br />
V stg2 (kN/m) 71.95 71.95 76.57 76.51 55.25<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
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G3 19.5 15.5 27 0 N/A N/A N/A 60000 180000 0.38 2.66 N/A N/A True Linear<br />
G4 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
G3 0.35 - - 0.546 0.5 - - 50 33.33 3143.04 -<br />
G4 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: FR3, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-3.5 G3 1 0.55<br />
-4.6 G4 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: FR3<br />
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Sezioni paratia0: AZ 17<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -10.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 17 Z 0.7 138.43 37.9 0.851 62.992 0.851 31586 1665.1<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
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N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
1 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
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F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage<br />
0<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
1<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
2<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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Risultati per la Design Section 3: 0: DM08_ITA: EQK - GEO<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 164.62 72.13 3.94 No supports No supports 2.426 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
164.62 72.13 3.94 No supports No supports 2.426 Calculation successful<br />
181.34 76.83 7.56 No supports No supports 1.775 Calculation successful<br />
181.34 76.83 7.6 No supports No supports 1.775 Calculation successful<br />
126.63 55.48 3.98 No supports No supports 2.426 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 3.94 2.28 164.62 164.62<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 3.94 2.28 164.62 164.62<br />
Calculation successful 7.56 4.96 181.34 181.34<br />
0: DM08_ITA: EQK - GEO Calculation successful 7.6 4.97 181.34 181.34<br />
0: DM08_ITA: EQK - STR Calculation successful 3.98 2.29 126.63 126.63<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 72.13 72.13 0.325 0.325 0.074 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
72.13 72.13 0.325 0.325 0.074 N/A<br />
76.83 76.83 0.358 0.358 0.079 N/A<br />
0: DM08_ITA: EQK - GEO 76.83 76.83 0.358 0.358 0.079 N/A<br />
0: DM08_ITA: EQK - STR 55.48 55.48 0.25 0.25 0.057 N/A<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
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Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
N/A No supports No supports No supports No supports No supports 1.823<br />
N/A No supports No supports No supports No supports No supports 1.823<br />
N/A No supports No supports No supports No supports No supports 1.503<br />
N/A No supports No supports No supports No supports No supports 1.503<br />
N/A No supports No supports No supports No supports No supports 1.823<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
N/A N/A N/A N/A 2.426 1.224 1.252<br />
N/A N/A N/A N/A 2.426 1.224 1.252<br />
N/A N/A N/A N/A 1.775 1.175 1.252<br />
N/A N/A N/A N/A 1.775 1.175 1.252<br />
N/A N/A N/A N/A 2.426 1.224 1.878<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.358<br />
Wall Moment (kN-m/m) 181.34<br />
Wall Moment (kN-m) 181.34<br />
Wall Moment Capacity (kNm/m)<br />
507.147<br />
Wall Shear (kN/m) 76.832<br />
Wall Shear (kN) 76.832<br />
Wall Shear Check 0.079<br />
Wall Shear Capacity (kN/m) 977.041<br />
Wall Displacements (cm) 7.603<br />
Surface Settlements (cm) 4.972<br />
Toe FS Passive Mob<br />
(Paratie)<br />
1.775<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR3 61<br />
1: Stage 1 1: FR3 61<br />
1: Stage 1 1: FR3 61<br />
1: Stage 1 1: FR3 53<br />
1: Stage 1 1: FR3 80<br />
1: Stage 1 1: FR3 80<br />
1: Stage 1 1: FR3 80<br />
1: Stage 1 1: FR3 70<br />
2: Stage 2 1: FR3 N/A<br />
2: Stage 2 1: FR3 0<br />
1: Stage 1 1: FR3 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
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Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 181.34<br />
Wall Moment +M (kN-m) 181.34<br />
Wall Moment -M (kN-m) -1.447<br />
Wall Moment Check 0.358<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
507.147<br />
Wall Shear (kN) 76.832<br />
Wall Shear Check 0.079<br />
Wall Shear Capacity<br />
(kN/m)<br />
977.041<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR3 61<br />
1: Stage 1 1: FR3 61<br />
1: Stage 1 1: FR3 53<br />
1: Stage 1 1: FR3 61<br />
1: Stage 1 1: FR3 53<br />
1: Stage 1 1: FR3 80<br />
1: Stage 1 1: FR3 80<br />
1: Stage 1 1: FR3 70<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 164.62 164.62 181.34 181.34 126.63<br />
M stg2 (kN-m/m) 163.63 163.63 180.93 180.77 126.02<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 72.13 72.13 76.83 76.83 55.48<br />
V stg2 (kN/m) 71.95 71.95 76.57 76.51 55.25<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
G3 19.5 15.5 27 0 N/A N/A N/A 60000 180000 0.38 2.66 N/A N/A True Linear<br />
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G4 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
G3 0.35 - - 0.546 0.5 - - 50 33.33 3143.04 -<br />
G4 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: FR3, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-3.5 G3 1 0.55<br />
-4.6 G4 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: FR3<br />
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Sezioni paratia0: AZ 17<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -10.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 17 Z 0.7 138.43 37.9 0.851 62.992 0.851 31586 1665.1<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
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N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
1 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
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F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage<br />
0<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
1<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
2<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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662
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663
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Risultati per la Design Section 4: 0: DM08_ITA: EQK - STR<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 164.62 72.13 3.94 No supports No supports 2.426 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
164.62 72.13 3.94 No supports No supports 2.426 Calculation successful<br />
181.34 76.83 7.56 No supports No supports 1.775 Calculation successful<br />
181.34 76.83 7.6 No supports No supports 1.775 Calculation successful<br />
126.63 55.48 3.98 No supports No supports 2.426 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 3.94 2.28 164.62 164.62<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 3.94 2.28 164.62 164.62<br />
Calculation successful 7.56 4.96 181.34 181.34<br />
0: DM08_ITA: EQK - GEO Calculation successful 7.6 4.97 181.34 181.34<br />
0: DM08_ITA: EQK - STR Calculation successful 3.98 2.29 126.63 126.63<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 72.13 72.13 0.325 0.325 0.074 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
72.13 72.13 0.325 0.325 0.074 N/A<br />
76.83 76.83 0.358 0.358 0.079 N/A<br />
0: DM08_ITA: EQK - GEO 76.83 76.83 0.358 0.358 0.079 N/A<br />
0: DM08_ITA: EQK - STR 55.48 55.48 0.25 0.25 0.057 N/A<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
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667
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
N/A No supports No supports No supports No supports No supports 1.823<br />
N/A No supports No supports No supports No supports No supports 1.823<br />
