COMUNE DI BUCINE
PROGETTO ESECUTIVO DEI LAVORI DI DIFESA DAL
RISCHIO IDRAULICO DELL'ABITATO DI BADIA A RUOTI
(COMUNE DI BUCINE) E DI RIASSETTO IDRAULICO DEL
BORRO LUSIGNANA
FASCICOLO DEI CALCOLI DELLE STRUTTURE
ELABORATO N. 5b
Ottobre 2012
RAGGRUPPAMENTO DEI PROGETTISTI
Ing. Marco Benini (Capo Gruppo)
Via G. Puccini n. 150, Arezzo - Tel. 0575/323668
Ing. Angela Cardini
Ing. Giancarlo Caroli
Geol. Fabio Poggi
Geol. Massimiliano Rossi
RESPONSABILE UNICO DEL PROCEDIMENTO
Dott. Ing. Luca Niccolai
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
pag.2/87
Sommario
Introduzione...................................................................................................3
Sistemi di riferimento .......................................................................................3
Rotazioni e momenti ..........................................................................................3
Normativa di riferimento .....................................................................................3
Unità di misura ..............................................................................................4
Figura numero 1: modello agli elementi finiti ..............................................................4
Figura numero 2: numerazione elementi bidimensionali .......................................................5
Geometria......................................................................................................5
Elenco vincoli nodi ..........................................................................................5
Elenco nodi ..................................................................................................5
Elenco materiali ............................................................................................10
Elenco sezioni aste .........................................................................................11
Elenco vincoli aste .........................................................................................11
Elenco aste .................................................................................................12
Elenco tipi elementi bidimensionali .........................................................................12
Elenco elementi bidimensionali ..............................................................................13
Elenco tipi solai ...........................................................................................20
Elenco solai ................................................................................................20
Carichi.......................................................................................................20
Condizioni di carico elementari .............................................................................20
Elenco carichi nodi Condizione di carico n. 3: Variabili da traffico - mobili + distribuiti Carichi
concentrati .................................................................................................20
Elenco carichi nodi Condizione di carico n. 6: sisma terreno dir +y Carichi concentrati ....................21
Elenco carichi nodi Condizione di carico n. 7: sisma terreno dir -y Carichi concentrati ....................21
Elenco carichi aste Condizione di carico n. 1: pesi propri + perm. strutturali Carichi distribuiti .........21
Elenco carichi aste Condizione di carico n. 2: perm. non strutturali Carichi distribuiti ...................22
Elenco carichi aste Condizione di carico n. 3: Variabili da traffico - mobili + distribuiti Carichi
distribuiti .................................................................................................22
Elenco carichi aste Condizione di carico n. 10: Variabili da traffico - Frenamento Carichi distribuiti .....22
Elenco carichi elementi bidimensionali Condizione di carico n. 1: pesi propri + perm. strutturali Carichi
uniformi ....................................................................................................22
Elenco carichi elementi bidimensionali Condizione di carico n. 4: spinta statica terreno Carichi idrostatici
............................................................................................................36
Elenco carichi elementi bidimensionali Condizione di carico n. 5: spinta statica sovraccarico su terreno
Carichi uniformi ............................................................................................41
Elenco carichi elementi bidimensionali Condizione di carico n. 8: carico variabile massima piena acqua
Carichi uniformi ............................................................................................42
Elenco carichi elementi bidimensionali Condizione di carico n. 9: spinta dinamica acqua su bocca tarata
Carichi uniformi ............................................................................................44
Analisi dei carichi da vento..................................................................................44
Risultati del calcolo.........................................................................................45
Parametri di calcolo ........................................................................................45
Figura numero 3: Spettro allo SLD .........................................................................47
Figura numero 4: Spettro allo SLV .........................................................................48
Criteri di progetto utilizzati................................................................................60
Pareti ......................................................................................................60
Nuclei ......................................................................................................62
Solette/Platee ..............................................................................................64
Generali di disegno .........................................................................................66
Armatura minima elementi bidimensionali – Risultati grafici...................................................68
Figura numero 5: platea – armatura minima superiore direzione Z ...........................................68
Figura numero 6: platea – armatura minima superiore direzione x ...........................................68
Figura numero 7: platea – armatura minima inferiore direzione z ...........................................69
Figura numero 8: platea - armatura minima inferiore direzione x ...........................................69
Figura numero 9: parete sinistra – armatura minima verticale ..............................................70
Figura numero 10: parete sinistra – armatura minima orizzontale ...........................................70
Figura numero 11: parete destra – armatura minima verticale ...............................................71
Figura numero 12: parete destra – armatura minima orizzontale .............................................71
Figura numero 13: globale – armatura minima direzione Z ...................................................72
Figura numero 14: globale – armatura minima direzione X ...................................................72
Figura numero 15: diaframmi – armatura minima verticale ...................................................73
Figura numero 16: diaframmi – armatura minima orizzontale .................................................73
Figura numero 17: bocca tarata – armatura minima verticale ................................................74
Figura numero 18: bocca tarata – armatura minima orizzontale ..............................................74
Criteri di analisi geotecnica e progetto delle fondazioni.....................................................75
Fondazioni superficiali .....................................................................................75
Fondazioni profonde .........................................................................................75
Caratterizzazione ...........................................................................................77
Geotecnica....................................................................................................78
Prove in sito ...............................................................................................78
Figura numero 19: 1 PROVA CPT1 ............................................................................80
Elenco colonne stratigrafiche ...............................................................................80
Elenco unità geotecniche ....................................................................................80
Report grafico complessivo ..................................................................................81
Figura numero 20: Colonna stratigrafica numero 1 COLONNA STRATIGRAFICA CPT1 ...............................84
Fondazioni superficiali.......................................................................................84
Verifiche capacità portante .................................................................................84
Cedimenti ...................................................................................................85
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
pag.3/87
Introduzione
Sistemi di riferimento
Le coordinate, i carichi concentrati, i cedimenti, le reazioni vincolari e gli spostamenti dei NODI sono
riferiti ad una terna destra cartesiana globale con l'asse Z verticale rivolto verso l'alto.
I carichi in coordinate locali e le sollecitazioni delle ASTE sono riferite ad una terna destra cartesiana
locale così definita:
- origine nel nodo iniziale dell'asta;
- asse X coincidente con l'asse dell'asta e con verso dal nodo iniziale al nodo finale;
- immaginando la trave a sezione rettangolare l'asse Y è parallelo alla base e l'asse Z è parallelo all'altezza.
La rotazione dell'asta comporta quindi una rotazione di tutta la terna locale.
Si può immaginare la terna locale di un'asta comunque disposta nello spazio come derivante da quella globale
dopo una serie di trasformazioni:
- una rotazione intorno all'asse Z che porti l'asse X a coincidere con la proiezione dell'asse dell'asta sul
piano orizzontale;
- una traslazione lungo il nuovo asse X così definito in modo da portare l'origine a coincidere con la
proiezione del nodo iniziale dell'asta sul piano orizzontale;
- una traslazione lungo l'asse Z che porti l'origine a coincidere con il nodo iniziale dell'asta;
- una rotazione intorno all'asse Y così definito che porti l'asse X a coincidere con l'asse dell'asta;
- una rotazione intorno all'asse X così definito pari alla rotazione dell'asta.
In pratica le travi prive di rotazione avranno sempre l'asse Z rivolto verso l'alto e l'asse Y nel piano del
solaio, mentre i pilastri privi di rotazione avranno l'asse Y parallelo all'asse Y globale e l'asse Z parallelo
ma controverso all'asse X globale. Da notare quindi che per i pilastri la "base" è il lato parallelo a Y.
Le sollecitazioni ed i carichi in coordinate locali negli ELEMENTI BIDIMENSIONALI e nei MURI sono riferiti ad
una terna destra cartesiana locale così definita:
- origine nel primo nodo dell'elemento;
- asse X coincidente con la congiungente il primo ed il secondo nodo dell'elemento;
- asse Y definito come prodotto vettoriale fra il versore dell'asse X e il versore della congiungente il primo e
il quarto nodo. Asse Z a formare con gli altri due una terna destrorsa.
Praticamente un elemento verticale con l'asse X locale coincidente con l'asse X globale ha anche gli altri assi
locali coincidenti con quelli globali.
Rotazioni e momenti
Seguendo il principio adottato per tutti i carichi che sono positivi se CONTROVERSI agli assi, anche i momenti
concentrati e le rotazioni impresse in coordinate globali risultano positivi se CONTROVERSI al segno positivo
delle rotazioni. Il segno positivo dei momenti e delle rotazioni è quello orario per l'osservatore posto
nell'origine: X ruota su Y, Y ruota su Z, Z ruota su X. In pratica è sufficiente adottare la regola della mano
destra: col pollice rivolto nella direzione dell'asse, la rotazione che porta a chiudere il palmo della mano
corrisponde al segno positivo.
Normativa di riferimento
La normativa di riferimento è la seguente:
- Legge n. 64 del 2/2/1974 - Provvedimenti per le costruzioni con particolari prescrizioni per le zone sismiche.
- D.M. del 24/1/1986 - Norme tecniche relative alle costruzioni sismiche.
- Legge n. 1086 del 5/11/1971 - Norme per la disciplina delle opere di conglomerato cementizio armato, normale e
precompresso ed a struttura metallica.
- D.M. del 14/2/1992 - Norme tecniche per l'esecuzione delle opere in c.a. normale e precompresso e per le
strutture metalliche.
- D.M. del 9/1/1996 - Norme tecniche per l'esecuzione delle opere in c.a. normale e precompresso e per le
strutture metalliche.
- D.M. del 16/1/1996 - Norme tecniche per le costruzioni in zone sismiche.
- Circolare n. 21745 del 30/7/1981 - Legge n. 219 del 14/5/1981 - Art. 10 - Istruzioni relative al rafforzamento
degli edifici in muratura danneggiati dal sisma.
- Regione Autonoma Friuli Venezia Giulia - Legge Regionale n. 30 del 20/6/1977 - Documentazione tecnica per la
progettazione e direzione delle opere di riparazione degli edifici - Documento Tecnico n. 2 - Raccomandazioni
per la riparazione strutturale degli edifici in muratura.
- D.M. del 20/11/1987 - Norme Tecniche per la progettazione, esecuzione e collaudo degli edifici in muratura e
per il loro consolidamento.
- Norme Tecniche C.N.R. n. 10011-85 del 18/4/1985 - Costruzioni di acciaio - Istruzioni per il calcolo,
l'esecuzione, il collaudo e la manutenzione.
- Norme Tecniche C.N.R. n. 10025-84 del 14/12/1984 - Istruzioni per il progetto, l'esecuzione ed il controllo
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
pag.4/87
delle strutture prefabbricate in conglomerato cementizio e per le strutture costruite con sistemi
industrializzati di acciaio - Istruzioni per il calcolo, l'esecuzione, il collaudo e la manutenzione.
- Circolare n. 65 del 10/4/1997 - Istruzioni per l'applicazione delle "Norme tecniche per le costruzioni in zone
sismiche" di cui al D.M. del 16/1/1996.
- Eurocodice 5 - Progettazione delle strutture di legno.
- DIN 1052 - Metodi di verifica per il legno.
- D.M. del 14/1/2008 - Norme tecniche per le costruzioni. Le verifiche degli elementi di fondazione sono
eseguite utilizzando l'Approccio 2.
- Circolare n. 617 del 2/2/2009 - Istruzioni per l'applicazione delle "Nuove norme tecniche per le costruzioni"
di cui al D.M. del 14/1/2008.
Unità di misura
Le unità di misura adottate sono le seguenti:
- lunghezze
: m
- forze
: kg
- masse
: kg massa
- temperature : gradi centigradi
- angoli
: gradi sessadecimali o radianti
Figura numero 1: modello agli elementi finiti
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
Figura numero 2: numerazione elementi bidimensionali
Geometria
Elenco vincoli nodi
Simbologia
Vn
Comm.
Sx
Sy
Sz
Rx
Ry
Rz
RL
Ly
Lz
Kt
Vn
= Numero del vincolo nodo
= Commento
= Spostamento in dir. X (L=libero, B=bloccato, E=elastico)
= Spostamento in dir. Y (L=libero, B=bloccato, E=elastico)
= Spostamento in dir. Z (L=libero, B=bloccato, E=elastico)
= Rotazione intorno all'asse X (L=libera, B=bloccata, E=elastica)
= Rotazione intorno all'asse Y (L=libera, B=bloccata, E=elastica)
= Rotazione intorno all'asse Z (L=libera, B=bloccata, E=elastica)
= Rotazione libera
= Lunghezza (dir. Y locale)
= Larghezza (dir. Z locale)
= Coeff. di sottofondo su suolo elastico alla Winkler
Comm.
Sx Sy Sz Rx Ry Rz RL Ly Lz
Kt
<m> <m> <kg/cmc>
1 Libero
L L L L L L
3 El. sew 110001 B B L L L B
Elenco nodi
Simbologia
Nodo
X
Y
Z
Imp.
Vn
= Numero del nodo
= Coordinata X del nodo
= Coordinata Y del nodo
= Coordinata Z del nodo
= Numero dell'impalcato
= Numero del vincolo nodo
Nodo
X
Y
Z
Imp. Vn
Nodo
X
Y
Z
Imp. Vn
Nodo
X
Y
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
Z
Imp. Vn
pag.5/87
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
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4.43
4.43
4.43
4.43
4.43
4.43
4.43
4.43
4.43
4.43
4.43
4.43
4.43
3.96
3.96
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1
-1176
-1173
-1170
-1167
-1164
-1161
-1158
-1155
-1152
-1149
-1146
-1143
-1140
-1137
-1134
-1131
-1128
-1125
-1122
-1119
-1116
-1113
-1110
-1107
-1104
-1101
-1098
-1095
-1092
-1089
-1086
-1083
-1080
-1077
-1074
-1071
-1068
-1065
-1062
-1059
-1056
-1053
-1050
-1047
-1044
-1041
-1038
-1035
-1032
-1029
-1026
-1023
-1020
-1017
-1014
-1011
-1008
-1005
-1002
-999
-996
-993
-990
-987
-984
-981
-978
-975
-972
-969
-966
-963
-960
-957
-954
-951
-948
-945
-942
<m>
23.65
26.57
23.66
20.59
26.56
23.64
20.55
27.54
24.63
21.47
18.83
26.56
23.64
20.55
29.96
26.57
23.66
20.59
17.88
26.56
23.64
20.55
17.80
29.96
26.57
23.66
20.59
17.88
27.54
24.62
21.47
18.78
30.01
30.89
27.54
24.63
21.47
18.83
15.97
27.54
27.54
26.56
23.64
20.55
17.80
30.01
32.60
29.96
26.57
23.66
20.59
17.88
15.01
27.54
27.54
26.56
23.64
20.55
17.80
14.88
31.75
32.60
29.96
26.57
23.66
20.59
17.88
15.01
27.54
27.54
27.54
24.62
21.47
18.78
15.86
30.01
32.61
33.32
30.89
<m>
5.30
11.20
11.20
11.20
4.10
4.10
4.10
11.20
11.20
11.20
11.20
4.10
4.10
4.10
11.32
11.20
11.20
11.20
11.20
4.10
4.10
4.10
4.10
11.32
11.20
11.20
11.20
11.20
4.10
4.10
4.10
4.10
3.98
11.44
11.20
11.20
11.20
11.20
11.20
8.16
5.11
4.10
4.10
4.10
4.10
3.98
12.19
11.32
11.20
11.20
11.20
11.20
11.20
8.16
5.11
4.10
4.10
4.10
4.10
4.10
3.48
12.19
11.32
11.20
11.20
11.20
11.20
11.20
9.17
6.13
4.10
4.10
4.10
4.10
4.10
3.98
3.11
12.80
11.44
<m>
7.30
7.30
7.30
7.30
7.30
7.30
7.30
6.82
6.82
6.82
6.82
6.82
6.82
6.82
6.34
6.34
6.34
6.34
6.34
6.34
6.34
6.34
6.34
5.87
5.87
5.87
5.87
5.87
5.87
5.87
5.87
5.87
5.87
5.39
5.39
5.39
5.39
5.39
5.39
5.39
5.39
5.39
5.39
5.39
5.39
5.39
4.91
4.91
4.91
4.91
4.91
4.91
4.91
4.91
4.91
4.91
4.91
4.91
4.91
4.91
4.91
4.43
4.43
4.43
4.43
4.43
4.43
4.43
4.43
4.43
4.43
4.43
4.43
4.43
4.43
4.43
4.43
3.96
3.96
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
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pag.6/87
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1
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
-941
-938
-935
-932
-929
-926
-923
-920
-917
-914
-911
-908
-905
-902
-899
-896
-893
-890
-887
-884
-881
-878
-875
-872
-869
-866
-863
-860
-857
-854
-851
-848
-845
-842
-839
-836
-833
-830
-827
-824
-821
-818
-815
-812
-809
-806
-803
-800
-797
-794
-791
-788
-785
-782
-779
-776
-773
-770
-767
-764
-761
-758
-755
-752
-749
-746
-743
-740
-737
-734
-731
-728
-725
-722
-719
-716
-713
-710
-707
-704
29.96
26.57
23.66
20.59
17.88
15.01
27.54
27.54
29.13
25.59
22.67
19.75
16.83
13.91
30.90
33.33
34.04
31.75
29.03
25.60
22.70
19.79
16.92
14.06
27.54
27.54
29.13
25.59
22.67
19.75
16.83
13.91
30.01
32.61
34.57
2.62
34.56
34.04
33.32
32.60
6.07
30.89
29.03
25.60
22.70
19.79
16.92
14.06
11.19
27.54
27.54
29.13
25.59
22.67
19.75
16.83
13.91
10.99
7.75
3.87
0.00
31.75
0.00
34.05
21.47
21.47
35.08
21.47
21.47
3.09
5.08
31.75
8.05
27.54
24.63
21.47
18.83
15.97
13.10
10.12
11.32
11.20
11.20
11.20
11.20
11.20
10.19
7.14
4.10
4.10
4.10
4.10
4.10
4.10
3.86
2.50
13.40
11.82
11.20
11.20
11.20
11.20
11.20
11.20
10.19
7.14
4.10
4.10
4.10
4.10
4.10
4.10
3.98
3.11
1.12
15.00
14.18
13.40
12.80
12.19
11.91
11.44
11.20
11.20
11.20
11.20
11.20
11.20
11.20
10.19
7.14
4.10
4.10
4.10
4.10
4.10
4.10
4.10
4.10
4.10
4.10
3.48
3.00
1.90
1.02
16.80
14.96
14.00
13.07
12.63
12.15
11.82
11.44
11.20
11.20
11.20
11.20
11.20
11.20
11.20
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
2.50
2.50
2.50
2.50
2.50
2.50
2.50
2.50
2.50
2.50
2.50
2.50
2.50
2.50
2.50
0
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1
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1
1
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1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
-940
-937
-934
-931
-928
-925
-922
-919
-916
-913
-910
-907
-904
-901
-898
-895
-892
-889
-886
-883
-880
-877
-874
-871
-868
-865
-862
-859
-856
-853
-850
-847
-844
-841
-838
-835
-832
-829
-826
-823
-820
-817
-814
-811
-808
-805
-802
-799
-796
-793
-790
-787
-784
-781
-778
-775
-772
-769
-766
-763
-760
-757
-754
-751
-748
-745
-742
-739
-736
-733
-730
-727
-724
-721
-718
-715
-712
-709
-706
-703
29.03
25.60
22.70
19.79
16.92
14.06
27.54
27.54
27.54
24.62
21.47
18.78
15.86
12.93
31.75
34.05
33.32
30.89
27.54
24.63
21.47
18.83
15.97
13.10
27.54
27.54
27.54
24.62
21.47
18.78
15.86
12.93
30.90
33.33
21.47
35.08
21.47
21.47
3.09
5.08
31.75
8.05
27.54
24.63
21.47
18.83
15.97
13.10
10.12
27.54
27.54
27.54
24.62
21.47
18.78
15.86
12.93
10.01
6.46
2.58
30.01
32.61
33.33
0.00
35.09
21.47
21.47
2.36
2.10
4.09
21.47
7.06
29.96
26.57
23.66
20.59
17.88
15.01
12.15
9.04
11.20
11.20
11.20
11.20
11.20
11.20
9.17
6.13
4.10
4.10
4.10
4.10
4.10
4.10
3.48
1.90
12.80
11.44
11.20
11.20
11.20
11.20
11.20
11.20
9.17
6.13
4.10
4.10
4.10
4.10
4.10
4.10
3.86
2.50
16.80
14.96
14.00
13.07
12.63
12.15
11.82
11.44
11.20
11.20
11.20
11.20
11.20
11.20
11.20
9.17
6.13
4.10
4.10
4.10
4.10
4.10
4.10
4.10
4.10
4.10
3.98
3.11
2.50
1.90
0.34
15.87
14.93
13.93
12.87
12.39
12.13
11.68
11.32
11.20
11.20
11.20
11.20
11.20
11.20
11.20
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
2.50
2.50
2.50
2.50
2.50
2.50
2.50
2.50
2.50
2.50
2.50
2.50
2.50
2.50
2.50
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
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0
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0
0
0
0
0
0
0
0
0
0
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
-939
-936
-933
-930
-927
-924
-921
-918
-915
-912
-909
-906
-903
-900
-897
-894
-891
-888
-885
-882
-879
-876
-873
-870
-867
-864
-861
-858
-855
-852
-849
-846
-843
-840
-837
-834
-831
-828
-825
-822
-819
-816
-813
-810
-807
-804
-801
-798
-795
-792
-789
-786
-783
-780
-777
-774
-771
-768
-765
-762
-759
-756
-753
-750
-747
-744
-741
-738
-735
-732
-729
-726
-723
-720
-717
-714
-711
-708
-705
-702
27.54
24.63
21.47
18.83
15.97
13.10
27.54
27.54
26.56
23.64
20.55
17.80
14.88
30.01
32.61
34.56
32.60
29.96
26.57
23.66
20.59
17.88
15.01
12.15
27.54
27.54
26.56
23.64
20.55
17.80
14.88
11.96
31.75
34.05
21.47
21.47
2.36
2.10
4.09
21.47
7.06
29.96
26.57
23.66
20.59
17.88
15.01
12.15
9.04
27.54
27.54
26.56
23.64
20.55
17.80
14.88
11.96
9.04
5.17
1.29
30.90
21.47
21.47
34.57
21.47
2.62
34.56
34.04
33.32
32.60
6.07
30.89
29.03
25.60
22.70
19.79
16.92
14.06
11.19
27.54
11.20
11.20
11.20
11.20
11.20
11.20
8.16
5.11
4.10
4.10
4.10
4.10
4.10
3.98
3.11
14.18
12.19
11.32
11.20
11.20
11.20
11.20
11.20
11.20
8.16
5.11
4.10
4.10
4.10
4.10
4.10
4.10
3.48
1.90
15.87
14.93
13.93
12.87
12.39
12.13
11.68
11.32
11.20
11.20
11.20
11.20
11.20
11.20
11.20
8.16
5.11
4.10
4.10
4.10
4.10
4.10
4.10
4.10
4.10
4.10
3.86
3.08
2.05
1.12
0.00
15.00
14.18
13.40
12.80
12.19
11.91
11.44
11.20
11.20
11.20
11.20
11.20
11.20
11.20
10.19
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.96
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.48
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
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BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
-701
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BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
-461
-458
-455
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3
-460
-457
-454
-451
-448
-445
-442
-439
-436
-433
-430
-427
-424
-421
-418
-415
-412
-409
-406
-403
-400
-397
-394
-391
-388
-385
-382
-379
-376
-373
-370
-367
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-355
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-349
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-334
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-328
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-247
-244
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-235
-232
-229
-226
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29.96
26.57
23.66
20.59
17.88
15.01
12.15
9.04
26.56
23.64
20.55
17.80
14.88
11.96
9.04
5.17
1.29
30.90
21.47
21.47
34.57
21.47
2.62
34.56
34.04
33.32
32.60
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22.70
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16.92
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25.59
22.67
19.75
16.83
13.91
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3.61
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4.10
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3
3
3
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3
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3
-459
-456
-453
-450
-447
-444
-441
-438
-435
-432
-429
-426
-423
-420
-417
-414
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22.70
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29.13
25.59
22.67
19.75
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13.91
10.99
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31.75
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34.05
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24.62
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22.70
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20.59
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32.60
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31.75
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33.32
34.56
22.70
6.07
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8.05
29.96
27.54
24.63
21.47
18.83
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32.60
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30.89
29.05
25.60
11.20
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4.10
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3.98
3.11
2.50
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0.34
16.80
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14.00
13.82
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3
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
-221
-218
-215
-212
-209
-206
-203
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26.57
23.65
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17.81
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31.75
27.54
24.62
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18.78
15.86
12.93
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6.46
2.58
30.01
34.05
22.67
1.29
33.33
27.54
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31.75
22.67
33.33
21.47
34.57
10.19
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10.19
9.85
9.34
9.17
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9.17
9.11
8.70
8.29
8.16
8.16
8.16
8.16
8.16
8.16
7.86
7.55
7.24
7.14
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7.14
6.60
6.40
6.20
6.13
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5.35
5.25
5.15
5.11
5.11
5.11
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4.67
4.10
4.10
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4.10
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-220
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-205
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-199
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23.64
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33.33
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34.57
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35.09
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10.19
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9.68
9.17
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8.97
8.56
8.16
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7.75
7.45
7.14
7.14
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7.14
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6.54
6.33
6.13
6.13
6.13
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6.13
5.32
5.22
5.12
5.11
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5.03
4.40
4.10
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4.10
4.10
3.97
3.48
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2.43
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3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
-219
-216
-213
-210
-207
-204
-201
-198
-195
-192
-189
-186
-183
-180
-177
-174
-171
-168
-165
-162
-159
-156
-153
-150
-147
-144
-141
-138
-135
-132
-129
-126
-123
-120
-117
-114
-111
-108
-105
-102
-99
-96
-93
-90
-87
-84
-81
-78
-75
-72
-69
-66
-63
-60
-57
-54
-51
-48
-45
-42
-39
-36
-33
-30
-27
-24
-21
-18
-15
-12
-9
-6
-3
22.69
19.78
16.91
14.04
11.16
3.66
6.89
26.57
23.66
20.58
17.86
14.97
12.09
9.04
3.44
6.80
26.57
23.66
20.57
17.85
14.96
12.07
9.04
3.23
6.71
26.57
23.65
20.57
17.84
14.94
12.04
9.04
3.01
6.63
26.57
23.65
20.56
17.82
14.92
12.01
9.04
2.80
6.54
27.54
24.62
21.47
18.78
15.87
12.96
10.03
30.89
29.13
25.59
22.67
19.75
16.83
13.91
10.99
7.75
3.87
0.00
30.90
32.61
20.55
34.56
29.13
21.47
34.05
30.90
32.61
20.55
22.67
34.05
10.19
10.19
10.19
10.19
10.19
10.02
9.51
9.17
9.17
9.17
9.17
9.17
9.17
9.17
8.84
8.43
8.16
8.16
8.16
8.16
8.16
8.16
8.16
7.65
7.35
7.14
7.14
7.14
7.14
7.14
7.14
7.14
6.47
6.26
6.13
6.13
6.13
6.13
6.13
6.13
6.13
5.28
5.18
5.11
5.11
5.11
5.11
5.11
5.11
5.11
4.94
4.10
4.10
4.10
4.10
4.10
4.10
4.10
4.10
4.10
4.10
3.86
3.11
3.08
2.99
2.10
2.05
1.90
1.86
1.11
1.02
0.00
-0.10
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Elenco materiali
Simbologia
Mat. = Numero del materiale
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
pag.10/87
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
Comm.
P
E
G
ν
α
= Commento
= Peso specifico
= Modulo elastico
= Modulo elastico tangenziale
= Coeff. di Poisson
= Coeff. di dilatazione termica
P
E
G
ν
α
<kg/mc> <kg/cmq> <kg/cmq>
1 Calcestruzzo
2500 300000.00 130000.00 0.1 1.000000E-005
6 Calcestruzzo fittizio
0.1 300000.00 130000.00 0.1 1.000000E-005
Comm.
Mat.
Elenco sezioni aste
Simbologia
Sez. = Numero della sezione
Comm. = Commento
Tipo = Tipologia
2C
= Doppia C lato labbri
2Cdx = Doppia C lato costola
2I
= Doppia I
2L
= Doppia L lato labbri
2Ldx = Doppia L lato costole
C
= C
Cdx
= C destra
Cir. = Circolare
Cir.c = Circolare cava
I
= I
L
= L
Ldx
= L destra
Om.
= Omega
Pg
= Pi greco
Pr
= Poligono regolare
Prc
= Poligono regolare cavo
Pc
= Per coordinate
Ia
= Inerzie assegnate
R
= Rettangolare
Rc
= Rettangolare cava
T
= T
U
= U
Ur
= U rovescia
V
= V
Vr
= V rovescia
Z
= Z
Zdx
= Z destra
Ts
= T stondata
Ls
= L stondata
Cs
= C stondata
Is
= I stondata
Dis. = Disegnata
Me
= Membratura
G = Generica
T = Trave
P = Pilastro
Ver. = Verifica prevista
N = Nessuna
C = Cemento armato
A = Acciaio
L = Legno
B
= Base
H
= Altezza
Ma
= Numero del materiale
C
= Numero del criterio di progetto
Ccol = Numero del criterio di progetto collegamento
Sez.