N/A No supports No supports No supports No supports No supports 1.503<br />
N/A No supports No supports No supports No supports No supports 1.503<br />
N/A No supports No supports No supports No supports No supports 1.823<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
N/A N/A N/A N/A 2.426 1.224 1.252<br />
N/A N/A N/A N/A 2.426 1.224 1.252<br />
N/A N/A N/A N/A 1.775 1.175 1.252<br />
N/A N/A N/A N/A 1.775 1.175 1.252<br />
N/A N/A N/A N/A 2.426 1.224 1.878<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.358<br />
Wall Moment (kN-m/m) 181.34<br />
Wall Moment (kN-m) 181.34<br />
Wall Moment Capacity (kNm/m)<br />
507.147<br />
Wall Shear (kN/m) 76.832<br />
Wall Shear (kN) 76.832<br />
Wall Shear Check 0.079<br />
Wall Shear Capacity (kN/m) 977.041<br />
Wall Displacements (cm) 7.603<br />
Surface Settlements (cm) 4.972<br />
Toe FS Passive Mob<br />
(Paratie)<br />
1.775<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR3 61<br />
1: Stage 1 1: FR3 61<br />
1: Stage 1 1: FR3 61<br />
1: Stage 1 1: FR3 53<br />
1: Stage 1 1: FR3 80<br />
1: Stage 1 1: FR3 80<br />
1: Stage 1 1: FR3 80<br />
1: Stage 1 1: FR3 70<br />
2: Stage 2 1: FR3 N/A<br />
2: Stage 2 1: FR3 0<br />
1: Stage 1 1: FR3 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
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668
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 181.34<br />
Wall Moment +M (kN-m) 181.34<br />
Wall Moment -M (kN-m) -1.447<br />
Wall Moment Check 0.358<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
507.147<br />
Wall Shear (kN) 76.832<br />
Wall Shear Check 0.079<br />
Wall Shear Capacity<br />
(kN/m)<br />
977.041<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR3 61<br />
1: Stage 1 1: FR3 61<br />
1: Stage 1 1: FR3 53<br />
1: Stage 1 1: FR3 61<br />
1: Stage 1 1: FR3 53<br />
1: Stage 1 1: FR3 80<br />
1: Stage 1 1: FR3 80<br />
1: Stage 1 1: FR3 70<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 164.62 164.62 181.34 181.34 126.63<br />
M stg2 (kN-m/m) 163.63 163.63 180.93 180.77 126.02<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 72.13 72.13 76.83 76.83 55.48<br />
V stg2 (kN/m) 71.95 71.95 76.57 76.51 55.25<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
G3 19.5 15.5 27 0 N/A N/A N/A 60000 180000 0.38 2.66 N/A N/A True Linear<br />
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G4 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
G3 0.35 - - 0.546 0.5 - - 50 33.33 3143.04 -<br />
G4 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: FR3, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-3.5 G3 1 0.55<br />
-4.6 G4 1 0.53<br />
DATI PARATIE<br />
Sezioni paratia0: FR3<br />
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Sezioni paratia0: AZ 17<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -10.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 17 Z 0.7 138.43 37.9 0.851 62.992 0.851 31586 1665.1<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
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671
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
1 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
2 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
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F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage<br />
0<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
1<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
2<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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676
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677
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678
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19 PARATIA DI PALANCOLE LATO FIUMARETTA TIPOLOGIA 4<br />
Risultati per la Design Section 1: 0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 135.52 60.57 2.94 No supports No supports 2.318 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
135.52 60.57 2.94 No supports No supports 2.318 Calculation successful<br />
151.23 74.11 6.08 No supports No supports 1.607 Calculation successful<br />
151.23 74.11 6.13 No supports No supports 1.607 Calculation successful<br />
104.25 46.59 2.98 No supports No supports 2.318 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 2.94 1.78 135.52 135.52<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 2.94 1.78 135.52 135.52<br />
Calculation successful 6.08 4.27 151.23 151.23<br />
0: DM08_ITA: EQK - GEO Calculation successful 6.13 4.28 151.23 151.23<br />
0: DM08_ITA: EQK - STR Calculation successful 2.98 1.79 104.25 104.25<br />
Taglio paratia<br />
Taglio paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 60.57 60.57 0.267 0.267 0.062 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
60.57 60.57 0.267 0.267 0.062 N/A<br />
74.11 74.11 0.298 0.298 0.076 N/A<br />
0: DM08_ITA: EQK - GEO 74.11 74.11 0.298 0.298 0.076 N/A<br />
0: DM08_ITA: EQK - STR 46.59 46.59 0.206 0.206 0.048 N/A<br />
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Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
N/A No supports No supports No supports No supports No supports 1.948<br />
N/A No supports No supports No supports No supports No supports 1.948<br />
N/A No supports No supports No supports No supports No supports 1.611<br />
N/A No supports No supports No supports No supports No supports 1.611<br />
N/A No supports No supports No supports No supports No supports 1.948<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
N/A N/A N/A N/A 2.318 1.217 1.26<br />
N/A N/A N/A N/A 2.318 1.217 1.26<br />
N/A N/A N/A N/A 1.607 1.207 1.26<br />
N/A N/A N/A N/A 1.607 1.207 1.26<br />
N/A N/A N/A N/A 2.318 1.217 1.89<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.298<br />
Wall Moment (kN-m/m) 151.23<br />
Wall Moment (kN-m) 151.23<br />
Wall Moment Capacity (kNm/m)<br />
507.147<br />
Wall Shear (kN/m) 74.115<br />
Wall Shear (kN) 74.115<br />
Wall Shear Check 0.076<br />
Wall Shear Capacity (kN/m) 977.041<br />
Wall Displacements (cm) 6.128<br />
Surface Settlements (cm) 4.279<br />
Toe FS Passive Mob<br />
(Paratie)<br />
1.607<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR4 64<br />
1: Stage 1 1: FR4 64<br />
1: Stage 1 1: FR4 64<br />
1: Stage 1 1: FR4 56<br />
1: Stage 1 1: FR4 84<br />
1: Stage 1 1: FR4 84<br />
1: Stage 1 1: FR4 84<br />
1: Stage 1 1: FR4 73<br />
2: Stage 2 1: FR4 N/A<br />
2: Stage 2 1: FR4 0<br />
1: Stage 1 1: FR4 1<br />
Risultati vincoli<br />
Valore critico<br />
Approccio di<br />
progetto<br />
Fase critica Paratia critica Indice voci critiche<br />
2533-06-00103.DOC<br />
681
Results not available<br />
Results not<br />
available<br />
Results not<br />
available<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 151.23<br />
Wall Moment +M (kN-m) 151.23<br />
Wall Moment -M (kN-m) -0.002<br />
Wall Moment Check 0.298<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
507.147<br />
Wall Shear (kN) 74.115<br />
Wall Shear Check 0.076<br />
Wall Shear Capacity<br />
(kN/m)<br />
977.041<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR4 64<br />
1: Stage 1 1: FR4 64<br />
1: Stage 1 1: FR4 56<br />
1: Stage 1 1: FR4 64<br />
1: Stage 1 1: FR4 56<br />
1: Stage 1 1: FR4 84<br />
1: Stage 1 1: FR4 84<br />
1: Stage 1 1: FR4 73<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 135.52 135.52 151.23 151.23 104.25<br />
M stg2 (kN-m/m) 134.88 134.88 150.84 150.66 103.99<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 60.57 60.57 74.11 74.11 46.59<br />
V stg2 (kN/m) 60.38 60.38 73.98 73.89 46.32<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
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682
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
G3 19.5 15.5 27 0 N/A N/A N/A 60000 180000 0.38 2.66 N/A N/A True Linear<br />
G4 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