Comm.
Tipo Me Ver.
1 trave fittizia R
T
N
B
H
Ma C Ccol
<cm> <cm>
50.00 50.00 6
Elenco vincoli aste
Simbologia
Va
= Numero del vincolo asta
Comm. = Commento
Tipo = Tipologia
SVI
= Definizione di vincolamenti interni
ELA
= Vincolo su suolo elastico alla Winkler
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
pag.11/87
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
Ni
Tyi
Tzi
Mxi
Myi
Mzi
Nf
Tyf
Tzf
Mxf
Myf
Mzf
Kt
Va
BIE-RTC = Biella resistente a trazione e a compressione
BIE-RC = Biella resistente solo a compressione
BIE-RT = Biella resistente solo a trazione
= Sforzo normale nodo iniziale (0=sbloccato, 1=bloccato)
= Taglio in dir. Y locale nodo iniziale (0=sbloccato, 1=bloccato)
= Taglio in dir. Z locale nodo iniziale (0=sbloccato, 1=bloccato)
= Momento intorno all'asse X locale nodo iniziale (0=sbloccato, 1=bloccato)
= Momento intorno all'asse Y locale nodo iniziale (0=sbloccato, 1=bloccato)
= Momento intorno all'asse Z locale nodo iniziale (0=sbloccato, 1=bloccato)
= Sforzo normale nodo finale (0=sbloccato, 1=bloccato)
= Taglio in dir. Y locale nodo finale (0=sbloccato, 1=bloccato)
= Taglio in dir. Z locale nodo finale (0=sbloccato, 1=bloccato)
= Momento intorno all'asse X locale nodo finale (0=sbloccato, 1=bloccato)
= Momento intorno all'asse Y locale nodo finale (0=sbloccato, 1=bloccato)
= Momento intorno all'asse Z locale nodo finale (0=sbloccato, 1=bloccato)
= Coeff. di sottofondo su suolo elastico alla Winkler
Comm.
Tipo Ni Tyi Tzi Mxi Myi Mzi Nf Tyf Tzf Mxf Myf Mzf
1 Inc+Inc
SVI
3 Cer+Inc
SVI
11 Inc+CerYZ SVI
1
1
1
1
1
1
1
1
1
1
0
1
1
0
1
1
0
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
0
Kt
<kg/cmc>
1
1
0
Elenco aste
Simbologia
Asta
N1
N2
Sez.
Va
Par.
Rot.
FF
Dy1
Dy2
Dz1
Dz2
Kt
Asta
0
0
0
0
0
0
0
0
101
101
101
101
102
102
102
102
= Numero dell'asta
= Nodo iniziale
= Nodo finale
= Numero della sezione
= Numero del vincolo asta
= Numero dei parametri aggiuntivi
= Rotazione
= Filo fisso
= Scost. filo fisso Y1
= Scost. filo fisso Y2
= Scost. filo fisso Z1
= Scost. filo fisso Z2
= Coeff. di sottofondo su suolo elastico alla Winkler
N1
-1159
-1158
-1161
-1175
-1176
-1178
-1162
-1177
-1159
-1160
-1161
-1162
-1167
-1168
-1169
-1170
N2
Sez. Va Par. Rot.
<grad>
-1175
1 3
0.00
-1167
1
0.00
-1176
1 3
0.00
-1178
1 1
0.00
-1177
1 1
0.00
-1168
1 11
0.00
-1171
1
0.00
-1170
1 11
0.00
-1158
1 1
0.00
-1159
1 1
0.00
-1160
1 1
0.00
-1161
1 1
0.00
-1168
1 1
0.00
-1169
1 1
0.00
-1170
1 1
0.00
-1171
1 1
0.00
FF Dy1 Dy2 Dz1 Dz2
Kt
<cm> <cm> <cm> <cm> <kg/cmc>
99 0.00 0.00 0.00 0.00
77 0.00 0.00 0.00 0.00
77 0.00 0.00 0.00 0.00
99 0.00 0.00 0.00 0.00
77 0.00 0.00 0.00 0.00
99 0.00 0.00 0.00 0.00
77 0.00 0.00 0.00 0.00
77 0.00 0.00 0.00 0.00
77 0.00 0.00 0.00 0.00
77 0.00 0.00 0.00 0.00
77 0.00 0.00 0.00 0.00
77 0.00 0.00 0.00 0.00
77 0.00 0.00 0.00 0.00
77 0.00 0.00 0.00 0.00
77 0.00 0.00 0.00 0.00
77 0.00 0.00 0.00 0.00
Elenco tipi elementi bidimensionali
Simbologia
Tb
= Numero del tipo muro/elemento bidimensionale
Comm. = Commento
Tipo
= Tipologia
F
= Flessionale
M
= Membranale
W-RC = Winkler resistente solo a compressione
W-RTC = Winkler resistente a trazione e a compressione
Uso
= Utilizzo
G = Generico
P = Parete
S = Soletta/Platea
N = Nucleo
M = Muratura
L = Pilastro
Mat.
= Numero del materiale
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
pag.12/87
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
Crit. = Numero del criterio di progetto
Spess. = Spessore
Kt
= Coeff. di sottofondo su suolo elastico alla Winkler
Tb
Comm.
Tipo Uso Mat. Crit. Spess.
Kt
<cm>
<kg/cmc>
1 parete in c.a. sp. 60 F
N
1
1
60.00
2 PLATEA SP. 70
W-RTC S
1
1
70.00 f(strat.)
Elenco elementi bidimensionali
Simbologia
Bid.
Tb
N1
N2
N3
N4
FF
Dy1
Dy2
Kt
= Numero del muro/elemento bidimensionale
= Numero del tipo muro/elemento bidimensionale
= Nodo 1
= Nodo 2
= Nodo 3
= Nodo 4
= Filo fisso
= Scost. filo fisso Y1
= Scost. filo fisso Y2
= Coeff. di sottofondo su suolo elastico alla Winkler
Bid. Tb
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
N1
N2
N3
N4
-275
-635
-274
-465
-556
-267
-549
-642
-261
-639
-644
-379
-383
-386
-470
-727
-731
-734
-558
-377
-381
-1127
-456
-448
-440
-879
-1070
-1069
-357
-884
-1026
-1027
-1028
-1029
-1030
-1031
-1032
-620
-1099
-1101
-1103
-878
-1074
-236
-1152
-1130
-706
-614
-1129
-883
-627
-1128
-240
-616
-274
-633
-271
-463
-555
-264
-547
-641
-236
-637
-642
-377
-381
-384
-469
-725
-729
-733
-556
-375
-379
-1128
-457
-449
-441
-880
-1071
-1070
-358
-885
-1027
-1028
-1029
-1030
-1031
-1032
-1033
-621
-1100
-1102
-1104
-879
-1075
-237
-1153
-1131
-707
-615
-1130
-884
-628
-1129
-241
-617
-383
-725
-381
-549
-641
-377
-633
-733
-353
-729
-734
-463
-467
-470
-555
-817
-821
-825
-642
-461
-465
-1151
-543
-535
-527
-933
-1102
-1101
-444
-938
-1068
-1069
-1070
-1071
-1072
-1073
-1074
-713
-1127
-1129
-1131
-932
-1106
-354
-1172
-1154
-799
-707
-1153
-937
-720
-1152
-358
-709
-384
-727
-383
-551
-642
-379
-635
-734
-375
-731
-736
-465
-469
-472
-556
-819
-823
-826
-644
-463
-467
-1150
-542
-534
-526
-932
-1101
-1100
-443
-937
-1067
-1068
-1069
-1070
-1071
-1072
-1073
-712
-1126
-1128
-1130
-931
-1105
-353
-1171
-1153
-798
-706
-1152
-936
-719
-1151
-357
-708
FF Dy1 Dy2
Kt
<cm> <cm> <kg/cmc>
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
Bid. Tb
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
N1
N2
N3
N4
-463
-472
-467
-271
-555
-551
-264
-641
-461
-633
-469
-637
-384
-553
-725
-729
-733
-736
-375
-277
-547
-628
-450
-358
-356
-354
-882
-457
-1072
-812
-982
-983
-984
-985
-986
-987
-988
-1098
-1100
-1102
-1124
-458
-1149
-611
-1153
-707
-705
-442
-1071
-811
-455
-443
-800
-365
-461
-470
-465
-267
-553
-549
-261
-639
-439
-611
-467
-635
-383
-551
-703
-727
-731
-734
-353
-275
-525
-629
-451
-359
-357
-355
-883
-458
-1073
-813
-983
-984
-985
-986
-987
-988
-989
-1099
-1101
-1103
-1125
-459
-1150
-612
-1154
-708
-706
-443
-1072
-812
-456
-444
-801
-366
-547
-556
-551
-379
-639
-635
-375
-731
-525
-703
-553
-727
-469
-637
-795
-819
-823
-826
-439
-384
-611
-721
-537
-445
-443
-441
-936
-544
-1104
-885
-1028
-1029
-1030
-1031
-1032
-1033
-1034
-1126
-1128
-1130
-1148
-545
-1169
-704
-1173
-800
-798
-529
-1103
-884
-542
-530
-873
-452
-549
-558
-553
-381
-641
-637
-377
-733
-547
-725
-555
-729
-470
-639
-817
-821
-825
-828
-461
-386
-633
-720
-536
-444
-442
-440
-935
-543
-1103
-884
-1027
-1028
-1029
-1030
-1031
-1032
-1033
-1125
-1127
-1129
-1147
-544
-1168
-703
-1172
-799
-797
-528
-1102
-883
-541
-529
-872
-451
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
FF Dy1 Dy2
Kt
<cm> <cm> <kg/cmc>
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
11 0.00 0.00
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-181
-48
-101
-155
-207
-74
-34
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-157
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-234
-131
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-52
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-78
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-54
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-213
-80
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-265
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-163
-215
-82
-137
-191
-58
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-193
-60
-113
-167
-219
-86
-141
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-62
-115
-169
-221
-147
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-71
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-266
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-1
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-59
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-87
-142
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-63
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-98
-96
-94
-92
-40
-42
-44
-72
-306
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-288
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-7
-18
-33
-36
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-29
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-109
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-215
-293
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-111
-165
-217
-84
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-193
-249
-113
-167
-219
-86
-141
-195
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-115
-169
-221
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-119
-97
-95
-93
-71
-41
-43
-45
-100
-302
-294
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-13
-26
-34
-38
-65
-40
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-291
-304
-281
-299
-309
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-73
-128
-182
-238
-102
-68
-208
-75
-266
-184
-240
-272
-158
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-77
-132
-186
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-160
-212
-79
-35
-188
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-108
-162
-214
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-136
-190
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-110
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-138
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-114
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-142
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-262
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-2
-8
-14
-19
-23
-39
-289
-250
-280
-298
-270
-292
-305
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
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BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
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Elenco tipi solai
Simbologia
Ts
Comm.
Qps
Qpn
Qa
Qa2
Qa3
Rip. ter.
Rip. int.
s
= Numero del tipo solaio
= Commento
= Carico permanente strutturale
= Carico permanente non strutturale
= Primo carico accidentale
= Secondo carico accidentale
= Terzo carico accidentale
= Ripartizione su aste terminali
= Ripartizione su aste interne
= Coeff. di riduzione
Ts
Comm.
Qps
Qpn
Qa
Qa2
Qa3
Rip. ter. Rip. int. s
<kg/mq> <kg/mq> <kg/mq> <kg/mq> <kg/mq>
860.00 250.00 900.00
0.00
0.00
50.00
50.00 1.00
1 Impalcato ponte + variabili da traffico
distribuiti
Elenco solai
Simbologia
Sol.
Ts
Ord.
Nodi
= Numero del solaio
= Numero del tipo solaio
= Orditura
= Nodi del solaio
Sol. Ts
100
Ord.
Nodi
<grad>
1 90.00 -1158 -1159 -1160 -1161 -1162 -1171 -1170 -1169 -1168 -1167
Carichi
Condizioni di carico elementari
Simbologia
CCE
Comm.
Mx
My
Mz
Jpx
Jpy
Jpz
Tipo CCE
Sicurezza
= Numero della condizione di carico elementare
= Commento
= Moltiplicatore della massa in dir. X
= Moltiplicatore della massa in dir. Y
= Moltiplicatore della massa in dir. Z
= Moltiplicatore del momento d'inerzia intorno all'asse X
= Moltiplicatore del momento d'inerzia intorno all'asse Y
= Moltiplicatore del momento d'inerzia intorno all'asse Z
= Tipo di CCE per calcolo agli stati limite
= Contributo alla sicurezza
F = a favore
S = a sfavore
A = ambigua
Variabilità = Tipo di variabilità
B = di base
I = indipendente
A = ambigua
CCE
Comm.
1 pesi propri + perm. strutturali
2 perm. non strutturali
3 Variabili da traffico - mobili +
distribuiti
4 spinta statica terreno
5 spinta statica sovraccarico su
terreno
6 sisma terreno dir +y
7 sisma terreno dir -y
8 carico variabile massima piena
acqua
9 spinta dinamica acqua su bocca
tarata
10 Variabili da traffico Frenamento
Mx
My
Mz
Jpx
1.00 1.00 0.00 0.00
1.00 1.00 0.00 0.00
1.00 1.00 0.00 0.00
Jpy
0.00
0.00
0.00
Jpz
Tipo CCE
1.00 1 D.M. 08 Permanenti strutturali
1.00 2 D.M. 08 Permanenti non strutturali
1.00 19 D.M. 08 Variabili da traffico - carichi tandem
Sicurezza
S
S
S
Variabilità
--A
1.00 1.00 0.00 0.00 0.00 1.00 2 D.M. 08 Permanenti non strutturali
1.00 1.00 0.00 0.00 0.00 1.00 9 D.M. 08 Variabili Categoria G Rimesse e parcheggi (per
autoveicoli di peso > 30 kN)
1.00 1.00 0.00 0.00 0.00 1.00 1 D.M. 08 Permanenti strutturali
1.00 1.00 0.00 0.00 0.00 1.00 1 D.M. 08 Permanenti strutturali
1.00 1.00 0.00 0.00 0.00 1.00 9 D.M. 08 Variabili Categoria G Rimesse e parcheggi (per
autoveicoli di peso > 30 kN)
1.00 1.00 0.00 0.00 0.00 1.00 10 D.M. 08 Variabili Vento
S
S
-A
S
S
S
--A
S
A
1.00 1.00 0.00 0.00 0.00 1.00 20 D.M. 08 Variabili da traffico - carichi distribuiti
S
A
Elenco carichi nodi
Condizione di carico n. 3: Variabili da traffico - mobili + distribuiti
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
Carichi concentrati
Simbologia
Nodo
Px
Py
Pz
Mx
My
Mz
= Numero del nodo
= Componente X della forza
= Componente Y della forza
= Componente Z della forza
= Momento intorno all'asse
= Momento intorno all'asse
= Momento intorno all'asse
Nodo
Px
Py
<kg> <kg>
-1178 0.00 0.00
-1176 0.00 0.00
-1170 0.00 0.00
-1161 0.00 0.00
Pz
<kg>
15000.00
15000.00
15000.00
15000.00
Mx
<kgm>
0.00
0.00
0.00
0.00
applicata
applicata
applicata
X
Y
Z
My
<kgm>
0.00
0.00
0.00
0.00
Mz
<kgm>
0.00
0.00
0.00
0.00
Nodo
Px
Py
<kg> <kg>
-1177 0.00 0.00
-1175 0.00 0.00
-1168 0.00 0.00
-1159 0.00 0.00
Pz
<kg>
15000.00
15000.00
15000.00
15000.00
Mx
<kgm>
0.00
0.00
0.00
0.00
My
<kgm>
0.00
0.00
0.00
0.00
Mz
<kgm>
0.00
0.00
0.00
0.00
Elenco carichi nodi
Condizione di carico n. 6: sisma terreno dir +y
Carichi concentrati
Nodo Px
<kg>
-917 0.00
-915 0.00
-913 0.00
-911 0.00
-909 0.00
-853 0.00
-845 0.00
-776 0.00
-683 0.00
-665 0.00
-594 0.00
-574 0.00
-506 0.00
-504 0.00
-502 0.00
-500 0.00
-498 0.00
-486 0.00
Py
Pz
Mx
<kg>
<kg> <kgm>
-3000.00 0.00 0.00
-3000.00 0.00 0.00
-3000.00 0.00 0.00
-3000.00 0.00 0.00
-3000.00 0.00 0.00
-3000.00 0.00 0.00
-3000.00 0.00 0.00
-3000.00 0.00 0.00
-1500.00 0.00 0.00
-1500.00 0.00 0.00
-1500.00 0.00 0.00
-1500.00 0.00 0.00
-500.00 0.00 0.00
-500.00 0.00 0.00
-500.00 0.00 0.00
-500.00 0.00 0.00
-500.00 0.00 0.00
-1500.00 0.00 0.00
My
<kgm>
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Mz
<kgm>
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Nodo Px
<kg>
-916 0.00
-914 0.00
-912 0.00
-910 0.00
-908 0.00
-852 0.00
-844 0.00
-758 0.00
-682 0.00
-595 0.00
-576 0.00
-507 0.00
-505 0.00
-503 0.00
-501 0.00
-499 0.00
-497 0.00
Py
Pz
Mx
<kg>
<kg> <kgm>
-3000.00 0.00 0.00
-3000.00 0.00 0.00
-3000.00 0.00 0.00
-3000.00 0.00 0.00
-3000.00 0.00 0.00
-3000.00 0.00 0.00
-3000.00 0.00 0.00
-3000.00 0.00 0.00
-1500.00 0.00 0.00
-1500.00 0.00 0.00
-1500.00 0.00 0.00
-500.00 0.00 0.00
-500.00 0.00 0.00
-500.00 0.00 0.00
-500.00 0.00 0.00
-500.00 0.00 0.00
-500.00 0.00 0.00
My
<kgm>
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Mz
<kgm>
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Elenco carichi nodi
Condizione di carico n. 7: sisma terreno dir -y
Carichi concentrati
Nodo Px
<kg>
-939 0.00
-937 0.00
-935 0.00
-933 0.00
-931 0.00
-887 0.00
-876 0.00
-803 0.00
-728 0.00
-709 0.00
-643 0.00
-615 0.00
-558 0.00
-555 0.00
-551 0.00
-547 0.00
-527 0.00
-525 0.00
Py
Pz
<kg> <kg>
3000.00 0.00
3000.00 0.00
3000.00 0.00
3000.00 0.00
3000.00 0.00
3000.00 0.00
3000.00 0.00
3000.00 0.00
3000.00 0.00
1500.00 0.00
1500.00 0.00
1500.00 0.00
500.00 0.00
500.00 0.00
500.00 0.00
500.00 0.00
500.00 0.00
500.00 0.00
Mx
<kgm>
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
My
<kgm>
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Mz
<kgm>
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Nodo Px
<kg>
-938 0.00
-936 0.00
-934 0.00
-932 0.00
-888 0.00
-877 0.00
-818 0.00
-732 0.00
-710 0.00
-646 0.00
-616 0.00
-563 0.00
-556 0.00
-553 0.00
-549 0.00
-528 0.00
-526 0.00
Py
Pz
Mx
<kg> <kg> <kgm>
3000.00 0.00 0.00
3000.00 0.00 0.00
3000.00 0.00 0.00
3000.00 0.00 0.00
3000.00 0.00 0.00
3000.00 0.00 0.00
3000.00 0.00 0.00
1500.00 0.00 0.00
3000.00 0.00 0.00
1500.00 0.00 0.00
1500.00 0.00 0.00
1500.00 0.00 0.00
500.00 0.00 0.00
500.00 0.00 0.00
500.00 0.00 0.00
1500.00 0.00 0.00
500.00 0.00 0.00
My
<kgm>
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Mz
<kgm>
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Elenco carichi aste
Condizione di carico n. 1: pesi propri + perm. strutturali
Carichi distribuiti
Simbologia
Asta = Numero dell'asta
N1
= Nodo iniziale
N2
= Nodo finale
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
pag.21/87
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
S
T
DC
Xi
Qi
Xf
Qf
Asta
0
0
0
101
101
101
101
101
102
102
102
102
pag.22/87
= Numero del solaio di provenienza
= Tipo di carico
QA = Primo carico accidentale da solaio
QA2 = Secondo carico accidentale da solaio
QA3 = Terzo carico accidentale da solaio
QPS = Carico permanente strutturale da solaio
QPN = Carico permanente non strutturale da solaio
PP = Peso proprio
M
= Manuale
= Direzione del carico
XG,YG,ZG = secondo gli assi Globali
XL,YL,ZL = secondo gli assi Locali
= Distanza iniziale
= Carico iniziale
= Distanza finale
= Carico finale
N1
-1159
-1175
-1178
-1159
-1159
-1160
-1161
-1162
-1167
-1168
-1169
-1170
N2
S
-1175 --1178 --1168 --1158 100
-1158 --1159 --1160 --1161 --1168 --1169 --1170 --1171 100
T
DC
PP
PP
PP
QPS
PP
PP
PP
PP
PP
PP
PP
QPS
ZG
ZG
ZG
ZG
ZG
ZG
ZG
ZG
ZG
ZG
ZG
ZG
Xi
Qi
Xf
Qf
<m> <kg/m> <m> <kg/m>
0.00
0.03 1.20
0.03
0.00
0.03 4.70
0.03
0.00
0.03 1.20
0.03
0.00 3053.00 0.88 3053.00
0.00
0.03 0.92
0.03
0.00
0.03 1.20
0.03
0.00
0.03 0.97
0.03
0.00
0.03 0.97
0.03
0.00
0.03 0.88
0.03
0.00
0.03 1.22
0.03
0.00
0.03 0.97
0.03
0.95 6106.00 0.97
0.00
Asta
0
0
0
101
101
101
101
102
102
102
102
102
N1
N2
-1161
-1176
-1177
-1159
-1160
-1161
-1162
-1167
-1168
-1169
-1170
-1170
S
T
DC
-1176 --1177 --1170 --1158 100
-1159 100
-1160 100
-1161 100
-1168 100
-1169 100
-1170 100
-1171 100
-1171 --
PP
PP
PP
QPS
QPS
QPS
QPS
QPS
QPS
QPS
QPS
PP
ZG
ZG
ZG
ZG
ZG
ZG
ZG
ZG
ZG
ZG
ZG
ZG
N2
T
DC
QPN
QPN
QPN
QPN
QPN
ZG
ZG
ZG
ZG
ZG
Xi
<m>
0.00
0.00
0.00
0.88
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Qi
<kg/m>
0.03
0.03
0.03
6106.00
3053.00
3053.00
3053.00
3053.00
3053.00
3053.00
3053.00
0.03
Xf
<m>
1.20
4.70
1.20
0.92
1.20
0.97
0.97
0.88
1.22
0.97
0.95
0.97
Qf
<kg/m>
0.03
0.03
0.03
0.00
3053.00
3053.00
3053.00
3053.00
3053.00
3053.00
3053.00
0.03
Elenco carichi aste
Condizione di carico n. 2: perm. non strutturali
Carichi distribuiti
Asta
101
101
101
102
102
N1
-1159
-1160
-1162
-1168
-1170
N2
S
-1158 100
-1159 100
-1161 100
-1169 100
-1171 100
T
DC
QPN
QPN
QPN
QPN
QPN
ZG
ZG
ZG
ZG
ZG
Xi
Qi
Xf
Qf
<m> <kg/m> <m> <kg/m>
0.00 887.50 0.88 887.50
0.00 887.50 1.20 887.50
0.00 887.50 0.97 887.50
0.00 887.50 1.22 887.50
0.00 887.50 0.95 887.50
Asta
101
101
102
102
102
N1
-1159
-1161
-1167
-1169
-1170
S
-1158 100
-1160 100
-1168 100
-1170 100
-1171 100
Xi
Qi
Xf
Qf
<m> <kg/m> <m> <kg/m>
0.88 1775.00 0.92
0.00
0.00 887.50 0.97 887.50
0.00 887.50 0.88 887.50
0.00 887.50 0.97 887.50
0.95 1775.00 0.97
0.00
Elenco carichi aste
Condizione di carico n. 3: Variabili da traffico - mobili + distribuiti
Carichi distribuiti
Asta
101
101
101
102
102
N1
-1159
-1160
-1162
-1168
-1170
N2
S
T DC
-1158 100
-1159 100
-1161 100
-1169 100
-1171 100
QA
QA
QA
QA
QA
ZG
ZG
ZG
ZG
ZG
Xi
<m>
0.00
0.00
0.00
0.00
0.00
Qi
<kg/m>
3195.00
3195.00
3195.00
3195.00
3195.00
Xf
<m>
0.88
1.20
0.97
1.22
0.95
Qf
<kg/m>
3195.00
3195.00
3195.00
3195.00
3195.00
Asta
N1
101
101
102
102
102
N2
-1159
-1161
-1167
-1169
-1170
S
-1158 100
-1160 100
-1168 100
-1170 100
-1171 100
T DC
QA
QA
QA
QA
QA
ZG
ZG
ZG
ZG
ZG
Xi
<m>
0.88
0.00
0.00
0.00
0.95
Qi
<kg/m>
6390.00
3195.00
3195.00
3195.00
6390.00
Xf
<m>
0.92
0.97
0.88
0.97
0.97
Qf
<kg/m>
0.00
3195.00
3195.00
3195.00
0.00
Elenco carichi aste
Condizione di carico n. 10: Variabili da traffico - Frenamento
Carichi distribuiti
Asta
101
101
102
102
N1
-1159
-1161
-1167
-1169
N2
S T DC
-1158 --1160 --1168 --1170 --
M YG
M YG
M YG
M YG
Xi
<m>
0.00
0.00
0.00
0.00
Qi
<kg/m>
-4875.00
-4875.00
-4875.00
-4875.00
Xf
<m>
0.92
0.97
0.88
0.97
Qf
<kg/m>
-4875.00
-4875.00
-4875.00
-4875.00
Asta
101
101
102
102
N1
-1160
-1162
-1168
-1170
N2
S T DC
-1159 --1161 --1169 --1171 --
M YG
M YG
M YG
M YG
Xi
<m>
0.00
0.00
0.00
0.00
Elenco carichi elementi bidimensionali
Condizione di carico n. 1: pesi propri + perm. strutturali
Carichi uniformi
Simbologia
Bid.
N1
N2
N3
N4
T
= Numero del muro/elemento bidimensionale
= Nodo1
= Nodo2
= Nodo3
= Nodo4
= Tipo di carico
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
Qi
<kg/m>
-4875.00
-4875.00
-4875.00
-4875.00
Xf
<m>
1.20
0.97
1.22
0.97
Qf
<kg/m>
-4875.00
-4875.00
-4875.00
-4875.00
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
DC
Qx
Qy
Qz
Bid.