G3 0.35 - - 0.546 0.5 - - 50 33.33 3143.04 -<br />
G4 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: FR4, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-2.9 G3 1 0.55<br />
-5 G4 1 0.53<br />
-10.5 G3 1 0.55<br />
DATI PARATIE<br />
Sezioni paratia0: FR4<br />
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683
Sezioni paratia0: AZ 17<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -9.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 17 Z 0.7 138.43 37.9 0.851 62.992 0.851 31586 1665.1<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
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684
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
1 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
2 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
2533-06-00103.DOC<br />
685
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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687
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage<br />
0<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
1<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
2<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
688
2533-06-00103.DOC<br />
689
2533-06-00103.DOC<br />
690
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691
Progetto: My Project<br />
2533-06-00103.DOC<br />
692
Risultati per la Design Section 2: 0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 135.52 60.57 2.94 No supports No supports 2.318 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
135.52 60.57 2.94 No supports No supports 2.318 Calculation successful<br />
151.23 74.11 6.08 No supports No supports 1.607 Calculation successful<br />
151.23 74.11 6.13 No supports No supports 1.607 Calculation successful<br />
104.25 46.59 2.98 No supports No supports 2.318 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 2.94 1.78 135.52 135.52<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 2.94 1.78 135.52 135.52<br />
Calculation successful 6.08 4.27 151.23 151.23<br />
0: DM08_ITA: EQK - GEO Calculation successful 6.13 4.28 151.23 151.23<br />
0: DM08_ITA: EQK - STR Calculation successful 2.98 1.79 104.25 104.25<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 60.57 60.57 0.267 0.267 0.062 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
60.57 60.57 0.267 0.267 0.062 N/A<br />
74.11 74.11 0.298 0.298 0.076 N/A<br />
0: DM08_ITA: EQK - GEO 74.11 74.11 0.298 0.298 0.076 N/A<br />
0: DM08_ITA: EQK - STR 46.59 46.59 0.206 0.206 0.048 N/A<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
2533-06-00103.DOC<br />
693
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
N/A No supports No supports No supports No supports No supports 1.948<br />
N/A No supports No supports No supports No supports No supports 1.948<br />
N/A No supports No supports No supports No supports No supports 1.611<br />
N/A No supports No supports No supports No supports No supports 1.611<br />
N/A No supports No supports No supports No supports No supports 1.948<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
N/A N/A N/A N/A 2.318 1.217 1.26<br />
N/A N/A N/A N/A 2.318 1.217 1.26<br />
N/A N/A N/A N/A 1.607 1.207 1.26<br />
N/A N/A N/A N/A 1.607 1.207 1.26<br />
N/A N/A N/A N/A 2.318 1.217 1.89<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.298<br />
Wall Moment (kN-m/m) 151.23<br />
Wall Moment (kN-m) 151.23<br />
Wall Moment Capacity (kNm/m)<br />
507.147<br />
Wall Shear (kN/m) 74.115<br />
Wall Shear (kN) 74.115<br />
Wall Shear Check 0.076<br />
Wall Shear Capacity (kN/m) 977.041<br />
Wall Displacements (cm) 6.128<br />
Surface Settlements (cm) 4.279<br />
Toe FS Passive Mob<br />
(Paratie)<br />
1.607<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR4 64<br />
1: Stage 1 1: FR4 64<br />
1: Stage 1 1: FR4 64<br />
1: Stage 1 1: FR4 56<br />
1: Stage 1 1: FR4 84<br />
1: Stage 1 1: FR4 84<br />
1: Stage 1 1: FR4 84<br />
1: Stage 1 1: FR4 73<br />
2: Stage 2 1: FR4 N/A<br />
2: Stage 2 1: FR4 0<br />
1: Stage 1 1: FR4 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
2533-06-00103.DOC<br />
694
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 151.23<br />
Wall Moment +M (kN-m) 151.23<br />
Wall Moment -M (kN-m) -0.002<br />
Wall Moment Check 0.298<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
507.147<br />
Wall Shear (kN) 74.115<br />
Wall Shear Check 0.076<br />
Wall Shear Capacity<br />
(kN/m)<br />
977.041<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR4 64<br />
1: Stage 1 1: FR4 64<br />
1: Stage 1 1: FR4 56<br />
1: Stage 1 1: FR4 64<br />
1: Stage 1 1: FR4 56<br />
1: Stage 1 1: FR4 84<br />
1: Stage 1 1: FR4 84<br />
1: Stage 1 1: FR4 73<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 135.52 135.52 151.23 151.23 104.25<br />
M stg2 (kN-m/m) 134.88 134.88 150.84 150.66 103.99<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 60.57 60.57 74.11 74.11 46.59<br />
V stg2 (kN/m) 60.38 60.38 73.98 73.89 46.32<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
2533-06-00103.DOC<br />
695
G3 19.5 15.5 27 0 N/A N/A N/A 60000 180000 0.38 2.66 N/A N/A True Linear<br />
G4 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
G3 0.35 - - 0.546 0.5 - - 50 33.33 3143.04 -<br />
G4 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: FR4, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-2.9 G3 1 0.55<br />
-5 G4 1 0.53<br />
-10.5 G3 1 0.55<br />
DATI PARATIE<br />
Sezioni paratia0: FR4<br />
2533-06-00103.DOC<br />
696
Sezioni paratia0: AZ 17<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -9.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 17 Z 0.7 138.43 37.9 0.851 62.992 0.851 31586 1665.1<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
2533-06-00103.DOC<br />
697
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
1 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
2533-06-00103.DOC<br />
698
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
699
2533-06-00103.DOC<br />
700
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage<br />
0<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
1<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
2<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
701
2533-06-00103.DOC<br />
702
2533-06-00103.DOC<br />
703
2533-06-00103.DOC<br />
704
2533-06-00103.DOC<br />
705
Risultati per la Design Section 3: 0: DM08_ITA: EQK - GEO<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 135.52 60.57 2.94 No supports No supports 2.318 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
135.52 60.57 2.94 No supports No supports 2.318 Calculation successful<br />
151.23 74.11 6.08 No supports No supports 1.607 Calculation successful<br />
151.23 74.11 6.13 No supports No supports 1.607 Calculation successful<br />
104.25 46.59 2.98 No supports No supports 2.318 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 2.94 1.78 135.52 135.52<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 2.94 1.78 135.52 135.52<br />
Calculation successful 6.08 4.27 151.23 151.23<br />
0: DM08_ITA: EQK - GEO Calculation successful 6.13 4.28 151.23 151.23<br />
0: DM08_ITA: EQK - STR Calculation successful 2.98 1.79 104.25 104.25<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 60.57 60.57 0.267 0.267 0.062 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
60.57 60.57 0.267 0.267 0.062 N/A<br />
74.11 74.11 0.298 0.298 0.076 N/A<br />
0: DM08_ITA: EQK - GEO 74.11 74.11 0.298 0.298 0.076 N/A<br />
0: DM08_ITA: EQK - STR 46.59 46.59 0.206 0.206 0.048 N/A<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
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706
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
N/A No supports No supports No supports No supports No supports 1.948<br />
N/A No supports No supports No supports No supports No supports 1.948<br />
N/A No supports No supports No supports No supports No supports 1.611<br />
N/A No supports No supports No supports No supports No supports 1.611<br />