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
PP = Peso proprio
M = Manuale
= Direzione del carico
G = secondo gli assi Globali
L = secondo gli assi Locali
= Carico in dir. X
= Carico in dir. Y
= Carico in dir. Z
N1
N2
N3
-275
-463
-635
-472
-274
-467
-465
-271
-556
-555
-267
-551
-549
-264
-642
-641
-261
-461
-639
-633
-644
-469
-379
-637
-383
-384
-386
-553
-470
-725
-727
-729
-731
-733
-734
-736
-558
-375
-377
-277
-381
-547
-1127
-628
-456
-450
-448
-358
-440
-356
-879
-354
-1070
-882
-1069
-457
-357
-1072
-884
-812
-1026
-982
-1027
-983
-1028
-984
-1029
-985
-1030
-274
-461
-633
-470
-271
-465
-463
-267
-555
-553
-264
-549
-547
-261
-641
-639
-236
-439
-637
-611
-642
-467
-377
-635
-381
-383
-384
-551
-469
-703
-725
-727
-729
-731
-733
-734
-556
-353
-375
-275
-379
-525
-1128
-629
-457
-451
-449
-359
-441
-357
-880
-355
-1071
-883
-1070
-458
-358
-1073
-885
-813
-1027
-983
-1028
-984
-1029
-985
-1030
-986
-1031
-383
-547
-725
-556
-381
-551
-549
-379
-641
-639
-377
-635
-633
-375
-733
-731
-353
-525
-729
-703
-734
-553
-463
-727
-467
-469
-470
-637
-555
-795
-817
-819
-821
-823
-825
-826
-642
-439
-461
-384
-465
-611
-1151
-721
-543
-537
-535
-445
-527
-443
-933
-441
-1102
-936
-1101
-544
-444
-1104
-938
-885
-1068
-1028
-1069
-1029
-1070
-1030
-1071
-1031
-1072
N4
T DC
-384 PP
-549 PP
-727 PP
-558 PP
-383 PP
-553 PP
-551 PP
-381 PP
-642 PP
-641 PP
-379 PP
-637 PP
-635 PP
-377 PP
-734 PP
-733 PP
-375 PP
-547 PP
-731 PP
-725 PP
-736 PP
-555 PP
-465 PP
-729 PP
-469 PP
-470 PP
-472 PP
-639 PP
-556 PP
-817 PP
-819 PP
-821 PP
-823 PP
-825 PP
-826 PP
-828 PP
-644 PP
-461 PP
-463 PP
-386 PP
-467 PP
-633 PP
-1150 PP
-720 PP
-542 PP
-536 PP
-534 PP
-444 PP
-526 PP
-442 PP
-932 PP
-440 PP
-1101 PP
-935 PP
-1100 PP
-543 PP
-443 PP
-1103 PP
-937 PP
-884 PP
-1067 PP
-1027 PP
-1068 PP
-1028 PP
-1069 PP
-1029 PP
-1070 PP
-1030 PP
-1071 PP
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
Qx
Qy
Qz
<kg/mq> <kg/mq> <kg/mq>
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
0.00
0.00 1500.00
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
pag.23/87
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
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103
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103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
-986
-1031
-987
-1032
-988
-620
-1098
-1099
-1100
-1101
-1102
-1103
-1124
-878
-458
-1074
-1149
-236
-611
-1152
-1153
-1130
-707
-706
-705
-614
-442
-1129
-1071
-883
-811
-627
-455
-1128
-443
-240
-800
-616
-365
-364
-363
-362
-361
-360
-359
-807
-1066
-612
-1023
-886
-353
-242
-874
-802
-618
-446
-243
-1021
-875
-803
-619
-447
-452
-1125
-806
-622
-877
-630
-814
-244
-1064
-876
-804
-237
-722
-1131
-1073
-885
-813
-629
-987
-1032
-988
-1033
-989
-621
-1099
-1100
-1101
-1102
-1103
-1104
-1125
-879
-459
-1075
-1150
-237
-612
-1153
-1154
-1131
-708
-707
-706
-615
-443
-1130
-1072
-884
-812
-628
-456
-1129
-444
-241
-801
-617
-366
-365
-364
-363
-362
-361
-360
-808
-1067
-613
-1024
-887
-354
-243
-875
-803
-619
-447
-244
-1022
-876
-804
-620
-448
-453
-1126
-807
-623
-878
-631
-815
-245
-1065
-877
-805
-238
-723
-1132
-1074
-886
-814
-630
-1032
-1073
-1033
-1074
-1034
-713
-1126
-1127
-1128
-1129
-1130
-1131
-1148
-932
-545
-1106
-1169
-354
-704
-1172
-1173
-1154
-800
-799
-798
-707
-529
-1153
-1103
-937
-884
-720
-542
-1152
-530
-358
-873
-709
-452
-451
-450
-449
-448
-447
-446
-880
-1098
-705
-1065
-940
-440
-360
-928
-875
-711
-533
-361
-1063
-929
-876
-712
-534
-539
-1149
-879
-715
-931
-723
-887
-362
-1096
-930
-877
-355
-815
-1155
-1105
-939
-886
-722
-1031 PP
-1072 PP
-1032 PP
-1073 PP
-1033 PP
-712 PP
-1125 PP
-1126 PP
-1127 PP
-1128 PP
-1129 PP
-1130 PP
-1147 PP
-931 PP
-544 PP
-1105 PP
-1168 PP
-353 PP
-703 PP
-1171 PP
-1172 PP
-1153 PP
-799 PP
-798 PP
-797 PP
-706 PP
-528 PP
-1152 PP
-1102 PP
-936 PP
-883 PP
-719 PP
-541 PP
-1151 PP
-529 PP
-357 PP
-872 PP
-708 PP
-451 PP
-450 PP
-449 PP
-448 PP
-447 PP
-446 PP
-445 PP
-879 PP
-1097 PP
-704 PP
-1064 PP
-939 PP
-439 PP
-359 PP
-927 PP
-874 PP
-710 PP
-532 PP
-360 PP
-1062 PP
-928 PP
-875 PP
-711 PP
-533 PP
-538 PP
-1148 PP
-878 PP
-714 PP
-930 PP
-722 PP
-886 PP
-361 PP
-1095 PP
-929 PP
-876 PP
-354 PP
-814 PP
-1154 PP
-1104 PP
-938 PP
-885 PP
-721 PP
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
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Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
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Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
pag.25/87
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-687
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Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
pag.26/87
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Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
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Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
pag.28/87
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Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
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0.00
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Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
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-898
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Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
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-36
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-78
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-79
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-69 PP
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-81
-109
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-163
-190
-215
-300
-293
-110
-137
-164
-191
-216
-247
-83
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-138
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-217
-248
-84
-112
-139
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-85
-113
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-250
-86
-114
-141
-168
-195
-220
-251
-87
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-169
-196
-221
-252
-88
-116
-143
-170
-197
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-253
-89
-119
-99
-97
-96
-95
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-92
-71
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-41
-42
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-187 PP
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-95
-94
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-71
-300
-293
-285
-276
-272
-266
-262
-258
-256
-1
-2
-3
-8
-12
-14
-15
-19
-24
-16
-28
-275
-287
-248
-249
-268
-279
-290
-297
-303
-269
-280
-291
-298
-304
-58
-59
-30
-20
-9
-31
-21
-10
-42
-43
-44
-45
-72
-310
-306
-302
-296
-294
-288
-286
-284
-283
-7
-13
-18
-26
-33
-34
-36
-38
-66
-17
-29
-287
-295
-268
-269
-279
-290
-297
-303
-307
-280
-291
-298
-304
-308
-30
-31
-20
-9
-4
-21
-10
-5
-43
-44
-45
-46
-100
-306
-302
-296
-294
-288
-286
-284
-283
-282
-13
-18
-26
-33
-34
-36
-38
-66
-65
-29
-40
-289
-301
-269
-270
-280
-291
-298
-304
-308
-281
-292
-299
-305
-309
-31
-32
-21
-10
-5
-22
-11
-6
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Elenco carichi elementi bidimensionali
Condizione di carico n. 4: spinta statica terreno
Carichi idrostatici
Simbologia
Bid.
N1
N2
N3
N4
Zi
QYi
MY
QYf
Bid.
102
102
102
102
102
102
102
102
102
102
102
102
= Numero del
= Nodo1
= Nodo2
= Nodo3
= Nodo4
= Coordinata
= Componente
= Coordinata
= Componente
muro/elemento bidimensionale
Z globale d'inizio carico
iniziale del carico in direzione Y locale dell'elemento bidimensionale
Z globale di fine carico
finale del carico in direzione Y locale dell'elemento bidimensionale
N1
N2
N3
N4
-275
-635
-274
-465
-556
-267
-549
-642
-261
-639
-644
-379
-274
-633
-271
-463
-555
-264
-547
-641
-236
-637
-642
-377
-383
-725
-381
-549
-641
-377
-633
-733
-353
-729
-734
-463
-384
-727
-383
-551
-642
-379
-635
-734
-375
-731
-736
-465
Zi
QYi
<m> <kg/m>
0.00 1885.00
0.00 1885.00
0.00 1885.00
0.00 1885.00
0.00 1885.00
0.00 1885.00
0.00 1885.00
0.00 1885.00
0.00 1885.00
0.00 1885.00
0.00 1885.00
0.00 1885.00
MY
QYf
<m> <kg/m>
3.00
0.00
3.00
0.00
3.00
0.00
3.00
0.00
3.00
0.00
3.00
0.00
3.00
0.00
3.00
0.00
3.00
0.00
3.00
0.00
3.00
0.00
3.00
0.00
Bid.
102
102
102
102
102
102
102
102
102
102
102
102
N1
N2
N3
N4
-463
-472
-467
-271
-555
-551
-264
-641
-461
-633
-469
-637
-461
-470
-465
-267
-553
-549
-261
-639
-439
-611
-467
-635
-547
-556
-551
-379
-639
-635
-375
-731
-525
-703
-553
-727
-549
-558
-553
-381
-641
-637
-377
-733
-547
-725
-555
-729
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
Zi
QYi
<m> <kg/m>
0.00 1885.00
0.00 1885.00
0.00 1885.00
0.00 1885.00
0.00 1885.00
0.00 1885.00
0.00 1885.00
0.00 1885.00
0.00 1885.00
0.00 1885.00
0.00 1885.00
0.00 1885.00
MY
QYf
<m> <kg/m>
3.00
0.00
3.00
0.00
3.00
0.00
3.00
0.00
3.00
0.00
3.00
0.00
3.00
0.00
3.00
0.00
3.00
0.00
3.00
0.00
3.00
0.00
3.00
0.00
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
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102
102
102
102
102
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
-383
-386
-470
-727
-731
-734
-558
-377
-381
-1127
-456
-448
-440
-879
-1070
-1069
-357
-884
-1026
-1027
-1028
-1029
-1030
-1031
-1032
-620
-1099
-1101
-1103
-878
-1074
-236
-1152
-1130
-706
-614
-1129
-883
-627
-1128
-240
-616
-364
-362
-360
-807
-612
-886
-242
-802
-446
-1021
-803
-447
-1125
-622
-630
-244
-876
-237
-1131
-885
-629
-623
-1067
-880
-366
-938
-252
-703
-926
-872
-871
-805
-449
-454
-810
-809
-453
-526
-381
-384
-469
-725
-729
-733
-556
-375
-379
-1128
-457
-449
-441
-880
-1071
-1070
-358
-885
-1027
-1028
-1029
-1030
-1031
-1032
-1033
-621
-1100
-1102
-1104
-879
-1075
-237
-1153
-1131
-707
-615
-1130
-884
-628
-1129
-241
-617
-365
-363
-361
-808
-613
-887
-243
-803
-447
-1022
-804
-448
-1126
-623
-631
-245
-877
-238
-1132
-886
-630
-624
-1068
-881
-367
-939
-253
-704
-927
-873
-872
-806
-450
-455
-811
-810
-454
-527
-467
-470
-555
-817
-821
-825
-642
-461
-465
-1151
-543
-535
-527
-933
-1102
-1101
-444
-938
-1068
-1069
-1070
-1071
-1072
-1073
-1074
-713
-1127
-1129
-1131
-932
-1106
-354
-1172
-1154
-799
-707
-1153
-937
-720
-1152
-358
-709
-451
-449
-447
-880
-705
-940
-360
-875
-533
-1063
-876
-534
-1149
-715
-723
-362
-930
-355
-1155
-939
-722
-716
-1099
-934
-453
-988
-370
-796
-976
-926
-925
-878
-536
-541
-883
-882
-540
-613
-469
-472
-556
-819
-823
-826
-644
-463
-467
-1150
-542
-534
-526
-932
-1101
-1100
-443
-937
-1067
-1068
-1069
-1070
-1071
-1072
-1073
-712
-1126
-1128
-1130
-931
-1105
-353
-1171
-1153
-798
-706
-1152
-936
-719
-1151
-357
-708
-450
-448
-446
-879
-704
-939
-359
-874
-532
-1062
-875
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-1885.00
-1885.00
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3.00
4.43
6.82
4.43
3.00
7.30
4.91
3.48
7.30
4.91
3.48
3.96
4.43
3.00
7.30
3.00
3.00
7.30
5.87
3.00
3.00
7.30
3.00
3.00
3.96
3.00
6.34
6.34
7.30
4.91
7.30
3.48
7.30
5.39
7.30
6.82
3.00
7.30
3.48
3.48
3.00
3.00
3.48
3.00
3.00
4.43
3.96
4.43
4.43
4.43
4.43
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3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.48
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0.00
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0.00
0.00
0.00
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
113
113
113
114
114
114
114
114
114
114
114
114
114
114
114
115
115
115
115
115
115
115
115
115
116
116
116
116
116
116
116
116
116
116
-572
-316
-18
-582
-845
-998
-496
-352
-1055
-38
-438
-951
-788
-863
-917
-841
-33
-576
-318
-665
-754
-757
-662
-26
-409
-899
-758
-36
-667
-844
-408
-843
-322
-495
-570
-314
-13
-581
-844
-997
-495
-324
-1041
-36
-410
-950
-760
-845
-900
-840
-26
-574
-316
-662
-752
-754
-660
-18
-408
-898
-757
-34
-666
-843
-407
-842
-321
-494
-656
-400
-314
-667
-899
-1040
-581
-410
-1080
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-997
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-895
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-840
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-949
-842
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-580
-658
-402
-316
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-1041
-582
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-1093
-324
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-863
-917
-967
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-404
-757
-841
-842
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-318
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-843
-323
-759
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-581
0.00
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0.00
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0.00
-1885.00
-2185.00
-2185.00
-3680.00
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-3680.00
-3680.00
-3975.00
-3975.00
-3680.00
-3975.00
-3680.00
-3975.00
-3975.00
-3975.00
-2485.00
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3.00
3.48
3.48
5.87
5.87
5.87
5.87
6.34
6.34
5.87
6.34
5.87
6.34
6.34
6.34
3.96
4.43
3.96
3.96
4.43
3.96
4.43
3.96
3.96
5.39
5.39
4.91
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5.39
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4.91
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0.00
0.00
0.00
0.00
0.00
113
113
114
114
114
114
114
114
114
114
114
114
114
114
114
115
115
115
115
115
115
115
115
116
116
116
116
116
116
116
116
116
116
116
-13
-402
-760
-668
-696
-1041
-324
-524
-1013
-610
-967
-66
-410
-900
-1093
-407
-842
-493
-404
-490
-579
-321
-897
-997
-666
-949
-580
-34
-759
-581
-950
-494
-898
-323
-7
-400
-759
-667
-668
-1040
-323
-496
-998
-582
-951
-38
-409
-899
-1080
-404
-841
-490
-402
-488
-576
-318
-896
-996
-665
-948
-579
-33
-758
-580
-949
-493
-897
-322
-312
-486
-844
-759
-760
-1079
-409
-582
-1041
-668
-998
-324
-495
-950
-1109
-490
-896
-576
-488
-574
-662
-404
-947
-1039
-757
-995
-665
-321
-843
-666
-996
-579
-948
-408
-314
-488
-845
-760
-788
-1080
-410
-610
-1055
-696
-1013
-352
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-951
-1121
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-948
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0.00
0.00
0.00
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0.00
0.00
0.00
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0.00
0.00
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-1885.00
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-3680.00
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-3975.00
-3975.00
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3.00
3.48
5.87
5.87
6.34
5.87
5.87
6.34
6.34
6.34
6.34
6.34
5.87
5.87
6.34
4.43
4.43
4.43
3.96
3.96
4.43
4.43
4.43
5.39
4.91
4.91
4.91
4.91
5.39
5.39
5.39
4.91
4.91
5.39
0.00
0.00
0.00
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0.00
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0.00
Elenco carichi elementi bidimensionali
Condizione di carico n. 5: spinta statica sovraccarico su terreno
Carichi uniformi
Bid.
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
N1
N2
N3
-1127
-879
-882
-1026
-1027
-1028
-1029
-1030
-1099
-1101
-1124
-1149
-1129
-883
-627
-1128
-364
-1066
-1125
-622
-623
-1067
-624
-252
-626
-881
-625
-1126
-251
-249
-247
-718
-716
-714
-538
-368
-935
-1097
-369
-1128
-880
-883
-1027
-1028
-1029
-1030
-1031
-1100
-1102
-1125
-1150
-1130
-884
-628
-1129
-365
-1067
-1126
-623
-624
-1068
-625
-253
-627
-882
-626
-1127
-252
-250
-248
-719
-717
-715
-539
-369
-936
-1098
-370
-1151
-933
-936
-1068
-1069
-1070
-1071
-1072
-1127
-1129
-1148
-1169
-1153
-937
-720
-1152
-451
-1098
-1149
-715
-716
-1099
-717
-370
-719
-935
-718
-1150
-369
-367
-365
-811
-809
-807
-625
-455
-985
-1125
-456
N4
T DC
-1150 M L
-932 M L
-935 M L
-1067 M L
-1068 M L
-1069 M L
-1070 M L
-1071 M L
-1126 M L
-1128 M L
-1147 M L
-1168 M L
-1152 M L
-936 M L
-719 M L
-1151 M L
-450 M L
-1097 M L
-1148 M L
-714 M L
-715 M L
-1098 M L
-716 M L
-369 M L
-718 M L
-934 M L
-717 M L
-1149 M L
-368 M L
-366 M L
-364 M L
-810 M L
-808 M L
-806 M L
-624 M L
-454 M L
-984 M L
-1124 M L
-455 M L
Qx
Qy
Qz
<kg/mq> <kg/mq> <kg/mq>
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
Bid.
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
103
N1
N2
N3
-450
-1070
-1069
-982
-983
-984
-985
-1098
-1100
-1102
-878
-1152
-1071
-811
-455
-365
-807
-452
-806
-1068
-451
-880
-366
-454
-810
-809
-453
-536
-250
-248
-719
-717
-715
-537
-539
-367
-808
-1025
-933
-451
-1071
-1070
-983
-984
-985
-986
-1099
-1101
-1103
-879
-1153
-1072
-812
-456
-366
-808
-453
-807
-1069
-452
-881
-367
-455
-811
-810
-454
-537
-251
-249
-720
-718
-716
-538
-540
-368
-809
-1026
-934
-537
-1102
-1101
-1028
-1029
-1030
-1031
-1126
-1128
-1130
-932
-1172
-1103
-884
-542
-452
-880
-539
-879
-1100
-538
-934
-453
-541
-883
-882
-540
-623
-368
-366
-812
-810
-808
-624
-626
-454
-881
-1067
-983
N4
T DC
-536 M L
-1101 M L
-1100 M L
-1027 M L
-1028 M L
-1029 M L
-1030 M L
-1125 M L
-1127 M L
-1129 M L
-931 M L
-1171 M L
-1102 M L
-883 M L
-541 M L
-451 M L
-879 M L
-538 M L
-878 M L
-1099 M L
-537 M L
-933 M L
-452 M L
-540 M L
-882 M L
-881 M L
-539 M L
-622 M L
-367 M L
-365 M L
-811 M L
-809 M L
-807 M L
-623 M L
-625 M L
-453 M L
-880 M L
-1066 M L
-982 M L
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
Qx
Qy
Qz
<kg/mq> <kg/mq> <kg/mq>
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
0.00 660.00
0.00
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
103
103
103
103
103
103
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
105
-936
-981
-541
-980
-1148
-1150
-1137
-348
-854
-910
-1047
-433
-1007
-347
-1139
-429
-958
-1112
-1114
-1116
-1048
-1050
-517
-61
-1140
-604
-345
-913
-519
-515
-690
-779
-784
-57
-62
-782
-605
-1088
-606
-602
-520
-1085
-858
-963
-781
-961
-959
-692
-962
-911
-689
-937
-982
-542
-981
-1149
-1151
-1138
-349
-855
-911
-1048
-434
-1008
-348
-1140
-430
-959
-1113
-1115
-1117
-1049
-1051
-518
-62
-1141
-605
-346
-914
-520
-516
-691
-780
-785
-58
-63
-783
-606
-1089
-607
-603
-521
-1086
-859
-964
-782
-962
-960
-693
-963
-912
-690
-986
-1027
-628
-1026
-1168
-1170
-1159
-435
-909
-961
-1086
-520
-1050
-434
-1161
-516
-1005
-1137
-1139
-1141
-1087
-1089
-604
-348
-1162
-691
-432
-964
-606
-602
-783
-855
-860
-344
-349
-858
-692
-1117
-693
-689
-607
-1114
-913
-1010
-857
-1008
-1006
-785
-1009
-962
-782
-985 M L
-1026 M L
-627 M L
-1025 M L
-1167 M L
-1169 M L
-1158 M L
-434 M L
-908 M L
-960 M L
-1085 M L
-519 M L
-1049 M L
-433 M L
-1160 M L
-515 M L
-1004 M L
-1136 M L
-1138 M L
-1140 M L
-1086 M L
-1088 M L
-603 M L
-347 M L
-1161 M L
-690 M L
-431 M L
-963 M L
-605 M L
-601 M L
-782 M L
-854 M L
-859 M L
-343 M L
-348 M L
-857 M L
-691 M L
-1116 M L
-692 M L
-688 M L
-606 M L
-1113 M L
-912 M L
-1009 M L
-856 M L
-1007 M L
-1005 M L
-784 M L
-1008 M L
-961 M L
-781 M L
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
660.00
660.00
660.00
660.00
660.00
660.00
-660.00
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-1151
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-687 M L
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-779 M L
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pag.42/87
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Elenco carichi elementi bidimensionali
Condizione di carico n. 8: carico variabile massima piena acqua
Carichi uniformi
Bid. N1
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
-79
-153
-177
-201
-175
-149
-174
-214
-257
-263
-264
-271
-275
-33
-128
-173
-277
-176
-66
-200
-148
-204
N2
N3
-80
-154
-150
-174
-148
-122
-147
-215
-204
-229
-231
-235
-260
-26
-129
-146
-263
-149
-38
-173
-121
-177
-108
-181
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-173
-147
-121
-146
-246
-203
-226
-230
-233
-257
-37
-156
-126
-260
-148
-70
-153
-120
-176
N4 T DC
-107 M G
-180 M G
-176 M G
-200 M G
-174 M G
-148 M G
-173 M G
-245 M G
-235 M G
-260 M G
-261 M G
-267 M G
-274 M G
-67 M G
-155 M G
-153 M G
-275 M G
-175 M G
-91 M G
-180 M G
-147 M G
-203 M G
Qx
Qy
Qz
<kg/mq> <kg/mq> <kg/mq>
0.00
0.00 3000.00
0.00
0.00 3000.00
0.00
0.00 3000.00
0.00
0.00 3000.00
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0.00 3000.00
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0.00 3000.00
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0.00 3000.00
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0.00 3000.00
0.00
0.00 3000.00
0.00
0.00 3000.00
0.00
0.00 3000.00
0.00
0.00 3000.00
0.00
0.00 3000.00
Bid. N1
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
-129
-107
-154
-202
-102
-178
-127
-56
-260
-261
-267
-274
-103
-65
-76
-46
-104
-36
-179
-77
-203
-226
N2
N3
-130
-108
-155
-175
-103
-151
-128
-57
-226
-230
-233
-257
-104
-66
-77
-47
-105
-34
-152
-78
-176
-178
-157
-135
-182
-174
-130
-150
-155
-82
-204
-205
-231
-235
-131
-91
-105
-72
-132
-68
-151
-106
-175
-177
N4 T DC
-156 M G
-134 M G
-181 M G
-201 M G
-129 M G
-177 M G
-154 M G
-81 M G
-257 M G
-236 M G
-264 M G
-271 M G
-130 M G
-90 M G
-104 M G
-71 M G
-131 M G
-69 M G
-178 M G
-105 M G
-202 M G
-204 M G
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
Qx
Qy
Qz
<kg/mq> <kg/mq> <kg/mq>
0.00
0.00 3000.00
0.00
0.00 3000.00
0.00
0.00 3000.00
0.00
0.00 3000.00
0.00
0.00 3000.00
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0.00 3000.00
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0.00 3000.00
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0.00 3000.00
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BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
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-229
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-87
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-117
-171
-223
-90
-145
-199
-123
-125
-127
-181
-48
-101
-36
-207
-74
-228
-183
-50
-232
-157
-209
-76
-131
-185
-52
-18
-159
-211
-265
-133
-187
-54
-107
-161
-213
-7
-135
-189
-56
-109
-163
-278
-82
-137
-191
-58
-111
-165
-217
-84
-139
-193
-60
-113
-167
-219
-86
-141
-195
-62
-115
-169
-221
-88
-143
-197
-64
-119
-97
-95
-93
-39
-41
-43
-45
-178
-200
-202
-144
-198
-254
-118
-172
-224
-122
-124
-154
-206
-73
-128
-69
-238
-102
-262
-208
-75
-266
-184
-240
-104
-158
-210
-77
-35
-186
-242
-285
-160
-212
-79
-134
-188
-244
-25
-162
-214
-81
-136
-190
-300
-110
-164
-216
-83
-138
-192
-248
-112
-166
-218
-85
-140
-194
-250
-114
-168
-220
-87
-142
-196
-252
-116
-170
-222
-89
-99
-96
-94
-92
-40
-42
-44
-46
-226 M G
-230 M G
-233 M G
-143 M G
-197 M G
-253 M G
-117 M G
-171 M G
-223 M G
-149 M G
-151 M G
-153 M G
-205 M G
-72 M G
-127 M G
-70 M G
-237 M G
-101 M G
-258 M G
-207 M G
-74 M G
-262 M G
-183 M G
-239 M G
-103 M G
-157 M G
-209 M G
-76 M G
-37 M G
-185 M G
-241 M G
-276 M G
-159 M G
-211 M G
-78 M G
-133 M G
-187 M G
-243 M G
-27 M G
-161 M G
-213 M G
-80 M G
-135 M G
-189 M G
-293 M G
-109 M G
-163 M G
-215 M G
-82 M G
-137 M G
-191 M G
-247 M G
-111 M G
-165 M G
-217 M G
-84 M G
-139 M G
-193 M G
-249 M G
-113 M G
-167 M G
-219 M G
-86 M G
-141 M G
-195 M G
-251 M G
-115 M G
-169 M G
-221 M G
-88 M G
-126 M G
-123 M G
-121 M G
-119 M G
-97 M G
-95 M G
-93 M G
-71 M G
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3000.00
3000.00
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401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
401
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-221
-88
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-197
-253
-119
-97
-95
-93
-71
-41
-43
-45
-100
-205 M G
-231 M G
-116 M G
-170 M G
-222 M G
-89 M G
-144 M G
-198 M G
-254 M G
-150 M G
-126 M G
-255 M G
-236 M G
-100 M G
-256 M G
-206 M G
-73 M G
-128 M G
-182 M G
-238 M G
-102 M G
-68 M G
-208 M G
-75 M G
-266 M G
-184 M G
-240 M G
-272 M G
-158 M G
-210 M G
-77 M G
-132 M G
-186 M G
-242 M G
-106 M G
-160 M G
-212 M G
-79 M G
-35 M G
-188 M G
-244 M G
-108 M G
-162 M G
-214 M G
-285 M G
-136 M G
-190 M G
-246 M G
-110 M G
-164 M G
-216 M G
-83 M G
-138 M G
-192 M G
-248 M G
-112 M G
-166 M G
-218 M G
-85 M G
-140 M G
-194 M G
-250 M G
-114 M G
-168 M G
-220 M G
-87 M G
-142 M G
-196 M G
-252 M G
-146 M G
-124 M G
-122 M G
-120 M G
-99 M G
-96 M G
-94 M G
-92 M G
-99 M G
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
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BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
pag.44/87
Elenco carichi elementi bidimensionali
Condizione di carico n. 9: spinta dinamica acqua su bocca tarata
Carichi uniformi
Bid.
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
117
N1
N2
N3
-923
-864
-790
-722
-972
-794
-1016
-791
-1014
-698
-1019
-701
-866
-922
-868
-919
-886
-697
-939
-973
-869
-921
-968
-702
-1017
-920
-970
-789
-792
-918
-865
-971
-969
-1015
-814
-700
-988
-867
-1018
-1033
-793
-699
-922
-862
-789
-702
-971
-793
-1015
-790
-1012
-697
-1018
-700
-865
-921
-867
-918
-869
-695
-923
-972
-868
-920
-966
-701
-1016
-919
-969
-787
-791
-916
-864
-970
-968
-1014
-794
-699
-973
-866
-1017
-1019
-792
-698
-972
-916
-864
-794
-1017
-868
-1057
-865
-1054
-789
-1060
-792
-919
-971
-921
-968
-923
-787
-973
-1018
-922
-970
-1012
-793
-1058
-969
-1015
-862
-866
-966
-918
-1016
-1014
-1056
-869
-791
-1019
-920
-1059
-1061
-867
-790
N4
T DC
-973 M L
-918 M L
-865 M L
-814 M L
-1018 M L
-869 M L
-1058 M L
-866 M L
-1056 M L
-790 M L
-1061 M L
-793 M L
-920 M L
-972 M L
-922 M L
-969 M L
-939 M L
-789 M L
-988 M L
-1019 M L
-923 M L
-971 M L
-1014 M L
-794 M L
-1059 M L
-970 M L
-1016 M L
-864 M L
-867 M L
-968 M L
-919 M L
-1017 M L
-1015 M L
-1057 M L
-886 M L
-792 M L
-1033 M L
-921 M L
-1060 M L
-1074 M L
-868 M L
-791 M L
Qx
<kg/mq>
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Qy
Qz
<kg/mq> <kg/mq>
10000.00
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10000.00
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10000.00
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Analisi dei carichi da vento
aaa
Calcolo delle azioni del vento
Normativa di riferimento:
Norme tecniche per le costruzioni D.M. 14 gennaio 2008 e Circolare 2 febbraio
2009, n. 617 del Ministero delle Infrastrutture e dei Trasporti
Area di ubicazione dell'edificio: Area 3
Toscana, Marche, Umbria, Lazio, Abruzzo, Molise, Puglia, Campania, Basilicata, Calabria(esclusa la Provincia di
Reggio Calabria)
Tempo di ritorno 50 <anni>
Altitudine sul livello del mare: 500 <m>
Altezza dell'edificio: 10 <m>
Parametri derivati dall'area di ubicazione (tab. 3.3.I):
Vb,0 (Velocità media del vento): 27 <m/sec>
a0 (Altitudine media): 500 <m>
Ka: 0.020 <1/sec>
Velocità di riferimento: 27.00 <m/sec>
Classificazione della costruzione: Pianta rettangolare con coperture piane, a falde, inclinate o curve
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
pag.45/87
Categoria di esposizione del sito: III
Parametri derivati dalla categoria di esposizione del sito (tab. 3.3.II):
kr: 0.20 <m>
z0: 0.10 <m>
zmin: 5 <m>
Classe di rugosità del terreno: B
Aree urbane (non di classe A), suburbane, industriali e boschive
Angolo alfa: 0.0 <grad>
Pressione del vento = qb*ce*cp*cd
qb (Pressione cinetica di riferimento): 46.49 <kg/mq>
ct (Coefficiente topografico): 1.00
ce (Coefficiente di esposizione): 2.14
cd (Coefficiente dinamico): 1.00
Tipologia di superficie:
Una parete con aperture di superficie non minore di 1/3 di quella totale
Coefficiente di forma o aerodinamico interno cpi: 0.80
Coefficienti di forma o aerodinamici esterni cpe:
sopravento: 0.00 sopravento su falda: -0.40 sottovento su falda: -0.40 sottovento: -0.40
Pressione interna: 79.51 <kg/mq>
Pressioni esterne:
sopravento: 0.00 <kg/mq> sopravento su falda: -39.76 <kg/mq> sottovento su falda: -39.76 <kg/mq> sottovento: 39.76 <kg/mq>
Risultati del calcolo
Parametri di calcolo
La modellazione della struttura e la rielaborazione dei risultati del calcolo sono stati effettuati con:
ModeSt ver. 7.28, prodotto da Tecnisoft s.a.s. - Prato
La struttura è stata calcolata utilizzando come solutore agli elementi finiti:
Xfinest ver. 2010, prodotto da Ce.A.S. S.r.l. - Milano
Tipo di normativa: stati limite D.M. 08
Tipo di calcolo: analisi sismica dinamica
Vincoli esterni: Considera sempre vincoli assegnati in modellazione
Schematizzazione piani rigidi: nessun impalcato rigido
Modalità di recupero masse secondarie: trasferire all'impalcato più vicino con modifica XY baricentro
Generazione combinazioni
- Lineari: si
- Valuta spostamenti e non sollecitazioni: no
- Buckling: no
Opzioni di calcolo
- Sono state considerate infinitamente rigide le zone di connessione fra travi, pilastri ed elementi
bidimensionali con una riduzione del 20%
- Calcolo con offset rigidi dai nodi: no
- Uniformare i carichi variabili: no
- Massimizzare i carichi variabili: no
- Minimo carico da considerare: 0.00 <kg/m>
- Recupero carichi zone rigide: taglio e momento flettente
- Modalità di combinazione momento torcente: disaccoppiare le azioni
Opzioni del solutore
-
Tipo di elemento bidimensionale: ISOSHELL
Trascura deformabilità a taglio delle aste: No
Analisi dinamica con metodo di Lanczos: Sì
Check sequenza di Sturm: Sì
Soluzione matrice con metodo ver. 5.1: No
Analisi non lineare con Newton modificato: No
Usa formulazione secante per Buckling: No
Trascura Buckling torsionale: No
Dati struttura
- Zona sismica: zona 3
- Sito di costruzione: Badia a Ruoti (Comune di Bucine) LON. 11.60750 LAT. 43.39610
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
pag.46/87
Contenuto tra ID reticolo: 21618 21840 21617 21839
Simbologia
TCC = Tipo di combinazione di carico
SLU
= Stato limite ultimo
SLU S = Stato limite ultimo (azione sismica)
SLE R = Stato limite d'esercizio, combinazione rara
SLE F = Stato limite d'esercizio, combinazione frequente
SLE Q = Stato limite d'esercizio, combinazione quasi permanente
SLD
= Stato limite di danno
SLV
= Stato limite di salvaguardia della vita
SLC
= Stato limite di prevenzione del collasso
SLO
= Stato limite di operatività
SLU I = Stato limite di resistenza al fuoco
= Periodo di ritorno
TR
Ag = Accelerazione orizzontale massima al sito
FO = Valore massimo del fattore di amplificazione dello spettro in accelerazione orizzontale
TC* = Periodo di inizio del tratto a velocità costante dello spettro in accelerazione orizzontale
TCC TR
Ag
FO TC*
SLD
75 0.0625 2.63 0.27
SLV 712 0.1472 2.43 0.29
-
Tipo di opera: Opera ordinaria
Vita nominale VN: 50.00
Classe d'uso: Classe III
SL Esercizio: SLO-Pvr no, SLD-Pvr 63.00
SL Ultimi: SLV-Pvr 10.00, SLC-Pvr no
Classe di duttilità: Classe B
Quota di riferimento: 0.00 <m>
Altezza della struttura: 7.30 <m>
Numero piani edificio: 1
Coefficiente θ: 0.00
Edificio regolare in altezza: no
Edificio regolare in pianta: no
Forze orizzontali convenzionali per stati limite non sismici: 1.00%
Genera stati limite per verifiche di resistenza al fuoco: no
Dati di piano
Simbologia
Imp.
Lx
Ly
Ex
Ey
Ea
= Numero dell'impalcato
= Dimensione del piano in dir. X
= Dimensione del piano in dir. Y
= Eccentricità in dir. X
= Eccentricità in dir. Y
= Eccentricità complessiva
Imp. Lx
Ly
Ex
Ey
Ea
<m> <m> <m> <m> <m>
1 4.08 7.10 0.20 0.35 0.41
Dati di calcolo
- Categoria del suolo di fondazione: E
- Tipologia edificio: c.a. o prefabbricato a telaio a più piani e più campate
Coeff. C1
Periodo T1
Coeff. λ SLD
Coeff. λ SLV
Rapporto di sovraresistenza (αu/α1)
Valore di riferimento del fattore di struttura (q0)
Fattore riduttivo (Kw)
Fattore di struttura (q)
-
0.075
0.33308
1.00
1.00
1.00
1.00
1.00
1.00
Categoria topografica: T1 - Superficie pianeggiante, pendii e rilievi isolati con inclinazione media i<=15°
Coeff. amplificazione topografica: 1.00
Fattore di struttura per sisma verticale (qv): 1.50
Modi da calcolare: 90
Modi da considerare: tali da movimentare una percentuale di massa pari a 85.00%
Trascura modi con massa movimentata minore di: no
- Smorzamento spettro: 5.00
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
0 . 300
pag.47/87
Spe t t r o Or i z zo n t a l e
TB ( 0 . 18 ) = 0 . 263
TC( 0 . 53 ) = 0 . 263
TD( 1 . 85 ) = 0 . 075
Spe t t r o Ve r t i c a l e
TB ( 0 . 05 ) = 0 . 056
TC( 0 . 15 ) = 0 . 056
TD( 1 . 00 ) = 0 . 008
0 . 250
a / g
0 . 200
0 . 150
0 . 100
0 . 050
0 . 500
TB
TB
TC
1 . 000
TC
1 . 500
2 . 000
2 . 500
3 . 000
3 . 500
TD
TD
T
[ s ]
Figura numero 3: Spettro allo SLD
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
4 . 000
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
0 . 600
pag.48/87
Spe t t r o Or i z zo n t a l e
TB ( 0 . 18 ) = 0 . 572
TC( 0 . 55 ) = 0 . 572
TD( 2 . 19 ) = 0 . 143
0 . 550
Spe t t r o Ve r t i c a l e
TB ( 0 . 05 ) = 0 . 124
TC( 0 . 15 ) = 0 . 124
TD( 1 . 00 ) = 0 . 029
0 . 500
0 . 450
0 . 400
a / g
0 . 350
0 . 300
0 . 250
0 . 200
0 . 150
0 . 100
0 . 050
0 . 500
TB
TB
TC
1 . 000
1 . 500
2 . 000
TC
2 . 500
3 . 000
3 . 500
4 . 000
TD
TD
T
[ s ]
Figura numero 4: Spettro allo SLV
- Angolo di ingresso del sisma: 0.00 <grad>
Condizioni di carico elementari
Simbologia
CCE
Comm.
Mx
My
Mz
Jpx
Jpy
Jpz
Tipo CCE
Sicurezza
= Numero della condizione di carico elementare
= Commento
= Moltiplicatore della massa in dir. X
= Moltiplicatore della massa in dir. Y
= Moltiplicatore della massa in dir. Z
= Moltiplicatore del momento d'inerzia intorno all'asse X
= Moltiplicatore del momento d'inerzia intorno all'asse Y
= Moltiplicatore del momento d'inerzia intorno all'asse Z
= Tipo di CCE per calcolo agli stati limite
= Contributo alla sicurezza
F = a favore
S = a sfavore
A = ambigua
Variabilità = Tipo di variabilità
B = di base
I = indipendente
A = ambigua
Condizioni di carico elementari
CCE
Comm.
Mx
My
Mz Jpx
1 pesi propri + perm. strutturali
1.00 1.00 0.00 0.00
2 perm. non strutturali
1.00 1.00 0.00 0.00
3 Variabili da traffico - mobili + distribuiti 1.00 1.00 0.00 0.00
4 spinta statica terreno
1.00 1.00 0.00 0.00
5 spinta statica sovraccarico su terreno
1.00 1.00 0.00 0.00
6 sisma terreno dir +y
1.00 1.00 0.00 0.00
7 sisma terreno dir -y
1.00 1.00 0.00 0.00
8 carico variabile massima piena acqua
1.00 1.00 0.00 0.00
9 spinta dinamica acqua su bocca tarata
1.00 1.00 0.00 0.00
10 Variabili da traffico - Frenamento
1.00 1.00 0.00 0.00
Jpy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Jpz Tipo CCE Sicurezza
1.00
1S
1.00
2S
1.00
19 S
1.00
2S
1.00
9S
1.00
1S
1.00
1S
1.00
9S
1.00
10 S
1.00
20 S
Elenco tipi cce definiti
Simbologia
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
Variabilità
--A
-A
--A
A
A
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
pag.49/87
Tipo CCE = Tipo condizione di carico elementare
Comm.
= Commento
Tipo
= Tipologia
G = Permanente
Q = Variabile
I = Da ignorare
A = Azione eccezionale
P = Precompressione
Durata
= Durata del carico
N = Non definita
P = Permanente
L = Lunga
M = Media
B = Breve
I = Istantanea
= Coeff. γ min.
γ min.
= Coeff. γ max
γ max
= Coeff. ψ0
ψ0
= Coeff. ψ1
ψ1
= Coeff. ψ2
ψ2
= Coeff. ψ0 sismico (D.M. 96)
ψ0,s
Tipo CCE
Comm.
1
D.M. 08 Permanenti strutturali
2
D.M. 08 Permanenti non strutturali
3
D.M. 08 Variabili Categoria A Ambienti ad uso residenziale
4
D.M. 08 Variabili Categoria B Uffici
5
D.M. 08 Variabili Categoria C Ambienti suscettibili di affollamento
6
D.M. 08 Variabili Categoria D Ambienti ad uso commerciale
7
D.M. 08 Variabili Categoria E Biblioteche, archivi, magazzini e ambienti ad uso industriale
8
D.M. 08 Variabili Categoria F Rimesse e parcheggi (per autoveicoli di peso <= 30 kN)
9
D.M. 08 Variabili Categoria G Rimesse e parcheggi (per autoveicoli di peso > 30 kN)
10
D.M. 08 Variabili Vento
11
D.M. 08 Variabili Neve (a quota <= 1000 m s.l.m.)
12
D.M. 08 Variabili Neve (a quota > 1000 m s.l.m.)
13
D.M. 08 Variabili Variazioni termiche
14
D.M. 96 Permanenti
15
D.M. 96 Variabili Abitazioni
16
D.M. 96 Variabili Uffici, negozi, scuole, ecc.
17
D.M. 96 Variabili Autorimesse
18
D.M. 96 Variabili Vento
19
D.M. 08 Variabili da traffico - carichi tandem
20
D.M. 08 Variabili da traffico - carichi distribuiti
Ambienti di carico
Simbologia
N
Comm.
1
2
3
4
5
6
7
8
9
10
F
SLU
SLR
SLF
SLQ
Numero
Commento
pesi propri + perm. strutturali
perm. non strutturali
Variabili da traffico - mobili + distribuiti
spinta statica terreno
spinta statica sovraccarico su terreno
sisma terreno dir +y
sisma terreno dir -y
carico variabile massima piena acqua
spinta dinamica acqua su bocca tarata
Variabili da traffico - Frenamento
azioni orizzontali convenzionali
Stato limite ultimo
Stato limite per combinazioni rare
Stato limite per combinazioni frequenti
Stato limite per combinazioni quasi permanenti o di danno
N
Comm.
1 2 3 4 5 6 7 8 9 10 F S SLU SLR SLF SLQ
1 Calcolo sismico si si no no no si si no no no no si si no no no
2 Calcolo statico si si si si si no no si si si si no si si si si
Elenco combinazioni di carico simboliche
Simbologia
CC
= Numero della combinazione delle condizioni di carico elementari
Comm. = Commento
TCC
= Tipo di combinazione di carico
SLU
= Stato limite ultimo
SLU S = Stato limite ultimo (azione sismica)
SLE R = Stato limite d'esercizio, combinazione rara
SLE F = Stato limite d'esercizio, combinazione frequente
SLE Q = Stato limite d'esercizio, combinazione quasi permanente
SLD
= Stato limite di danno
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
Tipo
G
G
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
G
Q
Q
Q
Q
Q
Q
Durata γ min. γ max ψ0
ψ1
ψ2
ψ0,s
N
1.00 1.30
N
0.00 1.50
N
0.00 1.50 0.70 0.50 0.30 0.00
N
0.00 1.50 0.70 0.50 0.30 0.00
N
0.00 1.50 0.70 0.70 0.60 0.00
N
0.00 1.50 0.70 0.70 0.60 0.00
N
0.00 1.50 1.00 0.90 0.80 0.00
N
0.00 1.50 0.70 0.70 0.60 0.00
N
0.00 1.50 0.70 0.50 0.30 0.00
N
0.00 1.50 0.60 0.20 0.00 0.00
N
0.00 1.50 0.50 0.20 0.00 0.00
N
0.00 1.50 0.70 0.50 0.20 0.00
N
0.00 1.50 0.60 0.50 0.00 0.00
N
1.00 1.40
P
0.00 1.50 0.70 0.50 0.20 0.70
N
0.00 1.50 0.70 0.60 0.30 0.70
N
0.00 1.50 0.70 0.70 0.60 0.70
N
0.00 1.50 0.70 0.20 0.00 0.00
B
0.00 1.35 0.75 0.75 0.00 0.00
B
0.00 1.35 0.40 0.40 0.00 0.00
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
SLV
SLC
SLO
SLU I
CC
1 Amb.
2 Amb.
3 Amb.
4 Amb.
5 Amb.
6 Amb.
7 Amb.
8 Amb.
9 Amb.
10 Amb.
11 Amb.
12 Amb.
13 Amb.
14 Amb.
15 Amb.
16 Amb.
17 Amb.
18 Amb.
19 Amb.
20 Amb.
21 Amb.
22 Amb.
23 Amb.
=
=
=
=
Stato
Stato
Stato
Stato
Comm.
1 ( Sisma)
2 (SLU)
2 (SLU)
2 (SLU)
2 (SLU)
2 (SLU)
2 (SLU)
2 (SLU)
2 (SLE R)
2 (SLE R)
2 (SLE R)
2 (SLE R)
2 (SLE R)
2 (SLE R)
2 (SLE R)
2 (SLE F)
2 (SLE F)
2 (SLE F)
2 (SLE F)
2 (SLE F)
2 (SLE F)
2 (SLE F)
2 (SLE Q)
limite
limite
limite
limite
TCC
SLU S
SLU
SLU
SLU
SLU
SLU
SLU
SLU
SLE R
SLE R
SLE R
SLE R
SLE R
SLE R
SLE R
SLE F
SLE F
SLE F
SLE F
SLE F
SLE F
SLE F
SLE Q
di
di
di
di
salvaguardia della vita
prevenzione del collasso
operatività
resistenza al fuoco
1
1
γ
γ
γ
γ
γ
γ
γ
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
2
max
max
max
max
max
max
max
pag.50/87
1
γ
γ
γ
γ
γ
γ
γ
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
max
max
max
max
max
max
max
3
----γ max
γ max
γ max
γ max
ψ0*γ max
ψ0*γ max
ψ0*γ max
1
1
1
1
ψ0
ψ0
ψ0
ψ1
ψ1
ψ1
ψ1
ψ2
ψ2
ψ2
ψ2
4
----γ max
γ max
γ max
γ max
γ max
γ max
γ max
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
5
----γ max
ψ0*γ max
γ max
ψ0*γ max
γ max
ψ0*γ max
γ max
1
ψ0
1
ψ0
1
ψ0
1
ψ1
ψ2
ψ1
ψ2
ψ1
ψ2
ψ1
ψ2
6
1
-----------------------------------------------------------------------------------------
7
1
-----------------------------------------------------------------------------------------
8
----γ max
γ max
ψ0*γ max
ψ0*γ max
γ max
γ max
ψ0*γ max
1
1
ψ0
ψ0
1
1
ψ0
ψ1
ψ1
ψ2
ψ2
ψ1
ψ1
ψ2
ψ2
9
----γ max
γ max
ψ0*γ max
ψ0*γ max
γ max
γ max
ψ0*γ max
1
1
ψ0
ψ0
1
1
ψ0
ψ1
ψ1
ψ2
ψ2
ψ1
ψ1
ψ2
ψ2
10
----γ max
γ max
γ max
γ max
ψ0*γ max
ψ0*γ max
ψ0*γ max
1
1
1
1
ψ0
ψ0
ψ0
ψ1
ψ1
ψ1
ψ1
ψ2
ψ2
ψ2
ψ2
Genera le combinazioni con un solo carico di tipo variabile come di base: no
Considera sollecitazioni dinamiche con segno dei modi principali: no
Combinazioni delle cce
Simbologia
CC
= Numero della combinazione delle condizioni di carico elementari
Comm. = Commento
TCC
= Tipo di combinazione di carico
SLU
= Stato limite ultimo
SLU S = Stato limite ultimo (azione sismica)
SLE R = Stato limite d'esercizio, combinazione rara
SLE F = Stato limite d'esercizio, combinazione frequente
SLE Q = Stato limite d'esercizio, combinazione quasi permanente
SLD
= Stato limite di danno
SLV
= Stato limite di salvaguardia della vita
SLC
= Stato limite di prevenzione del collasso
SLO
= Stato limite di operatività
SLU I = Stato limite di resistenza al fuoco
An.
= Tipo di analisi
L = Lineare
NL = Non lineare
Bk
= Buckling
S = Si
N = No
CC
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
Comm.
1 - Amb. 1 (SLU S) S +X+0.3Y
2 - Amb. 1 (SLE) S +X+0.3Y
3 - Amb. 1 (SLU S) S +X-0.3Y
4 - Amb. 1 (SLE) S +X-0.3Y
5 - Amb. 1 (SLU S) S +0.3X+Y
6 - Amb. 1 (SLE) S +0.3X+Y
7 - Amb. 1 (SLU S) S -0.3X+Y
8 - Amb. 1 (SLE) S -0.3X+Y
17 - Amb. 2 (SLU) F X
18 - Amb. 2 (SLU) F -X
19 - Amb. 2 (SLU) F Y
20 - Amb. 2 (SLU) F -Y
21 - Amb. 2 (SLU) F X
22 - Amb. 2 (SLU) F -X
23 - Amb. 2 (SLU) F Y
24 - Amb. 2 (SLU) F -Y
25 - Amb. 2 (SLU) F X
26 - Amb. 2 (SLU) F -X
27 - Amb. 2 (SLU) F Y
28 - Amb. 2 (SLU) F -Y
29 - Amb. 2 (SLU) F X
30 - Amb. 2 (SLU) F -X
31 - Amb. 2 (SLU) F Y
TCC
SLV
SLD
SLV
SLD
SLV
SLD
SLV
SLD
SLU
SLU
SLU
SLU
SLU
SLU
SLU
SLU
SLU
SLU
SLU
SLU
SLU
SLU
SLU
An.
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
Bk
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
1
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.30
1.30
1.30
1.30
1.30
1.30
1.30
1.30
1.30
1.30
1.30
1.30
1.30
1.30
1.30
2
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1.35
1.35
1.35
1.35
1.35
1.35
1.35
1.35
1.01
1.01
1.01
1.01
1.01
1.01
1.01
4
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
5
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
1.50
1.50
1.50
1.50
1.05
1.05
1.05
1.05
1.50
1.50
1.50
1.50
1.05
1.05
1.05
6
1.00
1.00
0.00
0.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
7
0.00
0.00
1.00
1.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
8
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
1.50
1.50
1.50
1.50
1.50
1.50
1.50
9
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
1.50
1.50
1.50
1.50
1.50
1.50
1.50
10
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1.35
0.00
0.00
0.00
1.35
0.00
0.00
0.00
0.54
0.00
0.00
0.00
0.54
F X
F Y
±S X ±S Y
0.00 0.00 1.00 0.30
0.00 0.00 1.00 0.30
0.00 0.00 1.00 -0.30
0.00 0.00 1.00 -0.30
0.00 0.00 0.30 1.00
0.00 0.00 0.30 1.00
0.00 0.00 -0.30 1.00
0.00 0.00 -0.30 1.00
1.00 0.00 0.00 0.00
-1.00 0.00 0.00 0.00
0.00 1.00 0.00 0.00
0.00 -1.00 0.00 0.00
1.00 0.00 0.00 0.00
-1.00 0.00 0.00 0.00
0.00 1.00 0.00 0.00
0.00 -1.00 0.00 0.00
1.00 0.00 0.00 0.00
-1.00 0.00 0.00 0.00
0.00 1.00 0.00 0.00
0.00 -1.00 0.00 0.00
1.00 0.00 0.00 0.00
-1.00 0.00 0.00 0.00
0.00 1.00 0.00 0.00
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
F
----1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
S
1
-----------------------------------------------------------------------------------------
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
CC
32
33
34
35
36
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
-
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
Amb.