N/A No supports No supports No supports No supports No supports 1.948<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
N/A N/A N/A N/A 2.318 1.217 1.26<br />
N/A N/A N/A N/A 2.318 1.217 1.26<br />
N/A N/A N/A N/A 1.607 1.207 1.26<br />
N/A N/A N/A N/A 1.607 1.207 1.26<br />
N/A N/A N/A N/A 2.318 1.217 1.89<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.298<br />
Wall Moment (kN-m/m) 151.23<br />
Wall Moment (kN-m) 151.23<br />
Wall Moment Capacity (kNm/m)<br />
507.147<br />
Wall Shear (kN/m) 74.115<br />
Wall Shear (kN) 74.115<br />
Wall Shear Check 0.076<br />
Wall Shear Capacity (kN/m) 977.041<br />
Wall Displacements (cm) 6.128<br />
Surface Settlements (cm) 4.279<br />
Toe FS Passive Mob<br />
(Paratie)<br />
1.607<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR4 64<br />
1: Stage 1 1: FR4 64<br />
1: Stage 1 1: FR4 64<br />
1: Stage 1 1: FR4 56<br />
1: Stage 1 1: FR4 84<br />
1: Stage 1 1: FR4 84<br />
1: Stage 1 1: FR4 84<br />
1: Stage 1 1: FR4 73<br />
2: Stage 2 1: FR4 N/A<br />
2: Stage 2 1: FR4 0<br />
1: Stage 1 1: FR4 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
2533-06-00103.DOC<br />
707
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 151.23<br />
Wall Moment +M (kN-m) 151.23<br />
Wall Moment -M (kN-m) -0.002<br />
Wall Moment Check 0.298<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
507.147<br />
Wall Shear (kN) 74.115<br />
Wall Shear Check 0.076<br />
Wall Shear Capacity<br />
(kN/m)<br />
977.041<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR4 64<br />
1: Stage 1 1: FR4 64<br />
1: Stage 1 1: FR4 56<br />
1: Stage 1 1: FR4 64<br />
1: Stage 1 1: FR4 56<br />
1: Stage 1 1: FR4 84<br />
1: Stage 1 1: FR4 84<br />
1: Stage 1 1: FR4 73<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 135.52 135.52 151.23 151.23 104.25<br />
M stg2 (kN-m/m) 134.88 134.88 150.84 150.66 103.99<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 60.57 60.57 74.11 74.11 46.59<br />
V stg2 (kN/m) 60.38 60.38 73.98 73.89 46.32<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
G3 19.5 15.5 27 0 N/A N/A N/A 60000 180000 0.38 2.66 N/A N/A True Linear<br />
2533-06-00103.DOC<br />
708
G4 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
G3 0.35 - - 0.546 0.5 - - 50 33.33 3143.04 -<br />
G4 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: FR4, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-2.9 G3 1 0.55<br />
-5 G4 1 0.53<br />
-10.5 G3 1 0.55<br />
DATI PARATIE<br />
Sezioni paratia0: FR4<br />
2533-06-00103.DOC<br />
709
Sezioni paratia0: AZ 17<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -9.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 17 Z 0.7 138.43 37.9 0.851 62.992 0.851 31586 1665.1<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
2533-06-00103.DOC<br />
710
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
1 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
2533-06-00103.DOC<br />
711
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
712
2533-06-00103.DOC<br />
713
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage<br />
0<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
1<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
2<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
714
2533-06-00103.DOC<br />
715
2533-06-00103.DOC<br />
716
2533-06-00103.DOC<br />
717
2533-06-00103.DOC<br />
718
Risultati per la Design Section 4: 0: DM08_ITA: EQK - STR<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 135.52 60.57 2.94 No supports No supports 2.318 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
135.52 60.57 2.94 No supports No supports 2.318 Calculation successful<br />
151.23 74.11 6.08 No supports No supports 1.607 Calculation successful<br />
151.23 74.11 6.13 No supports No supports 1.607 Calculation successful<br />
104.25 46.59 2.98 No supports No supports 2.318 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 2.94 1.78 135.52 135.52<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 2.94 1.78 135.52 135.52<br />
Calculation successful 6.08 4.27 151.23 151.23<br />
0: DM08_ITA: EQK - GEO Calculation successful 6.13 4.28 151.23 151.23<br />
0: DM08_ITA: EQK - STR Calculation successful 2.98 1.79 104.25 104.25<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 60.57 60.57 0.267 0.267 0.062 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
60.57 60.57 0.267 0.267 0.062 N/A<br />
74.11 74.11 0.298 0.298 0.076 N/A<br />
0: DM08_ITA: EQK - GEO 74.11 74.11 0.298 0.298 0.076 N/A<br />
0: DM08_ITA: EQK - STR 46.59 46.59 0.206 0.206 0.048 N/A<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
2533-06-00103.DOC<br />
719
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
N/A No supports No supports No supports No supports No supports 1.948<br />
N/A No supports No supports No supports No supports No supports 1.948<br />
N/A No supports No supports No supports No supports No supports 1.611<br />
N/A No supports No supports No supports No supports No supports 1.611<br />
N/A No supports No supports No supports No supports No supports 1.948<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
N/A N/A N/A N/A 2.318 1.217 1.26<br />
N/A N/A N/A N/A 2.318 1.217 1.26<br />
N/A N/A N/A N/A 1.607 1.207 1.26<br />
N/A N/A N/A N/A 1.607 1.207 1.26<br />
N/A N/A N/A N/A 2.318 1.217 1.89<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.298<br />
Wall Moment (kN-m/m) 151.23<br />
Wall Moment (kN-m) 151.23<br />
Wall Moment Capacity (kNm/m)<br />
507.147<br />
Wall Shear (kN/m) 74.115<br />
Wall Shear (kN) 74.115<br />
Wall Shear Check 0.076<br />
Wall Shear Capacity (kN/m) 977.041<br />
Wall Displacements (cm) 6.128<br />
Surface Settlements (cm) 4.279<br />
Toe FS Passive Mob<br />
(Paratie)<br />
1.607<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR4 64<br />
1: Stage 1 1: FR4 64<br />
1: Stage 1 1: FR4 64<br />
1: Stage 1 1: FR4 56<br />
1: Stage 1 1: FR4 84<br />
1: Stage 1 1: FR4 84<br />
1: Stage 1 1: FR4 84<br />
1: Stage 1 1: FR4 73<br />
2: Stage 2 1: FR4 N/A<br />
2: Stage 2 1: FR4 0<br />
1: Stage 1 1: FR4 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
2533-06-00103.DOC<br />
720
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 151.23<br />
Wall Moment +M (kN-m) 151.23<br />
Wall Moment -M (kN-m) -0.002<br />
Wall Moment Check 0.298<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
507.147<br />
Wall Shear (kN) 74.115<br />
Wall Shear Check 0.076<br />
Wall Shear Capacity<br />
(kN/m)<br />
977.041<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR4 64<br />
1: Stage 1 1: FR4 64<br />
1: Stage 1 1: FR4 56<br />
1: Stage 1 1: FR4 64<br />
1: Stage 1 1: FR4 56<br />
1: Stage 1 1: FR4 84<br />
1: Stage 1 1: FR4 84<br />
1: Stage 1 1: FR4 73<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 135.52 135.52 151.23 151.23 104.25<br />
M stg2 (kN-m/m) 134.88 134.88 150.84 150.66 103.99<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 60.57 60.57 74.11 74.11 46.59<br />
V stg2 (kN/m) 60.38 60.38 73.98 73.89 46.32<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
G3 19.5 15.5 27 0 N/A N/A N/A 60000 180000 0.38 2.66 N/A N/A True Linear<br />
2533-06-00103.DOC<br />
721
G4 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
G3 0.35 - - 0.546 0.5 - - 50 33.33 3143.04 -<br />
G4 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: FR4, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-2.9 G3 1 0.55<br />
-5 G4 1 0.53<br />
-10.5 G3 1 0.55<br />
DATI PARATIE<br />
Sezioni paratia0: FR4<br />
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722
Sezioni paratia0: AZ 17<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -9.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 17 Z 0.7 138.43 37.9 0.851 62.992 0.851 31586 1665.1<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
2533-06-00103.DOC<br />
723
N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