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
(SLU) F
(SLU) F
(SLU) F
(SLU) F
(SLU) F
(SLE R)
(SLE R)
(SLE R)
(SLE R)
(SLE R)
(SLE R)
(SLE R)
(SLE R)
(SLE R)
(SLE R)
(SLE R)
(SLE R)
(SLE R)
(SLE R)
(SLE R)
(SLE R)
(SLE R)
(SLE R)
(SLE R)
(SLE R)
(SLE F)
(SLE F)
(SLE F)
(SLE F)
(SLE F)
(SLE F)
(SLE F)
(SLE F)
(SLE F)
(SLE F)
(SLE F)
(SLE F)
(SLE F)
(SLE F)
(SLE F)
(SLE F)
(SLE F)
(SLE F)
(SLE F)
(SLE F)
(SLE Q)
(SLE Q)
(SLE Q)
(SLE Q)
-Y
X
-X
Y
-Y
F X
F -X
F Y
F -Y
F X
F -X
F Y
F -Y
F X
F -X
F Y
F -Y
F X
F -X
F Y
F -Y
F X
F -X
F Y
F -Y
F X
F -X
F Y
F -Y
F X
F -X
F Y
F -Y
F X
F -X
F Y
F -Y
F X
F -X
F Y
F -Y
F X
F -X
F Y
F -Y
F X
F -X
F Y
F -Y
SLU
SLU
SLU
SLU
SLU
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
SLE
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
Q
Q
Q
Q
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
L
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
1.30
1.30
1.30
1.30
1.30
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.50
1.50
1.50
1.50
1.50
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.01
1.01
1.01
1.01
1.01
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1.50
1.50
1.50
1.50
1.50
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.05
1.50
1.50
1.50
1.50
1.00
1.00
1.00
1.00
0.70
0.70
0.70
0.70
1.00
1.00
1.00
1.00
0.70
0.70
0.70
0.70
1.00
1.00
1.00
1.00
0.50
0.50
0.50
0.50
0.30
0.30
0.30
0.30
0.50
0.50
0.50
0.50
0.30
0.30
0.30
0.30
0.50
0.50
0.50
0.50
0.30
0.30
0.30
0.30
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1.50
0.90
0.90
0.90
0.90
0.60
0.60
0.60
0.60
0.60
0.60
0.60
0.60
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.60
0.60
0.60
0.60
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
1.50
0.90
0.90
0.90
0.90
0.60
0.60
0.60
0.60
0.60
0.60
0.60
0.60
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.60
0.60
0.60
0.60
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.54
0.00
0.00
0.00
1.00
0.00
0.00
0.00
1.00
0.00
0.00
0.00
0.40
0.00
0.00
0.00
0.40
0.00
0.00
0.00
0.40
0.00
0.00
0.00
0.40
0.00
0.00
0.00
0.40
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1.00
-1.00
0.00
0.00
1.00
-1.00
0.00
0.00
1.00
-1.00
0.00
0.00
1.00
-1.00
0.00
0.00
1.00
-1.00
0.00
0.00
1.00
-1.00
0.00
0.00
1.00
-1.00
0.00
0.00
1.00
-1.00
0.00
0.00
1.00
-1.00
0.00
0.00
1.00
-1.00
0.00
0.00
1.00
-1.00
0.00
0.00
1.00
-1.00
0.00
0.00
pag.51/87
-1.00
0.00
0.00
1.00
-1.00
0.00
0.00
1.00
-1.00
0.00
0.00
1.00
-1.00
0.00
0.00
1.00
-1.00
0.00
0.00
1.00
-1.00
0.00
0.00
1.00
-1.00
0.00
0.00
1.00
-1.00
0.00
0.00
1.00
-1.00
0.00
0.00
1.00
-1.00
0.00
0.00
1.00
-1.00
0.00
0.00
1.00
-1.00
0.00
0.00
1.00
-1.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Nodo
Mo
<KG>
35.38
35.56
27.32
61.48
71.12
90.02
64.07
71.12
17.06
80.03
93.57
64.91
68.26
76.96
37.05
71.12
71.12
68.35
80.03
17.45
130.62
64.91
51.34
127.07
64.07
74.10
71.12
71.12
51.34
88.77
61.48
17.45
130.62
Elenco masse nodi
Simbologia
Nodo = Numero del nodo
Mo
= Massa orizzontale
Nodo
-1178
-1170
-1162
-1154
-1146
-1138
-1130
-1122
-1114
-1106
-1098
-1090
-1082
-1074
-1066
-1058
-1050
-1042
-1034
-1026
-1018
-1010
-1002
-994
-986
-978
-970
-962
-954
-946
-938
-930
-922
Mo
<KG>
0.01
230.06
540.37
70.75
17.45
77.33
70.75
17.45
77.33
88.77
61.48
71.12
53.34
108.55
64.07
37.05
71.12
17.78
88.77
61.48
74.10
71.12
71.12
17.10
70.75
69.81
74.10
71.12
71.12
17.10
70.75
69.81
74.10
Nodo
-1177
-1169
-1161
-1153
-1145
-1137
-1129
-1121
-1113
-1105
-1097
-1089
-1081
-1073
-1065
-1057
-1049
-1041
-1033
-1025
-1017
-1009
-1001
-993
-985
-977
-969
-961
-953
-945
-937
-929
-921
Mo
<KG>
0.01
260.22
230.94
70.75
29.00
62.96
70.75
74.32
62.96
90.02
64.07
71.12
17.78
70.75
69.81
37.05
79.29
65.25
127.07
64.07
74.10
71.12
71.12
51.33
70.75
69.81
74.10
79.29
53.34
51.31
70.75
69.81
74.10
Nodo
-1176
-1168
-1160
-1152
-1144
-1136
-1128
-1120
-1112
-1104
-1096
-1088
-1080
-1072
-1064
-1056
-1048
-1040
-1032
-1024
-1016
-1008
-1000
-992
-984
-976
-968
-960
-952
-944
-936
-928
-920
Mo
<KG>
0.01
250.25
257.45
70.75
64.57
47.13
70.75
93.57
64.91
70.75
69.81
71.12
48.94
70.75
69.81
37.05
77.33
49.74
70.75
69.81
74.10
71.12
53.34
68.45
70.75
69.81
74.10
77.33
17.78
68.43
70.75
69.81
74.10
Nodo
-1175
-1167
-1159
-1151
-1143
-1135
-1127
-1119
-1111
-1103
-1095
-1087
-1079
-1071
-1063
-1055
-1047
-1039
-1031
-1023
-1015
-1007
-999
-991
-983
-975
-967
-959
-951
-943
-935
-927
-919
Mo
<KG>
0.01
526.76
251.10
70.75
71.12
17.78
80.03
71.12
53.34
70.75
52.36
79.29
16.31
70.75
52.36
90.63
62.96
17.11
70.75
69.81
74.10
79.29
17.78
68.35
80.03
52.36
90.63
62.96
65.25
68.45
70.75
69.81
74.10
Nodo
-1174
-1166
-1158
-1150
-1142
-1134
-1126
-1118
-1110
-1102
-1094
-1086
-1078
-1070
-1062
-1054
-1046
-1038
-1030
-1022
-1014
-1006
-998
-990
-982
-974
-966
-958
-950
-942
-934
-926
-918
Mo
<KG>
17.69
14.58
530.92
80.03
71.12
17.06
76.96
71.12
17.78
70.75
17.45
77.33
17.11
70.75
17.45
112.09
64.91
17.11
70.75
69.81
74.10
77.33
65.25
68.26
76.96
17.45
130.62
64.91
66.85
68.35
80.03
69.81
74.10
Nodo
-1173
-1165
-1157
-1149
-1141
-1133
-1125
-1117
-1109
-1101
-1093
-1085
-1077
-1069
-1061
-1053
-1045
-1037
-1029
-1021
-1013
-1005
-997
-989
-981
-973
-965
-957
-949
-941
-933
-925
-917
Mo
<KG>
35.38
17.78
14.68
76.96
71.12
71.71
61.48
71.12
16.31
70.75
90.63
62.96
51.24
80.03
37.05
71.12
71.12
51.34
70.75
52.36
90.63
62.96
66.85
88.77
61.48
74.10
71.12
71.12
68.45
68.25
76.96
52.36
90.63
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
-1172
-1164
-1156
-1148
-1140
-1132
-1124
-1116
-1108
-1100
-1092
-1084
-1076
-1068
-1060
-1052
-1044
-1036
-1028
-1020
-1012
-1004
-996
-988
-980
-972
-964
-956
-948
-940
-932
-924
-916
Nodo
-1171
-1163
-1155
-1147
-1139
-1131
-1123
-1115
-1107
-1099
-1091
-1083
-1075
-1067
-1059
-1051
-1043
-1035
-1027
-1019
-1011
-1003
-995
-987
-979
-971
-963
-955
-947
-939
-931
-923
-915
Mo
<KG>
539.84
35.56
62.70
46.62
79.29
70.75
52.36
79.29
51.19
76.96
71.12
71.12
88.77
61.48
37.05
71.12
53.34
68.26
76.96
74.10
71.12
71.12
17.11
70.75
69.81
74.10
71.12
71.12
17.11
127.07
64.07
74.10
71.12
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
-914
-906
-898
-890
-882
-874
-866
-858
-850
-842
-834
-826
-818
-810
-802
-794
-786
-778
-770
-762
-754
-746
-738
-730
-722
-714
-706
-698
-690
-682
-674
-666
-658
-650
-642
-634
-626
-618
-610
-602
-594
-586
-578
-570
-562
-554
-546
-538
-530
-522
-514
-506
-498
-490
-482
-474
-466
-458
-450
-442
-434
-426
-418
-410
-402
-394
-386
-378
-370
-362
-354
-346
-338
-330
-322
-314
71.12
71.12
68.45
68.45
70.75
69.81
74.10
71.12
71.12
68.45
35.68
38.95
69.94
72.40
71.43
75.82
72.78
72.78
37.22
49.37
70.04
35.68
71.62
71.36
113.60
67.05
73.05
38.77
82.98
74.43
98.73
71.63
71.63
71.36
77.91
71.53
74.04
73.05
94.85
65.89
74.43
98.73
78.36
35.81
71.36
71.62
71.43
116.22
73.05
74.43
74.43
74.43
98.73
71.63
35.68
71.62
71.36
94.21
67.05
73.05
74.43
74.43
86.58
68.29
71.63
42.04
81.00
71.63
74.04
73.05
82.19
82.98
74.43
98.73
71.63
71.63
-913
-905
-897
-889
-881
-873
-865
-857
-849
-841
-833
-825
-817
-809
-801
-793
-785
-777
-769
-761
-753
-745
-737
-729
-721
-713
-705
-697
-689
-681
-673
-665
-657
-649
-641
-633
-625
-617
-609
-601
-593
-585
-577
-569
-561
-553
-545
-537
-529
-521
-513
-505
-497
-489
-481
-473
-465
-457
-449
-441
-433
-425
-417
-409
-401
-393
-385
-377
-369
-361
-353
-345
-337
-329
-321
-313
71.12
71.12
68.45
68.35
80.03
69.81
74.10
79.29
71.12
68.45
52.94
38.95
38.95
81.89
71.43
75.82
72.78
72.78
37.22
45.71
39.18
71.36
71.36
77.91
74.04
73.05
77.62
38.77
120.11
74.43
98.73
71.63
78.36
71.65
77.91
77.91
83.75
73.05
97.92
67.93
74.43
98.73
84.10
39.18
84.08
77.91
92.90
64.33
73.05
74.43
74.43
74.43
91.42
78.36
71.36
71.36
77.91
74.04
73.05
77.62
74.43
74.43
98.73
69.96
42.05
35.82
71.60
77.91
74.04
73.05
80.05
120.11
74.43
98.73
71.63
78.36
-912
-904
-896
-888
-880
-872
-864
-856
-848
-840
-832
-824
-816
-808
-800
-792
-784
-776
-768
-760
-752
-744
-736
-728
-720
-712
-704
-696
-688
-680
-672
-664
-656
-648
-640
-632
-624
-616
-608
-600
-592
-584
-576
-568
-560
-552
-544
-536
-528
-520
-512
-504
-496
-488
-480
-472
-464
-456
-448
-440
-432
-424
-416
-408
-400
-392
-384
-376
-368
-360
-352
-344
-336
-328
-320
-312
71.12
71.12
51.33
68.25
76.96
69.81
74.10
77.33
71.12
51.33
35.68
70.03
69.84
96.59
71.43
75.82
72.78
72.78
43.29
66.77
70.04
42.04
81.00
71.63
74.04
73.05
82.19
94.85
65.89
74.43
98.73
78.36
35.81
71.36
71.62
71.43
116.22
73.05
74.43
74.43
74.43
98.73
71.63
35.68
71.62
71.36
94.21
67.05
73.05
74.43
74.43
86.58
68.29
71.63
42.04
81.00
71.63
74.04
73.05
82.19
82.98
74.43
98.73
71.63
71.63
71.36
77.91
71.53
74.04
73.05
94.85
65.89
74.43
98.73
78.36
35.81
-911
-903
-895
-887
-879
-871
-863
-855
-847
-839
-831
-823
-815
-807
-799
-791
-783
-775
-767
-759
-751
-743
-735
-727
-719
-711
-703
-695
-687
-679
-671
-663
-655
-647
-639
-631
-623
-615
-607
-599
-591
-583
-575
-567
-559
-551
-543
-535
-527
-519
-511
-503
-495
-487
-479
-471
-463
-455
-447
-439
-431
-423
-415
-407
-399
-391
-383
-375
-367
-359
-351
-343
-335
-327
-319
-311
79.29
71.12
17.11
88.77
61.48
52.36
90.63
62.96
53.34
17.11
42.04
38.95
90.84
62.91
71.43
75.82
72.78
72.78
49.37
68.41
21.02
35.82
71.60
77.91
74.04
73.05
80.05
117.31
67.93
74.43
98.73
84.10
39.18
84.08
77.91
92.90
64.33
73.05
74.43
74.43
74.43
91.42
78.36
71.36
71.36
77.91
74.04
73.05
77.62
74.43
74.43
98.73
69.96
42.05
35.82
71.60
77.91
74.04
73.05
80.05
120.11
74.43
98.73
71.63
78.36
71.65
77.91
77.91
83.75
73.05
97.92
67.93
74.43
98.73
84.10
39.18
-910
-902
-894
-886
-878
-870
-862
-854
-846
-838
-830
-822
-814
-806
-798
-790
-782
-774
-766
-758
-750
-742
-734
-726
-718
-710
-702
-694
-686
-678
-670
-662
-654
-646
-638
-630
-622
-614
-606
-598
-590
-582
-574
-566
-558
-550
-542
-534
-526
-518
-510
-502
-494
-486
-478
-470
-462
-454
-446
-438
-430
-422
-414
-406
-398
-390
-382
-374
-366
-358
-350
-342
-334
-326
-318
77.33
53.34
17.12
127.07
64.07
17.45
130.62
64.91
17.78
17.84
70.03
35.68
130.03
65.56
53.98
75.82
81.13
72.78
49.37
70.04
52.92
71.36
77.91
71.53
74.04
73.05
38.77
74.43
74.43
74.43
98.73
71.63
35.68
71.62
71.36
94.21
67.05
73.05
74.43
74.43
86.58
68.29
71.63
42.04
81.00
71.63
74.04
73.05
82.19
82.98
74.43
98.73
71.63
71.63
71.36
77.91
71.53
74.04
73.05
94.85
65.89
74.43
98.73
78.36
35.81
71.36
71.62
71.43
116.22
73.05
74.43
74.43
74.43
98.73
71.63
-909
-901
-893
-885
-877
-869
-861
-853
-845
-837
-829
-821
-813
-805
-797
-789
-781
-773
-765
-757
-749
-741
-733
-725
-717
-709
-701
-693
-685
-677
-669
-661
-653
-645
-637
-629
-621
-613
-605
-597
-589
-581
-573
-565
-557
-549
-541
-533
-525
-517
-509
-501
-493
-485
-477
-469
-461
-453
-445
-437
-429
-421
-413
-405
-397
-389
-381
-373
-365
-357
-349
-341
-333
-325
-317
62.96
17.78
51.33
70.75
69.81
74.10
71.12
71.12
65.25
35.68
35.68
38.95
72.40
71.43
38.81
75.82
98.72
72.78
49.37
70.04
39.18
71.65
77.91
77.91
83.75
73.05
38.77
74.43
74.43
74.43
91.42
78.36
71.36
71.36
77.91
74.04
73.05
77.62
74.43
74.43
98.73
69.96
42.05
35.82
71.60
77.91
74.04
73.05
80.05
120.11
74.43
98.73
71.63
78.36
71.65
77.91
77.91
83.75
73.05
97.92
67.93
74.43
98.73
84.10
39.18
84.08
77.91
92.90
64.33
73.05
74.43
74.43
74.43
91.42
78.36
Totali masse nodi
Mo
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
-908
-900
-892
-884
-876
-868
-860
-852
-844
-836
-828
-820
-812
-804
-796
-788
-780
-772
-764
-756
-748
-740
-732
-724
-716
-708
-700
-692
-684
-676
-668
-660
-652
-644
-636
-628
-620
-612
-604
-596
-588
-580
-572
-564
-556
-548
-540
-532
-524
-516
-508
-500
-492
-484
-476
-468
-460
-452
-444
-436
-428
-420
-412
-404
-396
-388
-380
-372
-364
-356
-348
-340
-332
-324
-316
pag.52/87
64.91
65.25
68.42
70.75
69.81
74.10
71.12
71.12
66.85
21.02
40.50
70.04
72.40
71.43
41.09
92.74
64.42
72.78
49.37
39.18
17.91
71.36
71.62
71.43
116.22
73.05
38.77
74.43
74.43
86.58
68.29
71.63
42.04
81.00
71.63
74.04
73.05
82.19
82.98
74.43
98.73
71.63
71.63
71.36
77.91
71.53
74.04
73.05
94.85
65.89
74.43
98.73
78.36
35.81
71.36
71.62
71.43
116.22
73.05
74.43
74.43
74.43
98.73
71.63
35.68
71.62
71.36
94.21
67.05
73.05
74.43
74.43
86.58
68.29
71.63
-907
-899
-891
-883
-875
-867
-859
-851
-843
-835
-827
-819
-811
-803
-795
-787
-779
-771
-763
-755
-747
-739
-731
-723
-715
-707
-699
-691
-683
-675
-667
-659
-651
-643
-635
-627
-619
-611
-603
-595
-587
-579
-571
-563
-555
-547
-539
-531
-523
-515
-507
-499
-491
-483
-475
-467
-459
-451
-443
-435
-427
-419
-411
-403
-395
-387
-379
-371
-363
-355
-347
-339
-331
-323
-315
71.12
66.85
68.43
70.75
69.81
74.10
71.12
71.12
68.45
17.91
70.01
38.95
72.40
71.43
40.02
133.65
66.42
55.00
49.37
42.05
19.59
84.08
77.91
92.90
64.33
73.05
38.77
74.43
74.43
98.73
69.96
42.05
35.82
71.60
77.91
74.04
73.05
80.05
120.11
74.43
98.73
71.63
78.36
71.65
77.91
77.91
83.75
73.05
97.92
67.93
74.43
98.73
84.10
39.18
84.08
77.91
92.90
64.33
73.05
74.43
74.43
74.43
91.42
78.36
71.36
71.36
77.91
74.04
73.05
77.62
74.43
74.43
98.73
69.96
42.05
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
<KG>
63120.50
Elenco pesi e forze fittizie nodi
Simbologia
Nodo
Peso
Fx
Fy
= Numero del nodo
= Peso
= Forza in dir. X
= Forza in dir. Y
Nodo
-1178
-1175
-1172
-1169
-1166
-1163
-1160
-1157
-1154
-1151
-1148
-1145
-1142
-1139
-1136
-1133
-1130
-1127
-1124
-1121
-1118
-1115
-1112
-1109
-1106
-1103
-1100
-1097
-1094
-1091
-1088
-1085
-1082
-1079
-1076
-1073
-1070
-1067
-1064
-1061
-1058
-1055
-1052
-1049
-1046
-1043
-1040
-1037
-1034
-1031
-1028
-1025
-1022
-1019
-1016
-1013
-1010
-1007
-1004
-1001
-998
-995
-992
-989
-986
-983
Peso
<kg>
15000.10
15000.10
347.05
4304.32
143.07
348.87
4257.94
143.97
694.09
694.09
603.08
284.52
697.73
777.83
462.38
703.46
694.09
785.11
628.54
729.07
697.73
777.83
636.82
160.04
870.86
694.09
785.11
628.54
171.20
697.73
697.73
617.63
523.30
160.04
669.58
694.09
694.09
603.07
684.82
363.45
363.45
889.11
697.73
777.83
636.81
523.30
487.95
503.62
870.86
694.09
785.11
628.54
684.81
726.90
726.90
889.11
697.73
777.83
636.81
697.73
640.15
167.87
671.50
870.86
694.09
785.11
Fx
<kg>
150.00
150.00
3.47
43.04
1.43
3.49
42.58
1.44
6.94
6.94
6.03
2.85
6.98
7.78
4.62
7.03
6.94
7.85
6.29
7.29
6.98
7.78
6.37
1.60
8.71
6.94
7.85
6.29
1.71
6.98
6.98
6.18
5.23
1.60
6.70
6.94
6.94
6.03
6.85
3.63
3.63
8.89
6.98
7.78
6.37
5.23
4.88
5.04
8.71
6.94
7.85
6.29
6.85
7.27
7.27
8.89
6.98
7.78
6.37
6.98
6.40
1.68
6.71
8.71
6.94
7.85
Fy
<kg>
150.00
150.00
3.47
43.04
1.43
3.49
42.58
1.44
6.94
6.94
6.03
2.85
6.98
7.78
4.62
7.03
6.94
7.85
6.29
7.29
6.98
7.78
6.37
1.60
8.71
6.94
7.85
6.29
1.71
6.98
6.98
6.18
5.23
1.60
6.70
6.94
6.94
6.03
6.85
3.63
3.63
8.89
6.98
7.78
6.37
5.23
4.88
5.04
8.71
6.94
7.85
6.29
6.85
7.27
7.27
8.89
6.98
7.78
6.37
6.98
6.40
1.68
6.71
8.71
6.94
7.85
Nodo
-1177
-1174
-1171
-1168
-1165
-1162
-1159
-1156
-1153
-1150
-1147
-1144
-1141
-1138
-1135
-1132
-1129
-1126
-1123
-1120
-1117
-1114
-1111
-1108
-1105
-1102
-1099
-1096
-1093
-1090
-1087
-1084
-1081
-1078
-1075
-1072
-1069
-1066
-1063
-1060
-1057
-1054
-1051
-1048
-1045
-1042
-1039
-1036
-1033
-1030
-1027
-1024
-1021
-1018
-1015
-1012
-1009
-1006
-1003
-1000
-997
-994
-991
-988
-985
-982
Peso
<kg>
15000.10
173.52
9308.31
19139.30
174.43
9316.30
19153.00
268.03
694.09
785.11
457.33
633.38
697.73
758.65
174.43
883.11
694.09
755.01
513.61
917.90
697.73
758.65
523.30
167.40
883.11
694.09
755.01
684.82
889.11
697.73
777.83
636.82
174.43
167.87
870.86
694.09
785.11
628.54
513.61
363.45
363.45
1099.62
697.73
758.65
697.73
174.43
167.87
670.54
1246.56
694.09
755.01
684.82
513.61
726.90
726.90
1281.35
697.73
758.65
697.73
523.30
655.82
167.79
670.54
1246.57
694.09
755.01
Fx
<kg>
150.00
1.74
93.08
191.39
1.74
93.16
191.53
2.68
6.94
7.85
4.57
6.33
6.98
7.59
1.74
8.83
6.94
7.55
5.14
9.18
6.98
7.59
5.23
1.67
8.83
6.94
7.55
6.85
8.89
6.98
7.78
6.37
1.74
1.68
8.71
6.94
7.85
6.29
5.14
3.63
3.63
11.00
6.98
7.59
6.98
1.74
1.68
6.71
12.47
6.94
7.55
6.85
5.14
7.27
7.27
12.81
6.98
7.59
6.98
5.23
6.56
1.68
6.71
12.47
6.94
7.55
Fy
<kg>
150.00
1.74
93.08
191.39
1.74
93.16
191.53
2.68
6.94
7.85
4.57
6.33
6.98
7.59
1.74
8.83
6.94
7.55
5.14
9.18
6.98
7.59
5.23
1.67
8.83
6.94
7.55
6.85
8.89
6.98
7.78
6.37
1.74
1.68
8.71
6.94
7.85
6.29
5.14
3.63
3.63
11.00
6.98
7.59
6.98
1.74
1.68
6.71
12.47
6.94
7.55
6.85
5.14
7.27
7.27
12.81
6.98
7.59
6.98
5.23
6.56
1.68
6.71
12.47
6.94
7.55
Nodo
-1176
-1173
-1170
-1167
-1164
-1161
-1158
-1155
-1152
-1149
-1146
-1143
-1140
-1137
-1134
-1131
-1128
-1125
-1122
-1119
-1116
-1113
-1110
-1107
-1104
-1101
-1098
-1095
-1092
-1089
-1086
-1083
-1080
-1077
-1074
-1071
-1068
-1065
-1062
-1059
-1056
-1053
-1050
-1047
-1044
-1041
-1038
-1035
-1032
-1029
-1026
-1023
-1020
-1017
-1014
-1011
-1008
-1005
-1002
-999
-996
-993
-990
-987
-984
-981
Peso
<kg>
15000.10
347.05
18805.30
9112.83
348.87
18819.50
9180.84
615.08
694.09
755.01
171.20
697.73
697.73
617.64
167.40
694.09
694.09
603.08
171.20
697.73
697.73
617.63
174.43
502.19
694.09
694.09
603.08
513.61
917.90
697.73
758.65
697.73
480.11
502.67
1064.84
694.09
755.01
684.82
171.20
363.45
363.45
697.73
697.73
617.63
697.73
640.15
167.87
669.58
694.09
694.09
603.07
684.82
171.20
726.90
726.90
697.73
697.73
617.63
697.73
174.43
503.62
503.54
669.58
694.09
694.09
603.08
Fx
<kg>
150.00
3.47
188.05
91.13
3.49
188.19
91.81
6.15
6.94
7.55
1.71
6.98
6.98
6.18
1.67
6.94
6.94
6.03
1.71
6.98
6.98
6.18
1.74
5.02
6.94
6.94
6.03
5.14
9.18
6.98
7.59
6.98
4.80
5.03
10.65
6.94
7.55
6.85
1.71
3.63
3.63
6.98
6.98
6.18
6.98
6.40
1.68
6.70
6.94
6.94
6.03
6.85
1.71
7.27
7.27
6.98
6.98
6.18
6.98
1.74
5.04
5.04
6.70
6.94
6.94
6.03
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
Fy
<kg>
150.00
3.47
188.05
91.13
3.49
188.19
91.81
6.15
6.94
7.55
1.71
6.98
6.98
6.18
1.67
6.94
6.94
6.03
1.71
6.98
6.98
6.18
1.74
5.02
6.94
6.94
6.03
5.14
9.18
6.98
7.59
6.98
4.80
5.03
10.65
6.94
7.55
6.85
1.71
3.63
3.63
6.98
6.98
6.18
6.98
6.40
1.68
6.70
6.94
6.94
6.03
6.85
1.71
7.27
7.27
6.98
6.98
6.18
6.98
1.74
5.04
5.04
6.70
6.94
6.94
6.03
pag.53/87
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
-980
-977
-974
-971
-968
-965
-962
-959
-956
-953
-950
-947
-944
-941
-938
-935
-932
-929
-926
-923
-920
-917
-914
-911
-908
-905
-902
-899
-896
-893
-890
-887
-884
-881
-878
-875
-872
-869
-866
-863
-860
-857
-854
-851
-848
-845
-842
-839
-836
-833
-830
-827
-824
-821
-818
-815
-812
-809
-806
-803
-800
-797
-794
-791
-788
-785
-782
-779
-776
-773
-770
-767
-764
-761
-758
-755
-752
-749
-746
-743
628.54
684.82
171.20
726.90
726.90
697.73
697.73
617.63
697.73
523.30
655.82
167.86
671.34
669.58
694.09
694.09
603.07
684.81
684.81
726.90
726.90
889.11
697.73
777.83
636.81
697.73
523.30
655.82
503.59
503.50
671.50
870.86
694.09
785.11
628.53
684.81
684.81
726.90
726.90
889.11
697.73
777.83
636.81
697.73
697.73
640.15
671.47
167.86
206.22
519.35
687.02
686.79
686.95
382.13
686.13
891.11
710.23
803.37
643.15
700.74
700.74
380.73
743.81
743.81
909.79
713.96
795.92
651.62
713.96
713.96
365.09
484.29
484.29
448.39
687.11
412.50
687.06
384.38
350.00
351.44
6.29
6.85
1.71
7.27
7.27
6.98
6.98
6.18
6.98
5.23
6.56
1.68
6.71
6.70
6.94
6.94
6.03
6.85
6.85
7.27
7.27
8.89
6.98
7.78
6.37
6.98
5.23
6.56
5.04
5.03
6.71
8.71
6.94
7.85
6.29
6.85
6.85
7.27
7.27
8.89
6.98
7.78
6.37
6.98
6.98
6.40
6.71
1.68
2.06
5.19
6.87
6.87
6.87
3.82
6.86
8.91
7.10
8.03
6.43
7.01
7.01
3.81
7.44
7.44
9.10
7.14
7.96
6.52
7.14
7.14
3.65
4.84
4.84
4.48
6.87
4.13
6.87
3.84
3.50
3.51
6.29
6.85
1.71
7.27
7.27
6.98
6.98
6.18
6.98
5.23
6.56
1.68
6.71
6.70
6.94
6.94
6.03
6.85
6.85
7.27
7.27
8.89
6.98
7.78
6.37
6.98
5.23
6.56
5.04
5.03
6.71
8.71
6.94
7.85
6.29
6.85
6.85
7.27
7.27
8.89
6.98
7.78
6.37
6.98
6.98
6.40
6.71
1.68
2.06
5.19
6.87
6.87
6.87
3.82
6.86
8.91
7.10
8.03
6.43
7.01
7.01
3.81
7.44
7.44
9.10
7.14
7.96
6.52
7.14
7.14
3.65
4.84
4.84
4.48
6.87
4.13
6.87
3.84
3.50
3.51
-979
-976
-973
-970
-967
-964
-961
-958
-955
-952
-949
-946
-943
-940
-937
-934
-931
-928
-925
-922
-919
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-913
-910
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-877
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-865
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-838
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-829
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-823
-820
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-808
-805
-802
-799
-796
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-790
-787
-784
-781
-778
-775
-772
-769
-766
-763
-760
-757
-754
-751
-748
-745
-742
684.82
684.82
726.90
726.90
889.11
697.73
777.83
636.82
697.73
174.43
671.50
167.79
671.50
870.86
694.09
785.11
628.53
684.81
513.61
726.90
726.90
1281.35
697.73
758.65
697.73
697.73
174.43
671.50
167.86
671.18
670.54
1246.56
694.09
755.01
684.81
684.81
513.61
726.90
726.90
1281.35
697.73
758.65
697.73
697.73
523.30
655.82
671.46
175.00
175.72
350.00
350.00
382.13
382.13
687.11
382.13
1275.55
710.23
947.57
700.74
700.74
700.74
403.13
743.81
743.81
1311.15
713.96
968.48
713.96
713.96
713.96
365.09
484.29
484.29
655.04
687.09
687.07
206.25
175.67
700.00
700.00
6.85
6.85
7.27
7.27
8.89
6.98
7.78
6.37
6.98
1.74
6.71
1.68
6.71
8.71
6.94
7.85
6.29
6.85
5.14
7.27
7.27
12.81
6.98
7.59
6.98
6.98
1.74
6.71
1.68
6.71
6.71
12.47
6.94
7.55
6.85
6.85
5.14
7.27
7.27
12.81
6.98
7.59
6.98
6.98
5.23
6.56
6.71
1.75
1.76
3.50
3.50
3.82
3.82
6.87
3.82
12.76
7.10
9.48
7.01
7.01
7.01
4.03
7.44
7.44
13.11
7.14
9.68
7.14
7.14
7.14
3.65
4.84
4.84
6.55
6.87
6.87
2.06
1.76
7.00
7.00
6.85
6.85
7.27
7.27
8.89
6.98
7.78
6.37
6.98
1.74
6.71
1.68
6.71
8.71
6.94
7.85
6.29
6.85
5.14
7.27
7.27
12.81
6.98
7.59
6.98
6.98
1.74
6.71
1.68
6.71
6.71
12.47
6.94
7.55
6.85
6.85
5.14
7.27
7.27
12.81
6.98
7.59
6.98
6.98
5.23
6.56
6.71
1.75
1.76
3.50
3.50
3.82
3.82
6.87
3.82
12.76
7.10
9.48
7.01
7.01
7.01
4.03
7.44
7.44
13.11
7.14
9.68
7.14
7.14
7.14
3.65
4.84
4.84
6.55
6.87
6.87
2.06
1.76
7.00
7.00
-978
-975
-972
-969
-966
-963
-960
-957
-954
-951
-948
-945
-942
-939
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-903
-900
-897
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-831
-828
-825
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-819
-816
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-810
-807
-804
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-798
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-786
-783
-780
-777
-774
-771
-768
-765
-762
-759
-756
-753
-750
-747
-744
-741
684.82
6.85
6.85
513.61
5.14
5.14
726.90
7.27
7.27
726.90
7.27
7.27
1281.35 12.81 12.81
697.73
6.98
6.98
758.65
7.59
7.59
697.73
6.98
6.98
697.73
6.98
6.98
640.15
6.40
6.40
503.61
5.04
5.04
503.39
5.03
5.03
670.54
6.71
6.71
1246.56 12.47 12.47
694.09
6.94
6.94
755.01
7.55
7.55
684.81
6.85
6.85
684.81
6.85
6.85
171.20
1.71
1.71
726.90
7.27
7.27
726.90
7.27
7.27
697.73
6.98
6.98
697.73
6.98
6.98
617.63
6.18
6.18
697.73
6.98
6.98
697.73
6.98
6.98
640.15
6.40
6.40
671.47
6.71
6.71
167.91
1.68
1.68
671.34
6.71
6.71
669.58
6.70
6.70
694.09
6.94
6.94
694.09
6.94
6.94
603.07
6.03
6.03
684.81
6.85
6.85
684.81
6.85
6.85
171.20
1.71
1.71
726.90
7.27
7.27
726.90
7.27
7.27
697.73
6.98
6.98
697.73
6.98
6.98
617.63
6.18
6.18
697.73
6.98
6.98
697.73
6.98
6.98
174.43
1.74
1.74
671.50
6.71
6.71
503.59
5.04
5.04
350.00
3.50
3.50
350.00
3.50
3.50
412.44
4.12
4.12
397.28
3.97
3.97
382.13
3.82
3.82
350.00
3.50
3.50
382.13
3.82
3.82
685.15
6.85
6.85
710.23
7.10
7.10
710.23
7.10
7.10
617.10
6.17
6.17
700.74
7.01
7.01
700.74
7.01
7.01
529.54
5.30
5.30
392.63
3.93
3.93
743.81
7.44
7.44
743.81
7.44
7.44
713.96
7.14
7.14
713.96
7.14
7.14
632.00
6.32
6.32
713.96
7.14
7.14
713.96
7.14
7.14
539.52
5.40
5.40
424.69
4.25
4.25
484.29
4.84
4.84
484.29
4.84
4.84
671.08
6.71
6.71
384.38
3.84
3.84
384.38
3.84
3.84
519.19
5.19
5.19
192.19
1.92
1.92
412.44
4.12
4.12
702.88
7.03
7.03
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
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700.00
700.00
764.26
764.26
702.73
764.26
1114.37
726.37
1140.13
716.67
716.67
716.67
806.25
380.36
380.36
1150.77
730.18
1178.31
730.18
730.18
730.18
730.18
968.57
968.57
669.93
702.71
702.69
412.50
351.33
700.00
700.00
824.87
794.56
764.26
700.00
764.26
700.73
726.38
726.37
631.13
716.67
716.67
716.67
785.25
730.18
730.18
646.36
730.18
730.18
730.18
849.38
968.57
968.57
686.33
768.75
768.75
702.67
384.38
412.44
702.88
702.64
702.40
702.57
764.26
701.73
911.36
726.38
821.63
657.77
716.67
716.67
761.46
930.46
730.18
814.01
666.43
730.18
730.18
730.18
968.57
7.00
7.00
7.64
7.64
7.03
7.64
11.14
7.26
11.40
7.17
7.17
7.17
8.06
3.80
3.80
11.51
7.30
11.78
7.30
7.30
7.30
7.30
9.69
9.69
6.70
7.03
7.03
4.13
3.51
7.00
7.00
8.25
7.95
7.64
7.00
7.64
7.01
7.26
7.26
6.31
7.17
7.17
7.17
7.85
7.30
7.30
6.46
7.30
7.30
7.30
8.49
9.69
9.69
6.86
7.69
7.69
7.03
3.84
4.12
7.03
7.03
7.02
7.03
7.64
7.02
9.11
7.26
8.22
6.58
7.17
7.17
7.61
9.30
7.30
8.14
6.66
7.30
7.30
7.30
9.69
7.00
7.00
7.64
7.64
7.03
7.64
11.14
7.26
11.40
7.17
7.17
7.17
8.06
3.80
3.80
11.51
7.30
11.78
7.30
7.30
7.30
7.30
9.69
9.69
6.70
7.03
7.03
4.13
3.51
7.00
7.00
8.25
7.95
7.64
7.00
7.64
7.01
7.26
7.26
6.31
7.17
7.17
7.17
7.85
7.30
7.30
6.46
7.30
7.30
7.30
8.49
9.69
9.69
6.86
7.69
7.69
7.03
3.84
4.12
7.03
7.03
7.02
7.03
7.64
7.02
9.11
7.26
8.22
6.58
7.17
7.17
7.61
9.30
7.30
8.14
6.66
7.30
7.30
7.30
9.69
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824.87
8.25
8.25
794.56
7.95
7.95
764.26
7.64
7.64
700.00
7.00
7.00
764.26
7.64
7.64
700.73
7.01
7.01
726.38
7.26
7.26
726.37
7.26
7.26
631.13
6.31
6.31
716.67
7.17
7.17
716.67
7.17
7.17
716.67
7.17
7.17
785.25
7.85
7.85
380.36
3.80
3.80
380.36
3.80
3.80
730.18
7.30
7.30
730.18
7.30
7.30
646.36
6.46
6.46
730.18
7.30
7.30
730.18
7.30
7.30
730.18
7.30
7.30
849.38
8.49
8.49
968.57
9.69
9.69
968.57
9.69
9.69
686.33
6.86
6.86
768.75
7.69
7.69
768.75
7.69
7.69
702.67
7.03
7.03
384.38
3.84
3.84
412.44
4.12
4.12
702.88
7.03
7.03
702.64
7.03
7.03
702.40
7.02
7.02
702.57
7.03
7.03
764.26
7.64
7.64
701.73
7.02
7.02
911.36
9.11
9.11
726.38
7.26
7.26
821.63
8.22
8.22
657.77
6.58
6.58
716.67
7.17
7.17
716.67
7.17
7.17
761.46
7.61
7.61
930.46
9.30
9.30
730.18
7.30
7.30
814.01
8.14
8.14
666.43
6.66
6.66
730.18
7.30
7.30
730.18
7.30
7.30
730.18
7.30
7.30
968.57
9.69
9.69
968.57
9.69
9.69
896.79
8.97
8.97
702.73
7.03
7.03
825.00
8.25
8.25
702.68
7.03
7.03
768.75
7.69
7.69
350.00
3.50
3.50
351.44
3.51
3.51
700.00
7.00
7.00
700.00
7.00
7.00
764.26
7.64
7.64
764.26
7.64
7.64
702.73
7.03
7.03
764.26
7.64
7.64
924.19
9.24
9.24
726.37
7.26
7.26
1140.13 11.40 11.40
716.67
7.17
7.17
716.67
7.17
7.17
716.67
7.17
7.17
806.25
8.06
8.06
960.59
9.61
9.61
730.18
7.30
7.30
1178.31 11.78 11.78
730.18
7.30
7.30
730.18
7.30
7.30
730.18
7.30
7.30
730.18
7.30
7.30
968.57
9.69
9.69
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-543
-540
-537
-534
-531
-528
-525
-522
-519
-516
-513
-510
-507
-504
-501
702.64
7.03
7.03
702.40
7.02
7.02
702.57
7.03
7.03
764.26
7.64
7.64
701.73
7.02
7.02
911.36
9.11
9.11
726.38
7.26
7.26
821.63
8.22
8.22
657.77
6.58
6.58
716.67
7.17
7.17
716.67
7.17
7.17
761.46
7.61
7.61
380.36
3.80
3.80
380.36
3.80
3.80
930.46
9.30
9.30
730.18
7.30
7.30
814.01
8.14
8.14
666.43
6.66
6.66
730.18
7.30
7.30
730.18
7.30
7.30
730.18
7.30
7.30
968.57
9.69
9.69
968.57
9.69
9.69
896.79
8.97
8.97
702.73
7.03
7.03
825.00
8.25
8.25
702.68
7.03
7.03
768.75
7.69
7.69
350.00
3.50
3.50
351.44
3.51
3.51
700.00
7.00
7.00
700.00
7.00
7.00
764.26
7.64
7.64
764.26
7.64
7.64
702.73
7.03
7.03
764.26
7.64
7.64
924.19
9.24
9.24
726.37
7.26
7.26
1140.13 11.40 11.40
716.67
7.17
7.17
716.67
7.17
7.17
716.67
7.17
7.17
806.25
8.06
8.06
960.59
9.61
9.61
730.18
7.30
7.30
1178.31 11.78 11.78
730.18
7.30
7.30
730.18
7.30
7.30
730.18
7.30
7.30
730.18
7.30
7.30
968.57
9.69
9.69
968.57
9.69
9.69
669.93
6.70
6.70
702.71
7.03
7.03
702.69
7.03
7.03
412.50
4.13
4.13
351.33
3.51
3.51
700.00
7.00
7.00
700.00
7.00
7.00
824.87
8.25
8.25
794.56
7.95
7.95
764.26
7.64
7.64
700.00
7.00
7.00
764.26
7.64
7.64
700.73
7.01
7.01
726.38
7.26
7.26
726.37
7.26
7.26
631.13
6.31
6.31
716.67
7.17
7.17
716.67
7.17
7.17
716.67
7.17
7.17
785.25
7.85
7.85
730.18
7.30
7.30
730.18
7.30
7.30
646.36
6.46
6.46
730.18
7.30
7.30
730.18
7.30
7.30
730.18
7.30
7.30
849.38
8.49
8.49
968.57
9.69
9.69
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
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-332
-329
-326
-323
-320
-317
-314
-311
968.57
9.69
9.69
896.79
8.97
8.97
702.73
7.03
7.03
825.00
8.25
8.25
702.68
7.03
7.03
768.75
7.69
7.69
350.00
3.50
3.50
351.44
3.51
3.51
700.00
7.00
7.00
700.00
7.00
7.00
764.26
7.64
7.64
764.26
7.64
7.64
702.73
7.03
7.03
764.26
7.64
7.64
924.19
9.24
9.24
726.37
7.26
7.26
1140.13 11.40 11.40
716.67
7.17
7.17
716.67
7.17
7.17
716.67
7.17
7.17
806.25
8.06
8.06
960.59
9.61
9.61
730.18
7.30
7.30
1178.31 11.78 11.78
730.18
7.30
7.30
730.18
7.30
7.30
730.18
7.30
7.30
730.18
7.30
7.30
968.57
9.69
9.69
968.57
9.69
9.69
669.93
6.70
6.70
702.71
7.03
7.03
702.69
7.03
7.03
412.50
4.13
4.13
351.33
3.51
3.51
700.00
7.00
7.00
700.00
7.00
7.00
824.87
8.25
8.25
794.56
7.95
7.95
764.26
7.64
7.64
700.00
7.00
7.00
764.26
7.64
7.64
700.73
7.01
7.01
726.38
7.26
7.26
726.37
7.26
7.26
631.13
6.31
6.31
716.67
7.17
7.17
716.67
7.17
7.17
716.67
7.17
7.17
785.25
7.85
7.85
730.18
7.30
7.30
730.18
7.30
7.30
646.36
6.46
6.46
730.18
7.30
7.30
730.18
7.30
7.30
730.18
7.30
7.30
849.38
8.49
8.49
968.57
9.69
9.69
968.57
9.69
9.69
686.33
6.86
6.86
768.75
7.69
7.69
768.75
7.69
7.69
702.67
7.03
7.03
384.38
3.84
3.84
-499
-496
-493
-490
-487
-484
-481
-478
-475
-472
-469
-466
-463
-460
-457
-454
-451
-448
-445
-442
-439
-436
-433
-430
-427
-424
-421
-418
-415
-412
-409
-406
-403
-400
-397
-394
-391
-388
-385
-382
-379
-376
-373
-370
-367
-364
-361
-358
-355
-352
-349
-346
-343
-340
-337
-334
-331
-328
-325
-322
-319
-316
-313
968.57
669.93
702.71
702.69
412.50
351.33
700.00
700.00
824.87
794.56
764.26
700.00
764.26
700.73
726.38
726.37
631.13
716.67
716.67
716.67
785.25
730.18
730.18
646.36
730.18
730.18
730.18
849.38
968.57
968.57
686.33
768.75
768.75
702.67
384.38
412.44
702.88
702.64
702.40
702.57
764.26
701.73
911.36
726.38
821.63
657.77
716.67
716.67
761.46
930.46
730.18
814.01
666.43
730.18
730.18
730.18
968.57
968.57
896.79
702.73
825.00
702.68
768.75
9.69
6.70
7.03
7.03
4.13
3.51
7.00
7.00
8.25
7.95
7.64
7.00
7.64
7.01
7.26
7.26
6.31
7.17
7.17
7.17
7.85
7.30
7.30
6.46
7.30
7.30
7.30
8.49
9.69
9.69
6.86
7.69
7.69
7.03
3.84
4.12
7.03
7.03
7.02
7.03
7.64
7.02
9.11
7.26
8.22
6.58
7.17
7.17
7.61
9.30
7.30
8.14
6.66
7.30
7.30
7.30
9.69
9.69
8.97
7.03
8.25
7.03
7.69
9.69
6.70
7.03
7.03
4.13
3.51
7.00
7.00
8.25
7.95
7.64
7.00
7.64
7.01
7.26
7.26
6.31
7.17
7.17
7.17
7.85
7.30
7.30
6.46
7.30
7.30
7.30
8.49
9.69
9.69
6.86
7.69
7.69
7.03
3.84
4.12
7.03
7.03
7.02
7.03
7.64
7.02
9.11
7.26
8.22
6.58
7.17
7.17
7.61
9.30
7.30
8.14
6.66
7.30
7.30
7.30
9.69
9.69
8.97
7.03
8.25
7.03
7.69
-498
-495
-492
-489
-486
-483
-480
-477
-474
-471
-468
-465
-462
-459
-456
-453
-450
-447
-444
-441
-438
-435
-432
-429
-426
-423
-420
-417
-414
-411
-408
-405
-402
-399
-396
-393
-390
-387
-384
-381
-378
-375
-372
-369
-366
-363
-360
-357
-354
-351
-348
-345
-342
-339
-336
-333
-330
-327
-324
-321
-318
-315
-312
968.57
9.69
9.69
686.33
6.86
6.86
768.75
7.69
7.69
768.75
7.69
7.69
702.67
7.03
7.03
384.38
3.84
3.84
412.44
4.12
4.12
702.88
7.03
7.03
702.64
7.03
7.03
702.40
7.02
7.02
702.57
7.03
7.03
764.26
7.64
7.64
701.73
7.02
7.02
911.36
9.11
9.11
726.38
7.26
7.26
821.63
8.22
8.22
657.77
6.58
6.58
716.67
7.17
7.17
716.67
7.17
7.17
761.46
7.61
7.61
930.46
9.30
9.30
730.18
7.30
7.30
814.01
8.14
8.14
666.43
6.66
6.66
730.18
7.30
7.30
730.18
7.30
7.30
730.18
7.30
7.30
968.57
9.69
9.69
968.57
9.69
9.69
896.79
8.97
8.97
702.73
7.03
7.03
825.00
8.25
8.25
702.68
7.03
7.03
768.75
7.69
7.69
350.00
3.50
3.50
351.44
3.51
3.51
700.00
7.00
7.00
700.00
7.00
7.00
764.26
7.64
7.64
764.26
7.64
7.64
702.73
7.03
7.03
764.26
7.64
7.64
924.19
9.24
9.24
726.37
7.26
7.26
1140.13 11.40 11.40
716.67
7.17
7.17
716.67
7.17
7.17
716.67
7.17
7.17
806.25
8.06
8.06
960.59
9.61
9.61
730.18
7.30
7.30
1178.31 11.78 11.78
730.18
7.30
7.30
730.18
7.30
7.30
730.18
7.30
7.30
730.18
7.30
7.30
968.57
9.69
9.69
968.57
9.69
9.69
669.93
6.70
6.70
702.71
7.03
7.03
702.69
7.03
7.03
412.50
4.13
4.13
351.33
3.51
3.51
Elenco modi di vibrare, masse partecipanti e coefficienti di partecipazione
Simbologia
Modo
C
Per.
Diff.
Φx
Φy
Φz
%Mx
%My
%Mz
= Numero del modo di vibrare
= * indica che il modo è stato considerato
= Periodo
= Minima differenza percentuale dagli altri periodi
= Coefficiente di partecipazione in dir. X
= Coefficiente di partecipazione in dir. Y
= Coefficiente di partecipazione in dir. Z
= Percentuale massa partecipante in dir. X
= Percentuale massa partecipante in dir. Y
= Percentuale massa partecipante in dir. Z
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
pag.56/87
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
%Jpz = Percentuale momento d’inerzia polare partecipante intorno all’asse Z
Modo
C Per.
1 * 0.27
2 * 0.11
3 * 0.09
4 * 0.09
5 * 0.07
6 * 0.06
7 * 0.06
8 * 0.06
9 * 0.05
10 0.04
11 * 0.04
12 * 0.03
13 * 0.03
14 0.03
15 * 0.03
16 0.03
17 * 0.03
18 * 0.03
19 * 0.02
20 * 0.02
21 0.02
22 * 0.02
23 0.02
24 * 0.02
25 * 0.02
26 * 0.02
27 * 0.02
28 * 0.02
29 0.02
30 * 0.02
31 * 0.01
32 * 0.01
33 * 0.01
34 * 0.01
35 0.01
36 * 0.01
37 * 0.01
38 * 0.01
39 * 0.01
40 * 0.01
41 * 0.01
42 * 0.01
43 * 0.01
44 * 0.01
45 * 0.01
46 0.01
47 * 0.01
48 0.01
49 0.01
50 0.01
51 0.01
52 * 0.01
53 * 0.01
54 * 0.01
55 * 0.01
56 0.01
57 0.01
58 0.01
59 * 0.01
60 0.01
61 * 0.01
62 * 0.01
63 * 0.01
64 0.01
65 * 0.01
66 * 0.01
67 * 0.01
68 * 0.01
69 * 0.01
70 0.01
71 0.01
72 0.01
73 0.01
74 0.01
75 * 0.01
76 0.01
Diff.
139.16
24.22
6.71
6.71
5.22
5.22
1.90
1.90
15.39
4.95
4.95
3.85
2.06
2.06
3.53
5.49
5.49
2.62
2.62
3.91
2.70
1.45
1.45
4.57
4.57
3.54
2.83
2.83
4.39
4.27
1.28
1.28
3.87
1.61
0.06
0.06
2.54
1.37
1.37
0.62
0.62
1.93
1.93
1.77
1.77
2.37
2.37
2.65
2.68
0.26
0.26
0.94
1.54
0.75
0.75
1.11
1.66
0.35
0.35
1.43
1.33
1.33
1.92
1.60
1.56
0.51
0.51
0.70
0.70
0.53
0.53
1.28
0.59
0.59
0.21
0.21
%My %Mz %Jpz
Φx
Φy
Φz %Mx
-0.68 -204.61 0.00 0.00 66.33 0.00 0.00
5.89
28.40 0.00 0.05 1.28 0.00 0.00
206.74
4.96 0.00 67.71 0.04 0.00 0.00
-16.90
76.18 0.00 0.45 9.19 0.00 0.00
-7.41
-3.53 0.00 0.09 0.02 0.00 0.00
21.61
0.63 0.00 0.74 0.00 0.00 0.00
10.92
1.21 0.00 0.19 0.00 0.00 0.00
-7.33
-0.68 0.00 0.09 0.00 0.00 0.00
-2.25
27.82 0.00 0.01 1.23 0.00 0.00
-0.53
5.21 0.00 0.00 0.04 0.00 0.00
-5.25 -12.54 0.00 0.04 0.25 0.00 0.00
2.66 -26.32 0.00 0.01 1.10 0.00 0.00
-19.00 -13.70 0.00 0.57 0.30 0.00 0.00
0.16
-2.88 0.00 0.00 0.01 0.00 0.00
-2.55
41.83 0.00 0.01 2.77 0.00 0.00
-2.00
9.24 0.00 0.01 0.14 0.00 0.00
10.71 -19.30 0.00 0.18 0.59 0.00 0.00
13.11
-4.60 0.00 0.27 0.03 0.00 0.00
-7.90
-2.99 0.00 0.10 0.01 0.00 0.00
16.35
1.28 0.00 0.42 0.00 0.00 0.00
-2.25
0.92 0.00 0.01 0.00 0.00 0.00
-6.43
8.68 0.00 0.07 0.12 0.00 0.00
1.72
13.65 0.00 0.00 0.30 0.00 0.00
32.92
5.19 0.00 1.72 0.04 0.00 0.00
28.20
-0.30 0.00 1.26 0.00 0.00 0.00
-27.98
5.01 0.00 1.24 0.04 0.00 0.00
9.03
-1.00 0.00 0.13 0.00 0.00 0.00
14.23
2.31 0.00 0.32 0.01 0.00 0.00
-1.94
3.42 0.00 0.01 0.02 0.00 0.00
7.33
6.79 0.00 0.09 0.07 0.00 0.00
-9.55
-5.53 0.00 0.14 0.05 0.00 0.00
1.92 -28.97 0.00 0.01 1.33 0.00 0.00
7.53
1.18 0.00 0.09 0.00 0.00 0.00
-6.70
15.95 0.00 0.07 0.40 0.00 0.00
3.41
9.05 0.00 0.02 0.13 0.00 0.00
-7.50 -10.78 0.00 0.09 0.18 0.00 0.00
-19.64
-2.44 0.00 0.61 0.01 0.00 0.00
4.37 -16.12 0.00 0.03 0.41 0.00 0.00
-5.78
6.70 0.00 0.05 0.07 0.00 0.00
-3.81
5.92 0.00 0.02 0.06 0.00 0.00
-7.41
0.95 0.00 0.09 0.00 0.00 0.00
-12.11 -13.83 0.00 0.23 0.30 0.00 0.00
9.82 -12.26 0.00 0.15 0.24 0.00 0.00
1.34 -21.39 0.00 0.00 0.73 0.00 0.00
-8.45
-5.95 0.00 0.11 0.06 0.00 0.00
0.71
0.15 0.00 0.00 0.00 0.00 0.00
5.19
2.90 0.00 0.04 0.01 0.00 0.00
0.76
-3.10 0.00 0.00 0.02 0.00 0.00
1.46
8.93 0.00 0.00 0.13 0.00 0.00
2.82 -12.77 0.00 0.01 0.26 0.00 0.00
-0.81 -18.36 0.00 0.00 0.53 0.00 0.00
21.11
-2.12 0.00 0.71 0.01 0.00 0.00
4.36
1.75 0.00 0.03 0.00 0.00 0.00
-10.14
-3.13 0.00 0.16 0.02 0.00 0.00
3.80
1.82 0.00 0.02 0.01 0.00 0.00
-2.57 -14.83 0.00 0.01 0.35 0.00 0.00
2.06
1.09 0.00 0.01 0.00 0.00 0.00
-2.76
-2.19 0.00 0.01 0.01 0.00 0.00
-8.04
2.06 0.00 0.10 0.01 0.00 0.00
-2.12
3.41 0.00 0.01 0.02 0.00 0.00
-5.74
-1.68 0.00 0.05 0.00 0.00 0.00
-14.86
7.41 0.00 0.35 0.09 0.00 0.00
4.33
-1.07 0.00 0.03 0.00 0.00 0.00
-3.59
-3.51 0.00 0.02 0.02 0.00 0.00
41.24
3.01 0.00 2.69 0.01 0.00 0.00
15.20 -11.95 0.00 0.37 0.23 0.00 0.00
-26.89
-3.79 0.00 1.15 0.02 0.00 0.00
-19.36
-1.38 0.00 0.59 0.00 0.00 0.00
5.06
0.97 0.00 0.04 0.00 0.00 0.00
-2.39
-3.87 0.00 0.01 0.02 0.00 0.00
0.09
0.38 0.00 0.00 0.00 0.00 0.00
2.55
-6.53 0.00 0.01 0.07 0.00 0.00
1.55
-3.30 0.00 0.00 0.02 0.00 0.00
-2.55 -16.90 0.00 0.01 0.45 0.00 0.00
-2.17 -23.39 0.00 0.01 0.87 0.00 0.00
0.96
-1.99 0.00 0.00 0.01 0.00 0.00
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
pag.57/87
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
77 *
78
79 *
80 *
81 *
82
83 *
84
85
86 *
87
88
89 *
90 *
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
1.43
1.17
1.17
1.31
1.00
0.37
0.37
0.81
0.89
0.25
0.25
0.44
0.21
0.21
-6.09
0.24
-18.16
4.14
-0.39
-0.38
4.60
-3.17
1.46
-18.72
-0.24
2.45
4.29
3.92
0.90
-0.89
2.67
-14.45
-21.21
7.89
12.12
14.60
-0.48
-1.52
-1.00
-2.07
3.95
4.35
Tot.cons.