1 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
2 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
2533-06-00103.DOC<br />
724
F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
725
2533-06-00103.DOC<br />
726
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage<br />
0<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
1<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
2<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
2533-06-00103.DOC<br />
727
2533-06-00103.DOC<br />
728
2533-06-00103.DOC<br />
729
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730
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731
20 PARATIA DI PALANCOLE LATO FIUMARETTA TIPOLOGIA 5<br />
Risultati per la Design Section 1: 0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 167.35 73.17 4.03 No supports No supports 2.412 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
167.35 73.17 4.03 No supports No supports 2.412 Calculation successful<br />
183.94 78.33 7.74 No supports No supports 1.754 Calculation successful<br />
183.94 78.33 7.79 No supports No supports 1.754 Calculation successful<br />
128.73 56.28 4.08 No supports No supports 2.412 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 4.03 2.35 167.35 167.35<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 4.03 2.35 167.35 167.35<br />
Calculation successful 7.74 5.11 183.94 183.94<br />
0: DM08_ITA: EQK - GEO Calculation successful 7.79 5.12 183.94 183.94<br />
0: DM08_ITA: EQK - STR Calculation successful 4.08 2.35 128.73 128.73<br />
Taglio paratia<br />
Taglio paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 73.17 73.17 0.33 0.33 0.075 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
73.17 73.17 0.33 0.33 0.075 N/A<br />
78.33 78.33 0.363 0.363 0.08 N/A<br />
0: DM08_ITA: EQK - GEO 78.33 78.33 0.363 0.363 0.08 N/A<br />
0: DM08_ITA: EQK - STR 56.28 56.28 0.254 0.254 0.058 N/A<br />
2533-06-00103.DOC<br />
732
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
N/A No supports No supports No supports No supports No supports 1.806<br />
N/A No supports No supports No supports No supports No supports 1.806<br />
N/A No supports No supports No supports No supports No supports 1.49<br />
N/A No supports No supports No supports No supports No supports 1.49<br />
N/A No supports No supports No supports No supports No supports 1.806<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
N/A N/A N/A N/A 2.412 1.224 1.251<br />
N/A N/A N/A N/A 2.412 1.224 1.251<br />
N/A N/A N/A N/A 1.754 1.183 1.251<br />
N/A N/A N/A N/A 1.754 1.183 1.251<br />
N/A N/A N/A N/A 2.412 1.224 1.876<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.363<br />
Wall Moment (kN-m/m) 183.94<br />
Wall Moment (kN-m) 183.94<br />
Wall Moment Capacity (kNm/m)<br />
507.147<br />
Wall Shear (kN/m) 78.329<br />
Wall Shear (kN) 78.329<br />
Wall Shear Check 0.08<br />
Wall Shear Capacity (kN/m) 977.041<br />
Wall Displacements (cm) 7.791<br />
Surface Settlements (cm) 5.119<br />
Toe FS Passive Mob<br />
(Paratie)<br />
1.754<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR5 62<br />
1: Stage 1 1: FR5 62<br />
1: Stage 1 1: FR5 62<br />
1: Stage 1 1: FR5 54<br />
1: Stage 1 1: FR5 81<br />
1: Stage 1 1: FR5 81<br />
1: Stage 1 1: FR5 81<br />
1: Stage 1 1: FR5 70<br />
2: Stage 2 1: FR5 N/A<br />
2: Stage 2 1: FR5 0<br />
1: Stage 1 1: FR5 1<br />
Risultati vincoli<br />
Valore critico<br />
Approccio di<br />
progetto<br />
Fase critica Paratia critica Indice voci critiche<br />
2533-06-00103.DOC<br />
733
Results not available<br />
Results not<br />
available<br />
Results not<br />
available<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 183.94<br />
Wall Moment +M (kN-m) 183.94<br />
Wall Moment -M (kN-m) -1.026<br />
Wall Moment Check 0.363<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
507.147<br />
Wall Shear (kN) 78.329<br />
Wall Shear Check 0.08<br />
Wall Shear Capacity<br />
(kN/m)<br />
977.041<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR5 62<br />
1: Stage 1 1: FR5 62<br />
1: Stage 1 1: FR5 54<br />
1: Stage 1 1: FR5 62<br />
1: Stage 1 1: FR5 54<br />
1: Stage 1 1: FR5 81<br />
1: Stage 1 1: FR5 81<br />
1: Stage 1 1: FR5 70<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 167.35 167.35 183.94 183.94 128.73<br />
M stg2 (kN-m/m) 166.43 166.43 183.56 183.4 128.11<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 73.17 73.17 78.33 78.33 56.28<br />
V stg2 (kN/m) 72.99 72.99 78.22 78.16 56.06<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
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734
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
G3 19.5 15.5 27 0 N/A N/A N/A 60000 180000 0.38 2.66 N/A N/A True Linear<br />
G4 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
G3 0.35 - - 0.546 0.5 - - 50 33.33 3143.04 -<br />
G4 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: FR4, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-3.6 G3 1 0.55<br />
-4.4 G4 1 0.53<br />
-10.3 G3 1 0.55<br />
DATI PARATIE<br />
Sezioni paratia0: FR5<br />
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735
Sezioni paratia0: AZ 17<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -10.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 17 Z 0.7 138.43 37.9 0.851 62.992 0.851 31586 1665.1<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
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N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
1 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
2 DM08_ITA 1: A1+M1+R1 1 1 1 0 1.3 1.5 1.2 1.1 1.3 1 1.3 1 1.35 0.9 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
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F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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739
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage<br />
0<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
1<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
2<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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Risultati per la Design Section 2: 0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 167.35 73.17 4.03 No supports No supports 2.412 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
167.35 73.17 4.03 No supports No supports 2.412 Calculation successful<br />
183.94 78.33 7.74 No supports No supports 1.754 Calculation successful<br />
183.94 78.33 7.79 No supports No supports 1.754 Calculation successful<br />
128.73 56.28 4.08 No supports No supports 2.412 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 4.03 2.35 167.35 167.35<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 4.03 2.35 167.35 167.35<br />
Calculation successful 7.74 5.11 183.94 183.94<br />
0: DM08_ITA: EQK - GEO Calculation successful 7.79 5.12 183.94 183.94<br />
0: DM08_ITA: EQK - STR Calculation successful 4.08 2.35 128.73 128.73<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 73.17 73.17 0.33 0.33 0.075 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
73.17 73.17 0.33 0.33 0.075 N/A<br />
78.33 78.33 0.363 0.363 0.08 N/A<br />
0: DM08_ITA: EQK - GEO 78.33 78.33 0.363 0.363 0.08 N/A<br />
0: DM08_ITA: EQK - STR 56.28 56.28 0.254 0.254 0.058 N/A<br />
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745
Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
N/A No supports No supports No supports No supports No supports 1.806<br />
N/A No supports No supports No supports No supports No supports 1.806<br />
N/A No supports No supports No supports No supports No supports 1.49<br />
N/A No supports No supports No supports No supports No supports 1.49<br />
N/A No supports No supports No supports No supports No supports 1.806<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
N/A N/A N/A N/A 2.412 1.224 1.251<br />
N/A N/A N/A N/A 2.412 1.224 1.251<br />
N/A N/A N/A N/A 1.754 1.183 1.251<br />
N/A N/A N/A N/A 1.754 1.183 1.251<br />
N/A N/A N/A N/A 2.412 1.224 1.876<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.363<br />
Wall Moment (kN-m/m) 183.94<br />
Wall Moment (kN-m) 183.94<br />
Wall Moment Capacity (kNm/m)<br />
507.147<br />
Wall Shear (kN/m) 78.329<br />
Wall Shear (kN) 78.329<br />
Wall Shear Check 0.08<br />
Wall Shear Capacity (kN/m) 977.041<br />
Wall Displacements (cm) 7.791<br />
Surface Settlements (cm) 5.119<br />
Toe FS Passive Mob<br />
(Paratie)<br />
1.754<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR5 62<br />
1: Stage 1 1: FR5 62<br />
1: Stage 1 1: FR5 62<br />
1: Stage 1 1: FR5 54<br />
1: Stage 1 1: FR5 81<br />
1: Stage 1 1: FR5 81<br />
1: Stage 1 1: FR5 81<br />
1: Stage 1 1: FR5 70<br />
2: Stage 2 1: FR5 N/A<br />
2: Stage 2 1: FR5 0<br />
1: Stage 1 1: FR5 1<br />
Risultati vincoli<br />
Valore critico<br />
Approccio di<br />
progetto<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not available Results not Results not Results not Results not available Results not available<br />
2533-06-00103.DOC<br />
746
available available available<br />
Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 183.94<br />
Wall Moment +M (kN-m) 183.94<br />
Wall Moment -M (kN-m) -1.026<br />
Wall Moment Check 0.363<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
507.147<br />
Wall Shear (kN) 78.329<br />
Wall Shear Check 0.08<br />
Wall Shear Capacity<br />
(kN/m)<br />
977.041<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR5 62<br />
1: Stage 1 1: FR5 62<br />
1: Stage 1 1: FR5 54<br />
1: Stage 1 1: FR5 62<br />
1: Stage 1 1: FR5 54<br />
1: Stage 1 1: FR5 81<br />
1: Stage 1 1: FR5 81<br />
1: Stage 1 1: FR5 70<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 167.35 167.35 183.94 183.94 128.73<br />
M stg2 (kN-m/m) 166.43 166.43 183.56 183.4 128.11<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 73.17 73.17 78.33 78.33 56.28<br />
V stg2 (kN/m) 72.99 72.99 78.22 78.16 56.06<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
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747
G3 19.5 15.5 27 0 N/A N/A N/A 60000 180000 0.38 2.66 N/A N/A True Linear<br />
G4 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
G3 0.35 - - 0.546 0.5 - - 50 33.33 3143.04 -<br />
G4 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: FR4, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-3.6 G3 1 0.55<br />
-4.4 G4 1 0.53<br />
-10.3 G3 1 0.55<br />
DATI PARATIE<br />
Sezioni paratia0: FR5<br />
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Sezioni paratia0: AZ 17<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -10.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 17 Z 0.7 138.43 37.9 0.851 62.992 0.851 31586 1665.1<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
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N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
1 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2 DM08_ITA 2: A2+M2+R1 1.25 1.25 1.4 0 1 1.3 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
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F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage<br />
0<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
1<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
2<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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Risultati per la Design Section 3: 0: DM08_ITA: EQK - GEO<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 167.35 73.17 4.03 No supports No supports 2.412 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
167.35 73.17 4.03 No supports No supports 2.412 Calculation successful<br />
183.94 78.33 7.74 No supports No supports 1.754 Calculation successful<br />
183.94 78.33 7.79 No supports No supports 1.754 Calculation successful<br />
128.73 56.28 4.08 No supports No supports 2.412 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 4.03 2.35 167.35 167.35<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 4.03 2.35 167.35 167.35<br />
Calculation successful 7.74 5.11 183.94 183.94<br />
0: DM08_ITA: EQK - GEO Calculation successful 7.79 5.12 183.94 183.94<br />
0: DM08_ITA: EQK - STR Calculation successful 4.08 2.35 128.73 128.73<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 73.17 73.17 0.33 0.33 0.075 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
73.17 73.17 0.33 0.33 0.075 N/A<br />
78.33 78.33 0.363 0.363 0.08 N/A<br />
0: DM08_ITA: EQK - GEO 78.33 78.33 0.363 0.363 0.08 N/A<br />
0: DM08_ITA: EQK - STR 56.28 56.28 0.254 0.254 0.058 N/A<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
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Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
N/A No supports No supports No supports No supports No supports 1.806<br />
N/A No supports No supports No supports No supports No supports 1.806<br />
N/A No supports No supports No supports No supports No supports 1.49<br />
N/A No supports No supports No supports No supports No supports 1.49<br />
N/A No supports No supports No supports No supports No supports 1.806<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
N/A N/A N/A N/A 2.412 1.224 1.251<br />
N/A N/A N/A N/A 2.412 1.224 1.251<br />
N/A N/A N/A N/A 1.754 1.183 1.251<br />
N/A N/A N/A N/A 1.754 1.183 1.251<br />
N/A N/A N/A N/A 2.412 1.224 1.876<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.363<br />
Wall Moment (kN-m/m) 183.94<br />
Wall Moment (kN-m) 183.94<br />
Wall Moment Capacity (kNm/m)<br />
507.147<br />
Wall Shear (kN/m) 78.329<br />
Wall Shear (kN) 78.329<br />
Wall Shear Check 0.08<br />
Wall Shear Capacity (kN/m) 977.041<br />
Wall Displacements (cm) 7.791<br />
Surface Settlements (cm) 5.119<br />
Toe FS Passive Mob<br />
(Paratie)<br />
1.754<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR5 62<br />
1: Stage 1 1: FR5 62<br />
1: Stage 1 1: FR5 62<br />
1: Stage 1 1: FR5 54<br />
1: Stage 1 1: FR5 81<br />
1: Stage 1 1: FR5 81<br />
1: Stage 1 1: FR5 81<br />
1: Stage 1 1: FR5 70<br />
2: Stage 2 1: FR5 N/A<br />
2: Stage 2 1: FR5 0<br />
1: Stage 1 1: FR5 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
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Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 183.94<br />
Wall Moment +M (kN-m) 183.94<br />
Wall Moment -M (kN-m) -1.026<br />
Wall Moment Check 0.363<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
507.147<br />
Wall Shear (kN) 78.329<br />
Wall Shear Check 0.08<br />
Wall Shear Capacity<br />
(kN/m)<br />
977.041<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR5 62<br />
1: Stage 1 1: FR5 62<br />
1: Stage 1 1: FR5 54<br />
1: Stage 1 1: FR5 62<br />
1: Stage 1 1: FR5 54<br />
1: Stage 1 1: FR5 81<br />
1: Stage 1 1: FR5 81<br />
1: Stage 1 1: FR5 70<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 167.35 167.35 183.94 183.94 128.73<br />
M stg2 (kN-m/m) 166.43 166.43 183.56 183.4 128.11<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 73.17 73.17 78.33 78.33 56.28<br />
V stg2 (kN/m) 72.99 72.99 78.22 78.16 56.06<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
G3 19.5 15.5 27 0 N/A N/A N/A 60000 180000 0.38 2.66 N/A N/A True Linear<br />
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G4 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
G3 0.35 - - 0.546 0.5 - - 50 33.33 3143.04 -<br />
G4 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: FR4, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-3.6 G3 1 0.55<br />
-4.4 G4 1 0.53<br />
-10.3 G3 1 0.55<br />
DATI PARATIE<br />
Sezioni paratia0: FR5<br />
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Sezioni paratia0: AZ 17<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -10.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 17 Z 0.7 138.43 37.9 0.851 62.992 0.851 31586 1665.1<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
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N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