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.06
0.00
0.52
0.03
0.00
0.00
0.03
0.02
0.00
0.56
0.00
0.01
0.03
0.02
0.00
0.00
0.01
0.33
0.71
0.10
0.23
0.34
0.00
0.00
0.00
0.01
0.02
0.03
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
85.06 89.90 0.00 0.00
Elenco coefficienti di risposta
Simbologia
Modo = Numero del modo di vibrare
Sx
= Coefficiente di risposta (moltiplicato per 100) in dir. X
Sy
= Coefficiente di risposta (moltiplicato per 100) in dir. Y
Stato limite di danno
Modo Sx
Sy
1 26.31 26.31
2 20.63 20.63
3 18.56 18.56
4 18.02 18.02
5 16.30 16.30
6 15.99 15.99
7 15.23 15.23
8 15.13 15.13
9 14.24 14.24
10 13.68 13.68
11 13.50 13.50
12 13.11 13.11
13 12.99 12.99
14 12.93 12.93
15 12.83 12.83
16 12.68 12.68
17 12.54 12.54
18 12.33 12.33
19 12.27 12.27
20 12.18 12.18
21 12.10 12.10
22 12.04 12.04
23 12.01 12.01
24 11.86 11.86
25 11.78 11.78
26 11.65 11.65
27 11.60 11.60
28 11.55 11.55
29 11.49 11.49
30 11.42 11.42
31 11.36 11.36
32 11.34 11.34
33 11.30 11.30
34 11.25 11.25
35 11.23 11.23
36 11.23 11.23
37 11.20 11.20
38 11.16 11.16
39 11.14 11.14
40 11.11 11.11
41 11.10 11.10
42 11.05 11.05
43 11.03 11.03
44 11.01 11.01
45 10.99 10.99
46 10.97 10.97
47 10.95 10.95
48 10.92 10.92
49 10.88 10.88
50 10.86 10.86
51 10.86 10.86
52 10.85 10.85
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
pag.58/87
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
10.83
10.82
10.81
10.81
10.76
10.75
10.75
10.74
10.71
10.71
10.69
10.68
10.66
10.65
10.65
10.64
10.63
10.62
10.62
10.61
10.60
10.59
10.59
10.59
10.58
10.56
10.56
10.55
10.54
10.54
10.53
10.53
10.53
10.52
10.52
10.52
10.51
10.51
10.83
10.82
10.81
10.81
10.76
10.75
10.75
10.74
10.71
10.71
10.69
10.68
10.66
10.65
10.65
10.64
10.63
10.62
10.62
10.61
10.60
10.59
10.59
10.59
10.58
10.56
10.56
10.55
10.54
10.54
10.53
10.53
10.53
10.52
10.52
10.52
10.51
10.51
Stato limite di salvaguardia della vita
Modo Sx
Sy
1 57.24 57.24
2 44.75 44.75
3 40.62 40.62
4 39.54 39.54
5 36.12 36.12
6 35.49 35.49
7 33.98 33.98
8 33.78 33.78
9 32.01 32.01
10 30.88 30.88
11 30.53 30.53
12 29.74 29.74
13 29.51 29.51
14 29.39 29.39
15 29.19 29.19
16 28.89 28.89
17 28.61 28.61
18 28.18 28.18
19 28.06 28.06
20 27.89 27.89
21 27.72 27.72
22 27.61 27.61
23 27.56 27.56
24 27.25 27.25
25 27.09 27.09
26 26.84 26.84
27 26.72 26.72
28 26.64 26.64
29 26.51 26.51
30 26.37 26.37
31 26.25 26.25
32 26.22 26.22
33 26.12 26.12
34 26.02 26.02
35 25.98 25.98
36 25.98 25.98
37 25.92 25.92
38 25.85 25.85
39 25.82 25.82
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
pag.59/87
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
25.75
25.73
25.63
25.59
25.55
25.52
25.47
25.42
25.37
25.30
25.25
25.25
25.23
25.20
25.17
25.16
25.14
25.06
25.03
25.03
25.01
24.96
24.94
24.91
24.88
24.86
24.84
24.83
24.81
24.80
24.78
24.77
24.76
24.73
24.72
24.71
24.71
24.69
24.66
24.64
24.63
24.61
24.60
24.60
24.59
24.58
24.57
24.57
24.56
24.55
24.55
pag.60/87
25.75
25.73
25.63
25.59
25.55
25.52
25.47
25.42
25.37
25.30
25.25
25.25
25.23
25.20
25.17
25.16
25.14
25.06
25.03
25.03
25.01
24.96
24.94
24.91
24.88
24.86
24.84
24.83
24.81
24.80
24.78
24.77
24.76
24.73
24.72
24.71
24.71
24.69
24.66
24.64
24.63
24.61
24.60
24.60
24.59
24.58
24.57
24.57
24.56
24.55
24.55
Criteri di progetto utilizzati
Pareti
Generali
Parametri di disegno
Scala disegno pareti
50.00
Campitura disegno parete
Rada
Disegno armatura diffusa
No
Disegno prospetto e pianta Sempre
Stampe
Tipo di relazione
Specifici
Sintetica
1
2
3
4
5
6
7
8
9
10
Materiali
Calcestruzzo
-Tipo di calcestruzzo
C28/35
C28/35
C28/35
C28/35
C28/35
C28/35
C28/35
C28/35
C28/35
C28/35
350.00
350.00
350.00
350.00
350.00
350.00
350.00
350.00
350.00
-Rck calcestruzzo <kg/cmq>
350.00
-Modulo elastico <kg/cmq>
325881.00 325881.00 325881.00 325881.00 325881.00 325881.00 325881.00 325881.00 325881.00 325881.00
-Resistenza caratteristica cilindrica (Fck)
290.50
290.50
290.50
290.50
290.50
290.50
290.50
290.50
290.50
290.50
<kg/cmq>
-Resistenza caratteristica a trazione
19.84
19.84
19.84
19.84
19.84
19.84
19.84
19.84
19.84
19.84
(Fctk) <kg/cmq>
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
-Riduci Fcd per tutte le verifiche secondo
il D.M. 08
-γc per stati limite ultimi
-Automatico
-Pari a
-σ amm. calcestruzzo <kg/cmq>
-τc0 <kg/cmq>
-τc1 <kg/cmq>
Acciaio
-D.M. 92/96
-Tipo di acciaio (Fe B 22÷44 k)
-Modulo elastico <kg/cmq>
-Tensione caratteristica di snervamento
(Fyk) <kg/cmq>
-Sigma amm. acciaio <kg/cmq>
-Sigma amm. reti e tralicci <kg/cmq>
-D.M. 08
-Tipo di acciaio (B450A÷B450C)
-Modulo elastico <kg/cmq>
-Tensione caratteristica di snervamento
(Fyk) <kg/cmq>
-γs per stati limite ultimi
-Automatico
-Pari a
Coeff. di omogeneizzazione
Si
Si
x
Si
x
110.00
6.70
19.70
Si
x
110.00
6.70
19.70
Si
x
110.00
6.70
19.70
Si
x
110.00
6.70
19.70
Si
x
110.00
6.70
19.70
Si
x
110.00
6.70
19.70
pag.61/87
Si
x
110.00
6.70
19.70
Si
x
110.00
6.70
19.70
x
110.00
6.70
19.70
110.00
6.70
19.70
44
44
44
44
44
44
44
44
44
44
2.06E+006 2.06E+006 2.06E+006 2.06E+006 2.06E+006 2.06E+006 2.06E+006 2.06E+006 2.06E+006 2.06E+006
4300.00
4300.00
4300.00
4300.00
4300.00
4300.00
4300.00
4300.00
4300.00
4300.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
B450C
B450C
B450C
B450C
B450C
B450C
B450C
B450C
B450C
B450C
2.06E+006 2.06E+006 2.06E+006 2.06E+006 2.06E+006 2.06E+006 2.06E+006 2.06E+006 2.06E+006 2.06E+006
4500.00
4500.00
4500.00
4500.00
4500.00
4500.00
4500.00
4500.00
4500.00
4500.00
x
x
x
x
x
x
x
x
x
x
15.00
15.00
15.00
15.00
15.00
15.00
15.00
15.00
15.00
15.00
4.00
1.00
1.00
1.00
3.00
1.00
1.00
1.00
3.00
1.00
1.00
1.00
3.00
1.00
1.00
1.00
3.00
1.00
1.00
1.00
3.00
1.00
1.00
1.00
3.00
1.00
1.00
1.00
3.00
1.00
1.00
1.00
3.00
1.00
1.00
1.00
3.00
1.00
1.00
1.00
20.00
0.50
20.00
0.50
20.00
0.50
20.00
0.50
20.00
0.50
20.00
0.50
20.00
0.50
20.00
0.50
20.00
0.50
20.00
0.50
Parametri di calcolo
Copriferro <cm>
Fattore moltiplicativo per calcolo τ l
Fattore moltiplicativo per calcolo τ t
Fattore di riduzione per ancoraggio ferri
Lunghezza ancoraggi armature
-Calcolata in funzione della σ f
-Imposta come multiplo del diametro
Lunghezza minima pari a <m>
-Inserire solo armatura al centro della
parete
Modalità calcolo e verifica armatura
-In funzione delle zone di incidenza
elementi
-In funzione delle sollecitazioni globali
-Inserisci armatura specifica per zone di
incidenza elementi
-Dimensione minima zone di incidenza
elementi
-Pari a multiplo dello spessore
Min. Af armatura diffusa <cmq/m>
-Trascura zone con pilastro inglobato
-Effettuare verifiche nel piano della
parete
-Controllare resistenza a taglio
trasversale come sezione priva di armatura
a taglio
Considera come parete debolmente armata ai
sensi D.M. 08
-Modalità di valutazione parametri nel caso
di sisma diverso per X e Y
-Usa valore massimo
-Componi in direzione parete
-Incremento del 50% delle forze assiali
Sempre
-Solo per analisi sismiche statiche
-Mai
Coeff. β per controllo snellezza <m>
Rispetta i disposti del punto 7.4.4.5.2.1
solo per stati limite sismici
No
No
Si
No
No
No
No
No
No
No
x
x
x
x
x
x
x
x
x
x
No
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
1.00
3.00
1.00
3.00
1.00
3.00
1.00
3.00
1.00
3.00
1.00
3.00
1.00
3.00
1.00
3.00
1.00
3.00
1.00
3.00
Si
No
Si
Si
Si
Si
Si
No
Si
No
Si
No
Si
No
Si
No
Si
No
Si
No
No
Si
Si
No
No
No
No
No
No
No
No
Si
Si
No
No
No
No
No
No
No
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
1.00
Si
1.00
Si
1.00
Si
1.00
Si
1.00
1.00
1.00
1.00
1.00
1.00
Si
Si
Si
Si
Si
Si
Armatura distribuita
Considera armatura con rete elettrosaldata
Armatura verticale o rete
Elenco diametri utilizzabili 1 <mm>
Elenco diametri utilizzabili 2 <mm>
Elenco diametri utilizzabili 3 <mm>
Elenco diametri utilizzabili 4 <mm>
Elenco diametri utilizzabili 5 <mm>
Elenco diametri utilizzabili 6 <mm>
Elenco diametri utilizzabili 7 <mm>
Passi utilizzabili
-Minimo <cm>
-Massimo <cm>
-Incremento <cm>
-Modalità di completamento armatura
verticale
-Adattata
-Terminata
-Nessuna
Armatura orizzontale
Elenco diametri utilizzabili 1 <mm>
Elenco diametri utilizzabili 2 <mm>
Elenco diametri utilizzabili 3 <mm>
Elenco diametri utilizzabili 4 <mm>
Elenco diametri utilizzabili 5 <mm>
Elenco diametri utilizzabili 6 <mm>
Elenco diametri utilizzabili 7 <mm>
Passi utilizzabili
-Minimo <cm>
-Massimo <cm>
-Incremento <cm>
Tipo di armatura orizzontale
-Dritta
-Con risvolti di estremità
-Modalità di chiusura
-Nessuna chiusura
-Chiusura con ferri ad U
No
No
No
No
No
No
No
No
No
No
10
12
10
12
10
12
10
12
10
12
10
12
10
12
10
12
10
12
10
12
15.00
30.00
5.00
15.00
30.00
5.00
15.00
30.00
5.00
15.00
30.00
5.00
15.00
30.00
5.00
15.00
30.00
5.00
15.00
30.00
5.00
15.00
30.00
5.00
15.00
30.00
5.00
15.00
30.00
5.00
x
x
x
x
x
x
x
x
x
x
8
10
8
10
8
10
8
10
8
10
8
10
8
10
8
10
8
10
8
10
10.00
30.00
5.00
10.00
30.00
5.00
10.00
30.00
5.00
10.00
30.00
5.00
10.00
30.00
5.00
10.00
30.00
5.00
10.00
30.00
5.00
10.00
30.00
5.00
10.00
30.00
5.00
10.00
30.00
5.00
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
-Chiusura con staffe
-Lunghezza armatura di chiusura
-Multiplo dello spessore pari a
-Lunghezza fissa pari a
-Tipo di ottimizzazione armatura
-Minimizza il peso complessivo dei ferri
-Minimizza il numero dei ferri
0.50
0.50
0.50
0.50
0.50
0.50
pag.62/87
0.50
0.50
0.50
0.50
x
x
x
x
x
x
x
x
x
x
16
16
16
16
16
16
16
16
16
16
Armatura concentrata
Elenco diametri utilizzabili 1 <mm>
Elenco diametri utilizzabili 2 <mm>
Elenco diametri utilizzabili 3 <mm>
Elenco diametri utilizzabili 4 <mm>
Elenco diametri utilizzabili 5 <mm>
Elenco diametri utilizzabili 6 <mm>
Elenco diametri utilizzabili 7 <mm>
Numero minimo ferri
Interferro minimo <cm>
-Aggiungi staffe chiuse
-Stesso diametro armatura distribuita
orizzontale
-Diametro imposto
-Stesso passo armatura distribuita
orizzontale
-Passo imposto
2.00
10.00
2.00
10.00
2.00
10.00
2.00
10.00
2.00
10.00
2.00
10.00
2.00
10.00
2.00
10.00
2.00
10.00
2.00
10.00
Si
x
Si
x
Si
x
Si
x
Si
x
Si
x
Si
x
Si
x
Si
x
Si
x
x
x
x
x
x
x
x
x
x
x
Armatura secondaria
Diametro ferri di collegamento <mm>
Numero ferri di collegamento (a mq)
Lunghezza ancoraggio ferri di collegamento
<cm>
6.00
6.00
10.00
6.00
6.00
10.00
6.00
6.00
10.00
6.00
6.00
10.00
6.00
6.00
10.00
6.00
6.00
10.00
6.00
6.00
10.00
6.00
6.00
10.00
6.00
6.00
10.00
6.00
6.00
10.00
Dati per progettazione agli
stati limite
Gruppo di esigenza
-Ambiente poco aggressivo
x
-Ambiente moderatamente aggressivo
-Ambiente molto aggressivo
Usa dominio N-M per flessioni rette
No
-Ricerca della sicurezza con sforzo normale
costante
-Ricerca della sicurezza con eccentricità
costante
Controllo rapporto X/D
No
Barre da considerare tese per verifiche a
taglio
-Solo le barre con deformazione percentuale
rispetto
alla barra più tesa non inferiore al <%>
-Tutte le barre in trazione
x
x
x
x
x
x
x
x
x
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
Nuclei
Generali
Parametri di disegno
Scala disegno nuclei
Campitura disegno nucleo
Quotatura
25.00
Rada
Si
Armatura a taglio
Verifiche a taglio per edifici esistenti come per edifici nuovi
No
Stampe
Tipo di relazione
Sintetica
1
Specifici
2
3
4
5
6
7
8
9
10
Materiali
Calcestruzzo
-Tipo di calcestruzzo
-Rck calcestruzzo <kg/cmq>
-Modulo elastico <kg/cmq>
-Resistenza caratteristica
cilindrica (Fck) <kg/cmq>
-Resistenza caratteristica a
trazione (Fctk) <kg/cmq>
-Riduci Fcd per tutte le
verifiche secondo il D.M. 08
-γc per stati limite ultimi
-Automatico
-Pari a
-σ amm. calcestruzzo <kg/cmq>
-τc0 <kg/cmq>
-τc1 <kg/cmq>
Acciaio
-D.M. 92/96
-Tipo di acciaio (Fe B 22÷44 k)
-Modulo elastico <kg/cmq>
-Tensione caratteristica di
snervamento (Fyk) <kg/cmq>
-Sigma amm. acciaio <kg/cmq>
-Sigma amm. reti e tralicci
C28/35
C28/35
C28/35
C28/35
C28/35
C28/35
C28/35
C28/35
C28/35
C28/35
350.00
350.00
350.00
350.00
350.00
350.00
350.00
350.00
350.00
350.00
325881.00
325881.00
325881.00
325881.00
325881.00
325881.00
325881.00
325881.00
325881.00
325881.00
290.50
290.50
290.50
290.50
290.50
290.50
290.50
290.50
290.50
290.50
19.84
Si
19.84
Si
x
Si
x
110.00
6.70
19.70
44
19.84
Si
x
110.00
6.70
19.70
44
19.84
Si
x
110.00
6.70
19.70
44
19.84
Si
x
110.00
6.70
19.70
44
19.84
Si
x
110.00
6.70
19.70
44
19.84
Si
x
110.00
6.70
19.70
44
19.84
Si
x
110.00
6.70
19.70
44
19.84
Si
x
110.00
6.70
19.70
44
19.84
x
110.00
6.70
19.70
44
110.00
6.70
19.70
44
2.06E+006
4300.00
2.06E+006
4300.00
2.06E+006
4300.00
2.06E+006
4300.00
2.06E+006
4300.00
2.06E+006
4300.00
2.06E+006
4300.00
2.06E+006
4300.00
2.06E+006
4300.00
2.06E+006
4300.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
<kg/cmq>
-D.M. 08
-Tipo di acciaio (B450A÷B450C)
-Modulo elastico <kg/cmq>
-Tensione caratteristica di
snervamento (Fyk) <kg/cmq>
-γs per stati limite ultimi
-Automatico
-Pari a
Coeff. di omogeneizzazione
pag.63/87
B450C
B450C
B450C
B450C
B450C
B450C
B450C
B450C
B450C
B450C
2.06E+006
2.06E+006
2.06E+006
2.06E+006
2.06E+006
2.06E+006
2.06E+006
2.06E+006
2.06E+006
2.06E+006
4500.00
4500.00
4500.00
4500.00
4500.00
4500.00
4500.00
4500.00
4500.00
4500.00
x
x
15.00
x
15.00
x
15.00
x
15.00
x
15.00
x
15.00
x
15.00
x
15.00
x
15.00
15.00
Materiali per edifici
esistenti
-Considera come elemento nuovo
-Calcestruzzo
-Livello di conoscenza
-Fattore di confidenza
-Tipo di calcestruzzo
-Rck calcestruzzo
-Modulo elastico
-Resistenza media (Fcm) <kg/cmq>
-Resistenza media a trazione
(Fctm) <kg/cmq>
-Resistenza caratteristica
cilindrica (Fck)
-Resistenza caratteristica a
trazione (Fctk)
-Acciaio
-Livello di conoscenza
-Fattore di confidenza
-Tipo di acciaio
-Modulo elastico
-Tensione media di snervamento
(Fym)
-Tensione caratteristica di
snervamento (Fyk) <kg/cmq>
-Allungamento (Agt) <%>
-Coeff. di omogeneizzazione
No
No
No
No
No
No
No
No
No
No
LC2
LC2
LC2
LC2
LC2
LC2
LC2
LC2
LC2
LC2
1.20
1.20
1.20
1.20
1.20
1.20
1.20
1.20
1.20
1.20
C25/30
C25/30
C25/30
C25/30
C25/30
C25/30
C25/30
C25/30
C25/30
C25/30
300.00
300.00
300.00
300.00
300.00
300.00
300.00
300.00
300.00
300.00
314472.00
314472.00
314472.00
314472.00
314472.00
314472.00
314472.00
314472.00
314472.00
314472.00
249.00
249.00
249.00
249.00
249.00
249.00
249.00
249.00
249.00
249.00
17.91
17.91
17.91
17.91
17.91
17.91
17.91
17.91
17.91
17.91
249.00
249.00
249.00
249.00
249.00
249.00
249.00
249.00
249.00
249.00
17.91
17.91
17.91
17.91
17.91
17.91
17.91
17.91
17.91
17.91
LC2
LC2
LC2
LC2
LC2
LC2
LC2
LC2
LC2
LC2
1.20
1.20
1.20
1.20
1.20
1.20
1.20
1.20
1.20
1.20
44
44
44
44
44
44
44
44
44
44
2060000.00 2060000.00 2060000.00 2060000.00 2060000.00 2060000.00 2060000.00 2060000.00 2060000.00 2060000.00
4300.00
4300.00
4300.00
4300.00
4300.00
4300.00
4300.00
4300.00
4300.00
4300.00
4300.00
4300.00
4300.00
4300.00
4300.00
4300.00
4300.00
4300.00
4300.00
4300.00
4.00
15.00
4.00
15.00
4.00
15.00
4.00
15.00
4.00
15.00
4.00
15.00
4.00
15.00
4.00
15.00
4.00
15.00
4.00
15.00
2.50
1.00
2.50
1.00
2.50
1.00
2.50
1.00
2.50
1.00
2.50
1.00
2.50
1.00
2.50
1.00
2.50
1.00
2.50
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.70
0.70
0.70
0.70
0.70
0.70
0.70
0.70
0.70
0.70
20.00
20.00
20.00
20.00
20.00
20.00
20.00
20.00
20.00
20.00
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
Parametri di calcolo
Copriferro <cm>
Fattore moltiplicativo per
calcolo τ l
Fattore moltiplicativo per
calcolo τ t
Fattore di riduzione per
ancoraggio ferri
Lunghezza ancoraggi armature
-Calcolata in funzione della σ f
-Imposta come multiplo del
diametro
Lunghezza minima pari a <m>
Rispetta prescrizioni relative
alle pareti anche nei nuclei
Considera pressoflessione retta
per pareti isolate
Armatura secondo Circ. 65 del
10/04/97
Conteggiare le riprese in
elevazione
Conteggiare le riprese in
fondazione
0.50
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
No
No
No
No
No
No
No
No
No
No
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
x
x
x
x
x
x
x
x
x
x
No
No
No
No
No
No
No
No
No
No
x
x
x
x
x
x
x
x
x
x
No
No
No
No
No
No
No
No
No
No
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
Parametri di calcolo
per il D.M. 08
Inviluppo e traslazione dei
momenti flettenti
Sempre
Solo per analisi sismiche
statiche
Mai
Usa diagramma linearizzato
Incremento del 50% delle forze
assiali
Sempre
Solo per analisi sismiche
statiche
Mai
Rispetta i disposti del punto
7.4.4.5.2.1 solo per stati
limite sismici
Incremento dello sforzo di
taglio per strutture in classe B
Nessun incremento
Incremento del 50%
Incremento di (q+1)/2
Incremento dello sforzo di
taglio per strutture in classe A
Nessun incremento
Incremento secondo espressioni
7.4.13 o 7.4.14
Modalità di calcolo espressione
-Considera valore imposto pari a
-Calcola considerando MRd/MEd
pari a
Inviluppo e traslazione sforzi
di taglio
Sempre
Solo per analisi sismiche
statiche
Mai
Modalità di ripartizione taglio
1.20
x
1.20
x
1.20
x
1.20
x
1.20
x
1.20
x
1.20
x
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
1.20
x
1.20
x
1.20
x
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
di calcolo per pareti con fori
In funzione delle sollecitazioni
agenti nelle zone resistenti
(con segno)
In funzione delle sollecitazioni
agenti nell zone resistenti (in
valore assoluto)
In funzione delle aree delle
x
zone resistenti
Modalità di valutazione
parametri nel caso di sisma
diverso per X e Y
Usa valore massimo
Componi in direzione parete
x
pag.64/87
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
Armatura di default
Diametro armatura verticale <mm>
Passo armatura verticale <cm>
Diametro armatura orizzontale
<mm>
Passo armatura orizzontale <cm>
Modalità di completamento
armatura verticale
-Adattata
x
-Terminata
-Nessuna
Tipo di armatura orizzontale
-Dritta
-Con risvolti di estremità
x
-A staffa chiusa
Armare le pareti corte con
No
staffe
-Se più corte di un multiplo
dello spessore pari a
-Se più corte di <cm>
10.00
20.00
10.00
10.00
20.00
10.00
10.00
20.00
10.00
10.00
20.00
10.00
10.00
20.00
10.00
10.00
20.00
10.00
10.00
20.00
10.00
10.00
20.00
10.00
10.00
20.00
10.00
10.00
20.00
10.00
20.00
20.00
20.00
20.00
20.00
20.00
20.00
20.00
20.00
20.00
x
x
x
x
x
x
No
No
No
x
x
x
x
x
x
x
x
x
x
x
x
Si
Si
Si
Si
Si
Si
3.00
3.00
3.00
3.00
3.00
0.80
Armatura secondaria
Diametro ferri di collegamento
<mm>
Numero ferri di collegamento (a
mq)
Lunghezza ancoraggio ferri di
collegamento <cm>
6.00
6.00
6.00
6.00
6.00
6.00
6.00
6.00
6.00
6.00
6.00
6.00
6.00
6.00
6.00
6.00
6.00
6.00
6.00
6.00
8.00
8.00
8.00
8.00
8.00
8.00
8.00
8.00
8.00
8.00
Armatura di estremità
Modalità di chiusura estremi
liberi delle pareti
-Nessuna chiusura
-Chiusura con ferri ad U
-Chiusura con staffe
Lunghezza armatura di chiusura
-Multiplo dello spessore pari a
-Lunghezza fissa pari a
Modalità di chiusura estremi
interni delle pareti
-Nessuna chiusura
-Chiusura con ferri ad U
-Chiusura con staffe
Lunghezza armatura di chiusura
-Multiplo dello spessore pari a
-Lunghezza fissa pari a
x
x
x
x
x
x
x
x
x
1.50
1.50
x
x
1.50
1.50
x
1.50
x
1.50
x
1.50
x
1.50
x
1.50
x
1.50
x
x
x
1.00
1.50
1.50
1.50
1.00
1.00
1.00
1.00
1.00
1.00
Dati per
progettazione agli
stati limite
Gruppo di esigenza
-Ambiente poco aggressivo
-Ambiente moderatamente
aggressivo
-Ambiente molto aggressivo
Usa dominio N-M per flessioni
rette
-Ricerca della sicurezza con
sforzo normale costante
-Ricerca della sicurezza con
eccentricità costante
Controllo rapporto X/D
Barre da considerare tese per
verifiche a taglio
-Solo le barre con deformazione
percentuale rispetto
Diametro armatura orizzontale
<%>
-Tutte le barre in trazione
x
x
x
x
x
x
x
x
x
x
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
Solette/Platee
Generali
Parametri di progetto
Controllo resistenza a taglio allo S.L.U.
Calcolo armature con metodo di Wood
Accoppia pilastri per calcolo punzonamento
-Massima distanza come un moltiplicatore dello spessore
No
No
Si
Parametri di disegno
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
1.50
30.00
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
Disposizione disegno
Particolari nel disegno principale
-Eliminare le quotature
-Eliminare le campiture
-Eliminare la numerazione dei pilastri
-Eliminare la numerazione delle travi e dei muri
Particolari nei disegni secondari
-Eliminare le quotature
-Eliminare le campiture
-Eliminare la numerazione dei pilastri
-Eliminare la numerazione delle travi e dei muri
Disegno armatura diffusa
Posizione particolari punzonamento
Copriferro per calcolo lunghezza ferri <cm>
Risvoltare al bordo i ferri
-Inferiori
-Superiori
Lunghezza risvolti ferri al bordo
Disegno particolare ferri al bordo
Scala disegno particolare ferri al bordo
Calcolo lunghezza ferri semplificato
pag.65/87
2A
No
No
No
No
Si
Si
Si
Si
No
In automatico
3.50
Si
Si
Pari all'altezza meno due volte il copriferro
Si
20.00
No
Stampe
Tipo di relazione
Sintetica
1
Specifici
2
3
4
5
6
7
8
9
10
Materiali
Calcestruzzo
-Tipo di calcestruzzo
-Rck calcestruzzo <kg/cmq>
-Modulo elastico <kg/cmq>
-Resistenza caratteristica cilindrica (Fck)
<kg/cmq>
-Resistenza caratteristica a trazione
(Fctk) <kg/cmq>
-Riduci Fcd per tutte le verifiche secondo
il D.M. 08
-γc per stati limite ultimi
-Automatico
-Pari a
-σ amm. calcestruzzo <kg/cmq>
-τc0 <kg/cmq>
-τc1 <kg/cmq>
Acciaio
-D.M. 92/96
-Tipo di acciaio (Fe B 22÷44 k)
-Modulo elastico <kg/cmq>
-Tensione caratteristica di snervamento
(Fyk) <kg/cmq>
-Sigma amm. acciaio <kg/cmq>
-Sigma amm. reti e tralicci <kg/cmq>
-D.M. 08
-Tipo di acciaio (B450A÷B450C)
-Modulo elastico <kg/cmq>
-Tensione caratteristica di snervamento
(Fyk) <kg/cmq>
-γs per stati limite ultimi
-Automatico
-Pari a
Coeff. di omogeneizzazione
C28/35
C28/35
C28/35
C28/35
C28/35
C28/35
C28/35
C28/35
C28/35
C28/35
350.00
350.00
350.00
350.00
350.00
350.00
350.00
350.00
350.00
350.00
325881.00 325881.00 325881.00 325881.00 325881.00 325881.00 325881.00 325881.00 325881.00 325881.00
290.50
290.50
290.50
290.50
290.50
290.50
290.50
290.50
290.50
290.50
19.84
19.84
19.84
19.84
19.84
19.84
19.84
19.84
19.84
19.84
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
x
x
x
x
x
x
x
x
x
x
110.00
6.70
19.70
110.00
6.70
19.70
110.00
6.70
19.70
110.00
6.70
19.70
110.00
6.70
19.70
110.00
6.70
19.70
110.00
6.70
19.70
110.00
6.70
19.70
110.00
6.70
19.70
110.00
6.70
19.70
44
44
44
44
44
44
44
44
44
44
2.06E+006 2.06E+006 2.06E+006 2.06E+006 2.06E+006 2.06E+006 2.06E+006 2.06E+006 2.06E+006 2.06E+006
4300.00
4300.00
4300.00
4300.00
4300.00
4300.00
4300.00
4300.00
4300.00
4300.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
2600.00
B450C
B450C
B450C
B450C
B450C
B450C
B450C
B450C
B450C
B450C
2.06E+006 2.06E+006 2.06E+006 2.06E+006 2.06E+006 2.06E+006 2.06E+006 2.06E+006 2.06E+006 2.06E+006
4500.00
4500.00
4500.00
4500.00
4500.00
4500.00
4500.00
4500.00
4500.00
4500.00
x
x
x
x
x
x
x
x
x
x
15.00
15.00
15.00
15.00
15.00
15.00
15.00
15.00
15.00
15.00
0.00
5.00
5.00
0.00
3.00
3.00
0.00
3.00
3.00
0.00
3.00
3.00
0.00
3.00
3.00
0.00
3.00
3.00
0.00
3.00
3.00
0.00
3.00
3.00
0.00
3.00
3.00
0.00
3.00
3.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Armatura a flessione
Angolo d'armatura <grad>
Copriferro teorico superiore <cm>
Copriferro teorico inferiore <cm>
Tipo di progetto in doppia armatura
-Tensione pari ai valori amm.