1 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
2 DM08_ITA EQK - GEO 1.25 1.25 1.4 1 1 1 1.2 1.1 1 1 1 1 1.35 0.9 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
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F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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765
PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage<br />
0<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
1<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
2<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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Risultati per la Design Section 4: 0: DM08_ITA: EQK - STR<br />
SOMMARIO RISULTATI DI CALCOLO E VERIFICA<br />
Di seguito si riportano una serie di tabelle in cui si riassumono:<br />
- i peggiori risultati/verifiche tra tutte le analisi svolte<br />
- i peggiori risultati/verifiche per isingoli scenari di carico e per le singole fasi<br />
Summario di ogni approccio<br />
Design section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
Mom.<br />
paratia<br />
Taglio<br />
paratia<br />
Spost.<br />
paratia<br />
(kN-m/m) (kN/m) (cm)<br />
Vincolo Vincolo Infissione Commenti<br />
Reazione<br />
(kN/m)<br />
TSF critico<br />
FS paratia<br />
Design section 0 167.35 73.17 4.03 No supports No supports 2.412 Calculation successful<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
167.35 73.17 4.03 No supports No supports 2.412 Calculation successful<br />
183.94 78.33 7.74 No supports No supports 1.754 Calculation successful<br />
183.94 78.33 7.79 No supports No supports 1.754 Calculation successful<br />
128.73 56.28 4.08 No supports No supports 2.412 Calculation successful<br />
Sommario esteso<br />
Risultati di calcolo<br />
Spost.<br />
paratia<br />
Cedimenti Mom. paratia Mom. paratia<br />
(cm) (cm) (kN-m/m) (kN-m)<br />
Design section 0 Calculation successful 4.03 2.35 167.35 167.35<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
Calculation successful 4.03 2.35 167.35 167.35<br />
Calculation successful 7.74 5.11 183.94 183.94<br />
0: DM08_ITA: EQK - GEO Calculation successful 7.79 5.12 183.94 183.94<br />
0: DM08_ITA: EQK - STR Calculation successful 4.08 2.35 128.73 128.73<br />
Taglio paratia<br />
Taglio<br />
paratia<br />
TSF<br />
combinato<br />
TSF momento TSF taglio SLS cls<br />
(kN/m) (kN) / / / Ver. tensionale<br />
Design section 0 73.17 73.17 0.33 0.33 0.075 N/A<br />
0: DM08_ITA: Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA: Comb. 2:<br />
A2+M2+R1<br />
73.17 73.17 0.33 0.33 0.075 N/A<br />
78.33 78.33 0.363 0.363 0.08 N/A<br />
0: DM08_ITA: EQK - GEO 78.33 78.33 0.363 0.363 0.08 N/A<br />
0: DM08_ITA: EQK - STR 56.28 56.28 0.254 0.254 0.058 N/A<br />
SLS acciaio Vincolo Vincolo Vincolo Vincolo Vincolo FS<br />
Ver. tensionale R max (kN/m) R max (kN) TSF GEO TSF STR Verifica pull out Fondo scavo<br />
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Design section<br />
0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
N/A No supports No supports No supports No supports No supports 1.806<br />
N/A No supports No supports No supports No supports No supports 1.806<br />
N/A No supports No supports No supports No supports No supports 1.49<br />
N/A No supports No supports No supports No supports No supports 1.49<br />
N/A No supports No supports No supports No supports No supports 1.806<br />
Design<br />
section 0<br />
0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
0: DM08_ITA:<br />
Comb. 2:<br />
A2+M2+R1<br />
0: DM08_ITA:<br />
EQK - GEO<br />
0: DM08_ITA:<br />
EQK - STR<br />
FS FS piede FS piede Zcut FS FS FS<br />
Passivo Rotazione Lunghezza (Paratie) Pass. mobilitata Vera/Attiva Sifonamento<br />
N/A N/A N/A N/A 2.412 1.224 1.251<br />
N/A N/A N/A N/A 2.412 1.224 1.251<br />
N/A N/A N/A N/A 1.754 1.183 1.251<br />
N/A N/A N/A N/A 1.754 1.183 1.251<br />
N/A N/A N/A N/A 2.412 1.224 1.876<br />
Voci critiche<br />
Valore critico<br />
Wall Moment Check 0.363<br />
Wall Moment (kN-m/m) 183.94<br />
Wall Moment (kN-m) 183.94<br />
Wall Moment Capacity (kNm/m)<br />
507.147<br />
Wall Shear (kN/m) 78.329<br />
Wall Shear (kN) 78.329<br />
Wall Shear Check 0.08<br />
Wall Shear Capacity (kN/m) 977.041<br />
Wall Displacements (cm) 7.791<br />
Surface Settlements (cm) 5.119<br />
Toe FS Passive Mob<br />
(Paratie)<br />
1.754<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR5 62<br />
1: Stage 1 1: FR5 62<br />
1: Stage 1 1: FR5 62<br />
1: Stage 1 1: FR5 54<br />
1: Stage 1 1: FR5 81<br />
1: Stage 1 1: FR5 81<br />
1: Stage 1 1: FR5 81<br />
1: Stage 1 1: FR5 70<br />
2: Stage 2 1: FR5 N/A<br />
2: Stage 2 1: FR5 0<br />
1: Stage 1 1: FR5 1<br />
Risultati vincoli<br />
Results not available<br />
Valore critico<br />
Results not<br />
available<br />
Approccio di<br />
progetto<br />
Results not<br />
available<br />
Fase critica Paratia critica Indice voci critiche<br />
Results not<br />
available<br />
Results not available<br />
Results not available<br />
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Risultati paratia<br />
Valore critico<br />
Wall Moment ABS (kN-m) 183.94<br />
Wall Moment +M (kN-m) 183.94<br />
Wall Moment -M (kN-m) -1.026<br />
Wall Moment Check 0.363<br />
Wall Moment Capacity<br />
(kN-m/m)<br />
507.147<br />
Wall Shear (kN) 78.329<br />
Wall Shear Check 0.08<br />
Wall Shear Capacity<br />
(kN/m)<br />
977.041<br />
Approccio di<br />
progetto<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
1: 0: DM08_ITA:<br />
Comb. 1:<br />
A1+M1+R1<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
3: 0: DM08_ITA:<br />
EQK - GEO<br />
4: 0: DM08_ITA:<br />
EQK - STR<br />
Fase critica Paratia critica Indice voci critiche<br />
1: Stage 1 1: FR5 62<br />
1: Stage 1 1: FR5 62<br />
1: Stage 1 1: FR5 54<br />
1: Stage 1 1: FR5 62<br />
1: Stage 1 1: FR5 54<br />
1: Stage 1 1: FR5 81<br />
1: Stage 1 1: FR5 81<br />
1: Stage 1 1: FR5 70<br />
Momento massimo per ogni fase<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg0 (kN-m/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
M stg1 (kN-m/m) 167.35 167.35 183.94 183.94 128.73<br />
M stg2 (kN-m/m) 166.43 166.43 183.56 183.4 128.11<br />
Taglio massimo per ogni fase<br />
Approccio di base DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
V stg1 (kN/m) 73.17 73.17 78.33 78.33 56.28<br />
V stg2 (kN/m) 72.99 72.99 78.22 78.16 56.06<br />
Massima reazione vincolare<br />
Approccio di<br />
base<br />
DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #0 (kN/m) DS: 0 DS: 1 DS: 2 DS: 3 DS: 4<br />
Rmax Stage #1 (kN/m) N/A N/A N/A N/A N/A<br />
Rmax Stage #2 (kN/m) N/A N/A N/A N/A N/A<br />
DATI TERRENO<br />
Name g tot g dry Frict C' Su FRp FRcv Eload Eur kAp kPp kAcv kPcv Vary Spring Color<br />
(kN/m3) (kN/m3) (deg) (kPa) (kPa) (deg) (deg) (kPa) (kPa) NL NL NL NL Model<br />
R 18 15 20 0 N/A N/A N/A 25000 75000 0.49 2.04 N/A N/A True Linear<br />
G3 19.5 15.5 27 0 N/A N/A N/A 60000 180000 0.38 2.66 N/A N/A True Linear<br />
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G4 19.5 15.5 28 0 N/A N/A N/A 80000 240000 0.36 2.77 N/A N/A True Linear<br />
Name Poisson Min Ka Min sh ko.NC nOCR aH.EXP aV.EXP qSkin qNails kS.nails PL<br />
v (clays) (clays) - - (0 to 1) (0 to 1) (kPa) (kPa) (kN/m3) (MPa)<br />
R 0.35 - - 0.658 0.5 - - 50 33.33 3143.04 -<br />
G3 0.35 - - 0.546 0.5 - - 50 33.33 3143.04 -<br />
G4 0.35 - - 0.531 0.5 - - 50 33.33 3143.04 -<br />
gtot=peso specifico /totale terreno<br />
gdry=peso secco del terreno<br />
Frict=angolo di attrito di calcolo<br />
C'=coesione efficace<br />
Su = Coesione non drenata, parametro attivo per terreni tipo CLAY in condizioni NON drenate<br />
Dilat=Dilatanza terreno (parametro valido solo in analisi non lineare)<br />
Evc=modulo a compressioen vergine molla equivalente terreno<br />
Eur=modulo di scarico/ricarico (fase elastica) molla equivalente terreno<br />
Kap= coefficiente di spinta attiva di picco<br />
Kpp= coefficiente di spinta passiva di picco<br />
Kacv= coefficiente di spinta attiva di picco<br />
Kpcv= coefficiente di spinta passiva di picco<br />
Spring models= modalità di definizione dei moduli di rigidezza molle terreno (LIN, EXP, SIMC)<br />
LIN= Lineare-Elastico-Perfettamente plastico<br />
EXP: esponenziale, SUB: Modulo di reazione del sottosuolo<br />
SIMC= Modo semplificato per argille<br />
STRATIGRAFIA TERRENI<br />
Top Elev= quota superiore strato<br />
Soil type=nome del terreno<br />
OCR=rapporto di sovraconsolidazione<br />
K0=coefficiente di spinta a riposo<br />
Nome: FR4, pos: (-20, 0)<br />
Top elev. Soil type OCR Ko<br />
0 R 1 0.66<br />
-3.6 G3 1 0.55<br />
-4.4 G4 1 0.53<br />
-10.3 G3 1 0.55<br />
DATI PARATIE<br />
Sezioni paratia0: FR5<br />
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Sezioni paratia0: AZ 17<br />
Tipo paratia: Palancole<br />
Quota sommita' paratia: 0 m Quota piede paratia: -10.5 m<br />
Dimensione fuori piano paratia: 1 Spessore paratia = 0.38<br />
Ampiezza zona spinta passiva al di sotto del piano di scavo: 1 Ampiezza zona spinta attiva al di sotto del piano di<br />
scavo: 1<br />
fc' cls = 20 Fy barre = 410 Ecls = 29962 FcT calcestruzzo a trazione = 10% di Fc'<br />
fy profilati in acciaio = 355 Eacciaio = 206000<br />
Attrito paratia: Ignorato<br />
Le capacita' paratie in acciaio sono calcolate con NTC 2008<br />
Le capacita' paratie in calcestruzzo sono calcolate con NTC-2008<br />
Nota: con la capacita' ultima si dovrebbe adottare un fattore di sicurezza strutturale.<br />
Proprieta' palancole<br />
Tabella: proprieta' palancole<br />
DES Shape W A h t b s Ixx Wel.x<br />
(kN/m) (cm2/m) (cm) (cm) (cm) (cm) (cm4/m) (cm3/m)<br />
AZ 17 Z 0.7 138.43 37.9 0.851 62.992 0.851 31586 1665.1<br />
DATI GENERALI PARATIA<br />
Hor wall spacing=interasse tra pannelli<br />
passive width below exc=larghezza di riferimento per calcolo zona passiva per analisi classica<br />
concrete f'c=fck=res cilindrica caratteristica cls<br />
Rebar fy=fyk=res caratteristica acciaio armature<br />
Econc=modulo elastico cls<br />
Concrete tension fct=fctk=resistenza caratteristica a trazione cls<br />
Steel members fy=fyk=res caratteristica acciaio<br />
Esteel=modulo elastico acciaio<br />
DATI TABELLATI (si omette la spiegazione dei parametri già descritti in precedenza)<br />
1) Diaphragm wall=sezione rettangolare in CA<br />
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N/A= il valore non è disponibile in quanto non correlato al tipo di sezione in uso<br />
Fy=fyk<br />
F'c=fck<br />
D=altezza paratia<br />
B=base paratia<br />
tf=spessore<br />
2)Steel sheet pile=palancolata<br />
DES=tipo di palancolata<br />
Shape=forma<br />
W=peso per unità di lunghezza<br />
A=area<br />
h=altezza<br />
t=spessore lamiera orizzontale<br />
b=base singolo elemento a Z o U<br />
s=spessore lati obliqui<br />
Ixx=inerzia asse principale palancolata (per unità di lunghezza)<br />
Sxx=modulo di resistenza asse principale palancolata (per unità di lunghezza)<br />
3)Secant pile wall (pali allineati e sovrapposti), Tangent pile wall=pali allineati (Berlinesi, micropali), soldier pile<br />
(pali in acciaio con collegamento in cls), soildier pile and timber lagging (pali in acciiao con colleghamento con<br />
elementi in legno)<br />
W=peso per unità di lunghezza<br />
A=area<br />
D=diametro<br />
tw o tp=spessore dell'anima (sezione a I) o del tubo (sezione circolare)<br />
bf=larghezza <strong>della</strong> sezione<br />
tf=spessore dell'ala<br />
k=altezza flangia + altezza raccordo<br />
Ixx=inerzia rispetto asse orizzontale (per unità di lunghezza)<br />
Sxx=modulo di resistenza rispetto asse orizzontale (per unità di lunghezza)<br />
rx=raggio giratore d'inerzia lungo x<br />
Iyy=inerzia rispetto asse verticale (per unità di lunghezza)<br />
Syy=modulo di resistenza rispetto asse verticale (per unità di lunghezza)<br />
ry=raggio giratore d'inerzia lungo y<br />
Cw=costante di ingobbamento<br />
fy=fyk<br />
APPROCCI DI PROGETTO E FATTORI DI COMBINAZIONE<br />
Scenari di progetto utilizzati (da Normativa o personalizzati) e relativi fattori di combinazione<br />
Stage<br />
Design<br />
Code<br />
Design Case F(tan F F F F(perm F(temp F(perm F(temp F Earth F Earth F GWT<br />
F<br />
GWT<br />
F HYD F HYD F UPL F UPL<br />
Name fr) (c') (Su) (EQ) load) load) sup) sup) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab) (Dstab) (stab)<br />
0 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
1 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
2 DM08_ITA EQK - STR 1 1 1 1 1 1 1.2 1.1 1 1 1 1 1 1 1 1<br />
Stage=Fase di scavo<br />
Design Code=Codice di verifica<br />
Ftan fr=fattore moltiplicatoretangente angolo di attrito<br />
F C'=fattore moltiplicatorecoesione efficace<br />
F Su'=fattore moltiplicatorecoesione non drenata<br />
F EQ=fattore moltiplicatoreazione <strong>sismica</strong><br />
F perm load=fattore moltiplicatore carichi permanenti<br />
F temp load=fattore moltiplicatore carichi accidentali/variabili<br />
F perm supp=fattore di riduzione resistenza per verifica pull out tirante<br />
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F temp supp=fattore di riduzione resistenza per verifica pull out tirante<br />
F earth Dstab=fattore moltiplicatore per spinta attiva nel caso sfavorevole<br />
F earth stab=fattore moltiplicatore per spinta attiva nel caso favorevole<br />
F GWT Dstab (ground water)=fattore moltiplicatore per spinta idrostatica sfavorevole<br />
F GWT stab (ground water)=fattore moltiplicatore per spinta idrostatica favorevole<br />
F HYD Dstab=fattore moltiplicatore per spinta idrodinamica sfavorevole<br />
F HYD stab=fattore moltiplicatore per spinta idrodinamica favorevole<br />
F UPL Dstab=fattore moltiplicatore per sifonamento sfavorevole<br />
F UPL stab=fattore moltiplicatore per sifonamento favorevole<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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PARAMETRI DI CALCOLO PER SINGOLA FASE<br />
Sommario delle assunzioni dell'ultima fase<br />
Name Analysis Drive<br />
ka- Htr<br />
Mult T/B Resist Res Contle Support Axial Used Min<br />
Toe<br />
Toe Toe<br />
Method Press (%) Press Mult Method Model Incl FSwall FDtoe FSrot FSpas<br />
Stage<br />
0<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
1<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Stage<br />
2<br />
Springs-DR Ka N/A N/A Kp N/A N/A 1 N/A N/A N/A<br />
Name=nome fase<br />
-----<br />
Analysis method=metodo di calcolo<br />
COnventional=analisi all'equilibriolimite<br />
springs UP=analisi non lineare (schema a molle elasto plastiche)<br />
DR=analisi per terreni tipo argilla in condizione drenata<br />
U=analisi per terreni tipo argilla in condizione NON drenata<br />
Up=analisi non drenata solo per i terreni selezionati<br />
----<br />
Drive press=Ka=spinta terreno attiva<br />
ka mult=eventuale moltiplicatore Ka<br />
Htr T/B (%)=schema pressione attiva di tipo trapezioidale<br />
Resit press=Kp=spinta terreno passiva<br />
Res Mult=eventuale moltiplicatore Kp<br />
COntle Method=<br />
Support Model=tipologia vincoli fissi (fixed=fissi)<br />
Axial Incl=se azione assiale inclusa<br />
Used FS wall=coeff di riduzione dominio MN<br />
Min FD TOe=sicurezza minima per infissione (analisi classica)<br />
Toe FS rot=sicurezza a rotazione (analisi classica)<br />
Toe FSpas=sicurezza sulle pressioni agenti/resistenti (analisi classica)<br />
GRAFICI FASI DI SCAVO<br />
Di seguito si riportano gli schemi grafici delle fasi di scavo principali.<br />
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780
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781
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782
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783