-Tensione pari ai valori amm. con
AfComp/AfTesa minore o pari a
-Tensione pari ai valori amm. con
AfComp/AfTesa pari a
Min. percentuale di regolamento
-Platee di fondazione su suolo elastico
-Solette di elevazione
Controlla min. armatura di ripartizione
Elenco diametri utilizzabili 1 <mm>
Elenco diametri utilizzabili 2 <mm>
Elenco diametri utilizzabili 3 <mm>
Elenco diametri utilizzabili 4 <mm>
Elenco diametri utilizzabili 5 <mm>
Elenco diametri utilizzabili 6 <mm>
Elenco diametri utilizzabili 7 <mm>
Passi utilizzabili
-Minimo <cm>
-Massimo <cm>
-Incremento <cm>
Uniformizzazione interassi armatura
-Sempre
-Nella stessa direzione
-Nella stessa posizione
Uniformizzazione diametri armatura
-Sempre
-Nella stessa direzione
No
Si
No
14
16
20
22
No
Si
No
10
12
14
16
15.00
30.00
5.00
No
Si
No
10
12
14
16
15.00
30.00
5.00
No
Si
No
10
12
14
16
15.00
30.00
5.00
No
Si
No
10
12
14
16
15.00
30.00
5.00
No
Si
No
10
12
14
16
15.00
30.00
5.00
No
Si
No
10
12
14
16
15.00
30.00
5.00
No
Si
No
10
12
14
16
15.00
30.00
5.00
No
Si
No
10
12
14
16
15.00
30.00
5.00
No
Si
No
10
12
14
16
15.00
30.00
5.00
15.00
30.00
5.00
Si
x
No
No
No
No
No
No
No
No
No
Si
No
No
No
No
No
No
No
No
No
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
-Nella stessa posizione
x
Tipo di ottimizzazione armatura a flessione
-Minimizza il numero dei ferri
-Minimizza il peso complessivo dei ferri
x
x
x
x
x
x
x
pag.66/87
x
x
x
Ancoraggi
Fattore di riduzione per ancoraggio ferri
Lunghezza ancoraggi armature
-Calcolata in funzione della Sigmaf
-Imposta come multiplo del diametro
Lunghezza ancoraggi ferri punzonamento
-Calcolata in funzione della Sigmaf
-Imposta come multiplo del diametro
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
Armatura a punzonamento
Fattore di riduzione altezza soletta/platea
Modifica altezza soletta/platea
Allargamento piastra pilastri in acciaio
<cm>
Distanza dal bordo libero
-Distanza come un moltiplicatore dello
spessore
-Distanza imposta a <cm>
Moltiplicatore altezza utile per valutare
perimetro efficace (D.M. 08)
Tolleranza di posizionamento barre
-Distanza come un moltiplicatore dello
spessore
-Distanza imposta a <cm>
Elenco diametri utilizzabili 1 <mm>
Elenco diametri utilizzabili 2 <mm>
Elenco diametri utilizzabili 3 <mm>
Elenco diametri utilizzabili 4 <mm>
Elenco diametri utilizzabili 5 <mm>
Elenco diametri utilizzabili 6 <mm>
Elenco diametri utilizzabili 7 <mm>
Passi utilizzabili
-Minimo <cm>
-Massimo <cm>
-Incremento <cm>
Tipo di ottimizzazione armatura a
punzonamento
-Minimizza il numero dei ferri
-Minimizza il peso complessivo dei ferri
0.90
Si
0.90
Si
0.90
Si
0.90
Si
0.90
Si
0.90
Si
0.90
Si
0.90
Si
0.90
Si
0.90
Si
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
0.10
0.10
0.10
0.10
0.10
0.10
0.10
0.10
0.10
0.10
12
14
16
18
20
12
14
16
18
20
10.00
20.00
2.00
x
12
14
16
18
20
10.00
20.00
2.00
12
14
16
18
20
10.00
20.00
2.00
12
14
16
18
20
10.00
20.00
2.00
12
14
16
18
20
10.00
20.00
2.00
12
14
16
18
20
10.00
20.00
2.00
12
14
16
18
20
10.00
20.00
2.00
12
14
16
18
20
10.00
20.00
2.00
12
14
16
18
20
10.00
20.00
2.00
10.00
20.00
2.00
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
Dati per progettazione agli
stati limite
Gruppo di esigenza
-Ambiente poco aggressivo
x
-Ambiente moderatamente aggressivo
-Ambiente molto aggressivo
Usa dominio N-M per flessioni rette
No
-Ricerca della sicurezza con sforzo normale
costante
-Ricerca della sicurezza con eccentricità
costante
Controllo rapporto X/D
No
Barre da considerare tese per verifiche a
taglio
-Solo le barre con deformazione percentuale
rispetto
Incremento <%>
-Tutte le barre in trazione
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
Generali di disegno
Generali
Parametri vari (parte 1)
Altezza testi
-Grandi <cm>
-Medi <cm>
-Piccoli e quotature <cm>
Passo per campiture
-Fitte <cm>
-Rade <cm>
Lunghezza assi fili fissi
-Esterna <cm>
-Interna <cm>
Lunghezza estremi quotature <cm>
Codice/i ASCII per simbolo Fi
Modalità di creazione file DXF
Modalità di creazione disegni
Distanza fra i disegni nell'assemblaggio tavole <m>
0.50
0.25
0.20
0.20
0.40
1.40
0.80
0.20
37 37 99
Con riferimento al layer ed al tipo di linea
Scalati come specificato nei relativi criteri
0.00
Parametri vari (parte 2)
Unità di misura disegni
Unità di misura quote principali
Precisione quote principali
Unità di misura quote secondarie
Precisione quote secondarie
Altezza testi titoli
cm
m
cm
cm
cm
Medi
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
30.00
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
Distanza quotature dal disegno <cm>
Distanza quotature dai punti quotati <cm>
Distanza testi da linee di riferimento <cm>
pag.67/87
0.50
0.20
0.10
Parametri vari (parte 3)
Disegno ganci d'estremità
Lunghezza ganci d'estremità <cm>
Disegno staffe a quattro bracci
Quotatura staffe rettangolari
Disegno risvolti staffe
Lunghezza risvolti staffe <cm>
Disegno tabella computo armature
Riporta caratteristiche materiali
Tipo 4
10.00
Tipo 0
Quotare le dimensioni esterne
Tipo 1
10.00
Posizionata in automatico
No
Parametri distinta ferri
Disegno tabella distinta ferri
No
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
Armatura minima elementi bidimensionali – Risultati grafici
Figura numero 5: platea – armatura minima superiore direzione Z
Figura numero 6: platea – armatura minima superiore direzione x
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
pag.68/87
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
Figura numero 7: platea – armatura minima inferiore direzione z
Figura numero 8: platea - armatura minima inferiore direzione x
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
pag.69/87
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
Figura numero 9: parete sinistra – armatura minima verticale
Figura numero 10: parete sinistra – armatura minima orizzontale
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
pag.70/87
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
Figura numero 11: parete destra – armatura minima verticale
Figura numero 12: parete destra – armatura minima orizzontale
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
pag.71/87
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
Figura numero 13: globale – armatura minima direzione Z
Figura numero 14: globale – armatura minima direzione X
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
pag.72/87
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
Figura numero 15: diaframmi – armatura minima verticale
Figura numero 16: diaframmi – armatura minima orizzontale
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
pag.73/87
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
Figura numero 17: bocca tarata – armatura minima verticale
Figura numero 18: bocca tarata – armatura minima orizzontale
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
pag.74/87
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
pag.75/87
Criteri di analisi geotecnica e progetto delle fondazioni
Fondazioni superficiali
Generali
Generali
Condizioni di calcolo per terreni coesivi sottofalda
Calcolo di a' dal rapporto con c'
Calcolo di au dal rapporto con cu
Calcolo di σ'dal rapporto con φ'
Considera l'angolo di attrito in deformazione piana per fondazioni
nastriformi
Calcolo dei parametri rappresentativi per terreni stratificati
-Calcola i valori medi dell'angolo di attrito secondo la sua tangente
Sia drenate che non drenate
1.00
1.00
1.00
No
Media pesata
No
Capacità portante in condizioni statiche
Calcolo della capacità portante per rottura generale
-Combinazione dei fattori di forma e di inclinazione del carico
-Considera il fattore di riduzione per platee
-Considera gli effetti dell'eccentricità del carico con un unico fattore
riduttivo
Considera eccentricità e inclinazione dei carichi attraverso domini di
interazione
-Parametro correttivo del momento
-Parametro correttivo del carico orizzontale
Calcolo della capacità portante per rottura locale
Calcolo della capacità
Calcolo della capacità
-Percentuale di carico
-Percentuale di spinta
Calcolo della capacità
portante per rottura per punzonamento
portante per scorrimento
orizzontale assorbito dai cordoli <%>
passiva mobilitata <%>
portante per sollevamento
Indicazioni EC7 (Allegato D)
Considera solo i fattori di forma
Si
No
No
0.00
0.00
No
Vesic (1975)
No
Si
0.00
0.00
No
Capacità portante in condizioni sismiche
Calcolo della capacità portante per rottura generale
Riduzione dell'angolo d'attrito per terreni incoerenti ben addensati
Calcolo della capacità portante per scorrimento
-Percentuale di carico orizzontale assorbito dai cordoli <%>
-Percentuale di spinta passiva mobilitata <%>
Metodo scelto per le condizioni
statiche
No
Si
0.00
0.00
Cedimenti
Cedimenti
-Spessore del terreno responsabile del cedimento
-Dal rapporto con le dimensioni della fondazione pari a
Bowles
5.00
Fondazioni profonde
Generali
Generali
Calcolo capacità portante per carichi verticali
Considera capacità portante
Condizioni di calcolo per terreni coesivi sotto falda
Calcolo della profondità critica
Effettua calcolo elasto-plastico per cedimenti
Effettua calcolo elasto-plastico per spostamenti orizzontali
Rapporto di elasticità trazione/compressione pari a
Fattori di correlazione
Secondo formule statiche
Entrambe
Sia drenate che non drenate
No
Si
Si
1.00
1.70
Attrito laterale limite da prove in sito
Correlato con prove CPT
Correlato con prove SPT
Fattore di riduzione attrito laterale per pali trivellati
No
No
No
Pressione limite alla base da prove in sito
Correlata con prove CPT
Correlata con prove SPT
Fattore di riduzione pressione limite alla base per pali
trivellati
No
No
No
Spostamenti orizzontali
Spostamenti orizzontali
Risposta elastica in funzione della
stratigrafia
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
1
2
3
4
pag.76/87
5
6
7
8
9
10
Specifici
Attrito laterale limite
Calcolo dell'attrito laterale limite
-Condizioni non drenate
-Calcolo di α
-Pari a
-A.G.I. (1984)
-A.P.I. (1984)
-Viggiani (1999)
-Olson e Dennis (1982)
-Stas e Kulhavy (1984)
-Skempton (1986)
-Reese e O'Neill (1989)
-Metodo di Bustamente e Doix (1985) per micropali
-Iniezioni ripetute
-Unica iniezione
-Condizioni drenate
-Calcolo di β
-Pari a
-Reese e O'Neill (1989)
-Calcolato
-Calcolo di k
-Pari a
-Dal rapporto con k0 pari a
-Fleming (1985)
-Calcolo di δ
-Pari a <grad>
-Dal rapporto con φ' pari a
-Calcolo di a' dal rapporto con c'
Calcolo dell'attrito laterale limite per trazione
-Considera i risultati del calcolo per l'attrito laterale limite
percompressione con un fattore di riduzione pari a
-Sowa (1970)
-Bowles (1991)
Considera l'effetto dell'attrito negativo
-Coefficiente di Lambe
Si
Si
Si
Si
Si
Si
Si
Si
Si
Si
x
x
x
x
x
x
x
x
x
x
No
x
No
x
No
x
No
x
No
x
No
x
No
x
No
x
No
x
No
x
0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
Si
x
Si
x
Si
x
Si
x
Si
x
Si
x
Si
x
Si
x
Si
x
Si
x
No
No
No
No
No
No
No
No
No
No
Pressione limite alla base
Calcolo della pressione limite alla base del palo
-Terzaghi (1943)
-Meyerhof (1963)
-Hansen (1970)
-Vesic (1975)
-Berezantzev (1961)
-Berezantzev (1965)
-Stagg e Zienkiewicz (1968)
-Relazione generale, coefficienti di capacità portante
-In condizioni drenate
-Nq
-Nc
-In condizioni non drenate
-Nc
-Fattore di riduzione per terreni coesivi sovraconsolidati
Cedimenti
Risposta elastica laterale
-Calcolata dalla rigidezza dello strato
-Coefficiente di influenza
-Pari a <kg/mq>
Risposta elastica alla base
-Calcolata dalla rigidezza dello strato
-Pari a <kg/mq>
x
x
x
x
x
x
x
x
x
x
4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00
x
x
x
x
x
x
x
x
x
x
Spostamenti orizzontali
Risposta elastica
-Vesic (1961)
-Broms (1964)
-Glick (1948)
-Chen (1978)
-Pari a <kg/mq>
-Dal modulo elastico
-Coefficiente effetto tridimensionale
Resistenza limite
-Calcolata dai parametri plastici
-Coefficiente effetto tridimensionale resistenza per attrito
x
x
x
x
x
x
x
x
x
x
2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00
x
x
x
x
x
x
x
x
x
x
3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
-Coefficiente effetto tridimensionale resistenza per coesione
-Pari a <kg/mq>
pag.77/87
4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00
Caratterizzazione
1
2
3
4
5
6
7
8
9
10
Specifici
Informazioni preliminari
Coefficiente di uniformità
-Pari a
Definizione della composizione granulometrica, per terreni
incoerenti
-Sabbia fine uniforme
-Sabbia fine ben gradata - sabbia media uniforme
-Sabbia media ben gradata - sabbia grossa uniforme
-Sabbia e ghiaia - ghiaia media
Correggi NSPT se la misura è sottofalda
No
No
No
No
No
No
No
No
No
No
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
No
No
No
No
No
No
No
No
No
No
x
x
x
x
x
x
x
x
x
x
No
No
No
No
No
No
No
No
No
No
Si
No
No
No
No
No
No
Si
No
No
No
No
No
No
Si
No
No
No
No
No
No
Si
No
No
No
No
No
No
Si
No
No
No
No
No
No
Si
No
No
No
No
No
No
Si
No
No
No
No
No
No
Si
No
No
No
No
No
No
Si
No
No
No
No
No
No
Si
No
No
No
No
No
No
Si
No
No
Si
No
No
Si
No
No
Si
No
No
Si
No
No
Si
No
No
Si
No
No
Si
No
No
Si
No
No
Si
No
No
x
x
x
x
x
x
x
x
x
x
Si
No
No
No
No
No
No
No
No
Si
No
No
No
No
No
No
No
No
Si
No
No
No
No
No
No
No
No
Si
No
No
No
No
No
No
No
No
Si
No
No
No
No
No
No
No
No
Si
No
No
No
No
No
No
No
No
Si
No
No
No
No
No
No
No
No
Si
No
No
No
No
No
No
No
No
Si
No
No
No
No
No
No
No
No
Si
No
No
No
No
No
No
No
No
Si
No
No
Si
No
No
Si
No
No
Si
No
No
Si
No
No
Si
No
No
Si
No
No
Si
No
No
Si
No
No
Si
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
x
x
x
x
x
x
x
x
x
x
Si
No
Si
No
Si
No
Si
No
Si
No
Si
No
Si
No
Si
No
Si
No
Si
No
Si
No
Si
No
Si
No
Si
No
Si
No
Si
No
Si
No
Si
No
Si
No
Si
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
x
x
x
x
x
x
x
x
x
x
No
No
No
No
No
No
No
No
No
No
Si
No
No
No
No
No
No
No
No
No
Densità relativa
Correlata con prove SPT
-Terzaghi e Peck (1948)
-Gibbs e Holtz (1957)
-Meyerhof (1957)
-Schultze e Menzenbach (1961)
-Bazaara (1967)
-Marcuson e Bieganousky (1977)
-Skempton (1986)
Correlata con prove CPT
-Schmertmann (1976)
-Jamiolkowski et al. (1985)
-Baldi et al. (1986)
Elaborazione dei risultati
-Valore medio
-Valore minore
Angolo d'attrito
Correlato con prove SPT
-Terzaghi e Peck (1948)
-Schmertmann (1975)
-Wolff (1989)
-Hatanaka e Uchida (1996)
-Road Bridge Specification
-Owasaki e Iwasaki
-Japanese National Railway
-Peck-Hanson e Thornburn
-De Mello
Correlato con prove CPT
-Robertson e Campanella (1983)
-Durgunoglu e Mitchell
-Caquot
Correlata con proprietà indice
-In funzione della densità relativa, per terreni incoerenti
-In funzione dell'indice di plasticità, per terreni coesivi
Elaborazione dei risultati
-Valore medio
-Valore minore
Coesione non drenata
Correlata con prove SPT
-Hara et al. (1971)
-Stroud (1974)
Correlata con prove CPT
-Mayne e Kemper (1988)
-Lunne e Eide
Correlata con proprietà indice
-Bjerrum e Simons (1960)
-Skempton (1953)
Elaborazione dei risultati
-Valore medio
-Valore minore
Caratteristiche litostatiche
Grado di sovraconsolidazione
-Correlato con prove SPT
-Mayne e Kemper (1988)
-Correlato con prove CPT
-Mayne e Kemper (1988)
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
-Elaborazione dei risultati
-Valore medio
-Valore minore
Coefficiente di spinta a riposo
-Calcolo di k0 (NC)
-Jaky (1936)
-Brooker e Ireland (1965)
-Alpan (1967)
-Massarsch (1979)
-Correlato con Dr
-Calcolato dal coefficiente di Poisson
-Calcolo di α
-Pari a
-Kulhawy (1989)
-Alpan (1967) per terreni coesivi
-Alpan (1967) per terreni incoerenti
-Correlato con Dr
pag.78/87
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
Parametri elastici
Correlati con prove GFS
Correlati con prove SPT
-Stroud e Butler (1975)
-Stroud (1989)
-Schmertmann (1978)
-Farrent
-Menzenbach e Malcev
-D'Appolonia
-Schulze e Menzenbach
-Crespellani e Vannucchi
-Ohsaki e Iwasaki, per sabbie
-Ohsaki e Iwasaki, per sabbie con fini
Correlati con prove CPT
-Schmertmann (1977)
-Robertson e Campanella (1983)
-Kulhawy e Mayne (1990)
-Rix e Stokoe (1992)
-Mayne e Rix (1993)
Fattore correttivo
x
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Geotecnica
Prove in sito
- Prova n.: 1
Tipo di prova: CPT
Commento: 1 PROVA CPT1
Simbologia
Nm
z
qc
fs
= Numero progressivo della singola misura
= Profondità di misura
= Resistenza di punta
= Resistenza laterale
Nm
z
<m>
0.20
0.80
1.40
2.00
2.60
3.20
3.80
4.40
5.00
5.60
6.20
6.80
7.40
8.00
8.60
9.20
9.80
0
3
6
9
12
15
18
21
24
27
30
33
36
39
42
45
48
qc
<kg/mq>
0.00
200000.00
230000.00
620000.00
590000.00
450000.00
300000.00
990000.00
920000.00
790000.00
930000.00
850000.00
520000.00
690000.00
890000.00
790000.00
870000.00
fs
<kg/mq>
4700.00
14700.00
11300.00
21300.00
8700.00
14000.00
11300.00
81300.00
11300.00
8000.00
14700.00
7300.00
6700.00
8000.00
8700.00
10000.00
7300.00
Nm
1
4
7
10
13
16
19
22
25
28
31
34
37
40
43
46
z
<m>
0.40
1.00
1.60
2.20
2.80
3.40
4.00
4.60
5.20
5.80
6.40
7.00
7.60
8.20
8.80
9.40
qc
<kg/mq>
480000.00
190000.00
310000.00
880000.00
430000.00
820000.00
770000.00
1080000.00
1030000.00
1030000.00
980000.00
1060000.00
570000.00
690000.00
920000.00
820000.00
fs
<kg/mq>
11300.00
10700.00
4700.00
17300.00
6000.00
16700.00
9300.00
22000.00
10000.00
12000.00
11300.00
3300.00
10000.00
12700.00
7300.00
8700.00
Nm
2
5
8
11
14
17
20
23
26
29
32
35
38
41
44
47
z
qc
fs
<m>
<kg/mq>
<kg/mq>
0.60 320000.00 10700.00
1.20 210000.00 9300.00
1.80 780000.00 30700.00
2.40 710000.00 18700.00
3.00 680000.00 3300.00
3.60 400000.00 16700.00
4.20 1060000.00 26000.00
4.80 870000.00 8700.00
5.40 880000.00 8700.00
6.00 950000.00 14700.00
6.60 780000.00 10700.00
7.20 450000.00 8700.00
7.80 630000.00 7300.00
8.40 900000.00 12000.00
9.00 780000.00 8700.00
9.60 850000.00 6700.00
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
pag.79/87
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
pag.80/87
Figura numero 19: 1 PROVA CPT1
Elenco colonne stratigrafiche
Colonna stratigrafica numero 1
Falda a profondità: 2.80 m
Elenco prove in sito associate:
1) CPT 1 PROVA CPT1;
Simbologia
St.
z
Unità geotecnica
Class.
= Strato
= Profondità della superficie superiore dello strato
= Unità geotecnica
= Classificazione
Coes. = Coesivo
Inc. = Incoerente
Roc. = Roccia
N. c. = Non classificato
St.
z
Unità geotecnica
<m>
1 0.00 1 Terreno vegetale
3 3.80 3 Argilla limosa
Class.
Inc.
Inc.
St.
z
Unità geotecnica
<m>
2 0.60 2 Sabbia limosa con inclusi litici
Elenco unità geotecniche
1 Terreno vegetale:
Classificazione: Incoerente
Pesi:
- Peso specifico del terreno naturale: γ = 1750.00 kg/mc
- Peso specifico del terreno saturo: γsat = 1750.00 kg/mc
Parametri plastici:
- Angolo di attrito efficace: φ' = 15.00 grad
- Coesione efficace: c' = 0.00
Caratteristiche litostatiche:
- Grado di sovraconsolidazione: OCR = 7.00
correlata alla stratigrafia 1 COLONNA STRATIGRAFICA CPT1
valutata come valore medio risultante dalle seguenti correlazioni:
Correlazione
OCR
CPT Mayne e Kemper (1988) 7.00
- Coeff. di spinta a riposo: κ0 = 1.23
calcolato utilizzando le seguenti opzioni:
-Calcolo di k0 Jaky(1936)
-Calcolo di α Kulhawy (1989)
Parametri elastici:
- Modulo elastico normale: E = 666667.00 kg/mq
- Modulo elastico tangenziale: G = 266667.00 kg/mq
- Esponente del parametro tensionale: kj = 0.00
- Coeff. di Poisson: ν = 0.25
- Modulo edometrico: Eed = 800000.00 kg/mq
- Modulo elastico non drenato: Eu = 0.00 kg/mq
2 Sabbia limosa con inclusi litici:
Classificazione: Incoerente
Pesi:
- Peso specifico del terreno naturale: γ = 1900.00 kg/mc
- Peso specifico del terreno saturo: γsat = 1900.00 kg/mc
Parametri plastici:
- Angolo di attrito efficace: φ' = 29.00 grad
- Coesione efficace: c' = 0.00
Caratteristiche litostatiche:
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
Class.
Inc.
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
- Grado di sovraconsolidazione: OCR = 10.00
correlata alla stratigrafia 1 COLONNA STRATIGRAFICA CPT1
valutata come valore medio risultante dalle seguenti correlazioni:
Correlazione
OCR
CPT Mayne e Kemper (1988) 10.00
- Coeff. di spinta a riposo: κ0 = 1.57
calcolato utilizzando le seguenti opzioni:
-Calcolo di k0 Jaky(1936)
-Calcolo di α Kulhawy (1989)
Parametri elastici:
- Modulo elastico normale: E = 1218750.00 kg/mq
- Modulo elastico tangenziale: G = 468750.00 kg/mq
- Esponente del parametro tensionale: kj = 0.00
- Coeff. di Poisson: ν = 0.30
- Modulo edometrico: Eed = 1640630.00 kg/mq
- Modulo elastico non drenato: Eu = 0.00 kg/mq
3 Argilla limosa:
Classificazione: Incoerente
Pesi:
- Peso specifico del terreno naturale: γ = 1900.00 kg/mc
- Peso specifico del terreno saturo: γsat = 1900.00 kg/mc
Parametri plastici:
- Angolo di attrito efficace: φ' = 33.00 grad
- Coesione efficace: c' = 0.00
Caratteristiche litostatiche:
- Grado di sovraconsolidazione: OCR = 10.00
correlata alla stratigrafia 1 COLONNA STRATIGRAFICA CPT1
valutata come valore medio risultante dalle seguenti correlazioni:
Correlazione
OCR
CPT Mayne e Kemper (1988) 10.00
- Coeff. di spinta a riposo: κ0 = 1.60
calcolato utilizzando le seguenti opzioni:
-Calcolo di k0 Jaky(1936)
-Calcolo di α Kulhawy (1989)
Parametri elastici:
- Modulo elastico normale: E = 2111670.00 kg/mq
- Modulo elastico tangenziale: G = 754167.00 kg/mq
- Esponente del parametro tensionale: kj = 0.00
- Coeff. di Poisson: ν = 0.40
- Modulo edometrico: Eed = 4525000.00 kg/mq
- Modulo elastico non drenato: Eu = 0.00 kg/mq
Report grafico complessivo
Colonna stratigrafica numero 1
Simbologia
St.
z
Unità geotecnica
Class.
γ
γsat
Dr
Ip
φ'
c'
= Strato
= Profondità della superficie superiore dello strato
= Unità geotecnica
= Classificazione
Coes. = Coesivo
Inc. = Incoerente
Roc. = Roccia
N. c. = Non classificato
= Peso specifico del terreno naturale
= Peso specifico del terreno saturo
= Densità relativa
= Indice di plasticità
= Angolo di attrito efficace
= Coesione efficace
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
pag.81/87
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
cu
OCR
κ0
Crit.
= Coesione non drenata
= Grado di sovraconsolidazione
= Coeff. di spinta a riposo
= Criterio di progetto
St.
z
Unità geotecnica
<m>
1 0.00 1 Terreno vegetale
2 0.60 2 Sabbia limosa con inclusi litici
3 3.80 3 Argilla limosa
Class.
Inc.
Inc.
Inc.
γ
<kg/mc>
1750.00
1900.00
1900.00
Dr Ip
c'
cu
OCR
γsat
φ'
κ0 Crit.
<kg/mc>
<grad> <kg/mq> <kg/mq>
1750.00
15.00
0.00
7.00 1.23 1
1900.00
29.00
0.00
10.00 1.57 1
1900.00
33.00
0.00
10.00 1.60 1
Simbologia
St.
z
E
G
kj
ν
Eed
Eu
Crit.
St.
pag.82/87
= Strato
= Profondità della superficie superiore dello strato
= Modulo elastico normale
= Modulo elastico tangenziale
= Esponente del parametro tensionale
= Coeff. di Poisson
= Modulo edometrico
= Modulo elastico non drenato
= Criterio di progetto
z
E
G
<m>
<kg/mq>
<kg/mq>
1 0.00 666667.00 266667.00
2 0.60 1218750.00 468750.00
3 3.80 2111670.00 754167.00
kj
ν
Eed
Eu
Crit.
<kg/mq> <kg/mq>
0.00 0.25 800000.00
0.00 1
0.00 0.30 1640630.00
0.00 1
0.00 0.40 4525000.00
0.00 1
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
pag.83/87
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
pag.84/87
Figura numero 20: Colonna stratigrafica numero 1 COLONNA STRATIGRAFICA CPT1
Le verifiche degli elementi di fondazione sono eseguite utilizzando l'Approccio 2.
Coefficienti parziali per le azioni, per verifiche in condizioni statiche:
Permanenti strutturali, sicurezza a favore
γA = 1.00;
Permanenti strutturali, sicurezza a sfavore
γA = 1.30;
Permanenti non strutturali, sicurezza a favore γA = 0.00;
Permanenti non strutturali, sicurezza a sfavore γA = 1.50;
Variabili, sicurezza a favore
γA = 0.00;
Variabili, sicurezza a sfavore
γA = 1.50.
I coefficienti parziali per le azioni sono posti pari all'unità per le verifiche in condizioni sismiche.
Tali coefficienti sono comunque desumibili dalla tabella delle Combinazioni delle cce (Parametri di calcolo).
Coefficienti parziali per i parametri geotecnici:
Tangente dell’angolo di attrito γM = 1.00;
Coesione efficace
γM = 1.00;
Coesione non drenata
γM = 1.00;
Coefficienti parziali per la resistenza delle fondazioni superficiali:
Capacità portante γR = 2.30;
Scorrimento
γR = 1.10;
Fondazioni superficiali
Simbologia
B
L
D
β
η
γr
σv0,f
ϕ'r
c'r
Nq
Nc
Ng
bq
bc
bg
Sγ,plat
CC
N
Tx
Ty
Mx
My
B'
L'
sq
sc
sg
iq
ic
ig
qlim
Rd
Sic.
= Base della fondazione
= Lunghezza della fondazione (L>B)
= Profondità del piano di posa della fondazione
= Inclinazione del piano di campagna
= Inclinazione del piano di posa della fondazione
= Peso specifico rappresentativo del terreno di fondazione
= Pressione verticale alla profondità del piano di posa della fondazione
= Angolo di attrito rappresentativo del terreno di fondazione
= Coesione efficace rappresentativa del terreno di fondazione
= Coefficiente di capacità portante relativo al sovraccarico laterale
= Coefficiente di capacità portante relativo alla coesione del terreno di fondazione
= Coefficiente di capacità portante relativo al peso del terreno di fondazione
= Fattore di inclinazione del piano di fondazione relativo a sovraccarico laterale
= Fattore di inclinazione del piano di fondazione relativo a coesione
= Fattore di inclinazione del piano di fondazione relativo a peso del terreno
= Fattore di riduzione per platee
= Numero della combinazione delle condizioni di carico elementari
= Sforzo normale
= Taglio in dir. X
= Taglio in dir. Y
= Momento intorno all'asse X
= Momento intorno all'asse Y
= Base della fondazione reagente
= Lunghezza della fondazione reagente
= Fattore di forma relativo al sovraccarico laterale
= Fattore di forma relativo alla coesione
= Fattore di forma relativo al peso del terreno
= Fattore di inclinazione relativo al sovraccarico laterale
= Fattore di inclinazione relativo alla coesione
= Fattore di inclinazione relativo al peso del terreno
= Pressione limite
= Resistenza di progetto (Carico limite)
= Sicurezza a rottura
Verifiche capacità portante
Verifiche di capacità portante per rottura generale in condizioni statiche
Metodo utilizzato: Indicazioni EC7
Platea n. 401
B=11.72 <m>; L=23.08 <m>; D=2.70 <m>; β=0.00 <grad>; η=0.00 <grad>; γr=910.04 <kg/mc>
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
pag.85/87
σv0,f=5055.00 <kg/mq>
Verifiche in condizioni drenate
ϕ'r=32.56 <grad>; c'r=0.00 <kg/mq>;
Nq=24.75 ; Nc=37.20 ; Ng=30.33 ; bq=1.00
bc=1.00 ; bg=1.00 ; Sγ,plat=0.81
CC
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
N
<kg>
2239800.00
2239800.00
2239820.00
2239790.00
2239800.00
2239800.00
2239820.00
2239790.00
2576970.00
2576980.00
2576980.00
2576970.00
2576970.00
2576980.00
2576980.00
2576970.00
2190550.00
2190550.00
2190560.00
2190550.00
Tx
<kg>
139592.00
154895.00
147244.00
147244.00
139592.00
154895.00
147244.00
147244.00
262659.00
277962.00
270310.00
270310.00
262659.00
277961.00
270310.00
270310.00
139592.00
154895.00
147244.00
147244.00
Ty
<kg>
-13994.70
-13994.70
-75009.30
-6343.53
-13928.80
-13928.80
-74943.40
-6277.62
-13994.70
-13994.70
-42991.20
-6343.53
-13928.80
-13928.80
-42925.30
-6277.63
-13994.70
-13994.70
-42991.20
-6343.52
Mx
<kgm>
-108979.00
-109186.00
305768.00
-138459.00
-109211.00
-109419.00
305535.00
-138691.00
-137493.00
-137701.00
45969.00
-166974.00
-137726.00
-137933.00
45736.30
-167206.00
-101718.00
-101926.00
81743.70
-131198.00
My
<kgm>
-1874700.00
-1815360.00
-1843280.00
-1845160.00
-1874710.00
-1815360.00
-1843290.00
-1845160.00
-376382.00
-317036.00
-345936.00
-346833.00
-376381.00
-317039.00
-345938.00
-346843.00
-1622650.00
-1563300.00
-1592200.00
-1593100.00
B'
<m>
11.62
11.62
11.44
11.59
11.62
11.62
11.44
11.59
11.61
11.61
11.68
11.59
11.61
11.61
11.68
11.59
11.62
11.62
11.64
11.60
L'
<m>
21.41
21.46
21.43
21.43
21.41
21.46
21.43
21.43
22.79
22.83
22.81
22.81
22.79
22.83
22.81
22.81
21.60
21.65
21.63
21.63
sq
sc
sg
iq
ic
ig
1.29
1.29
1.29
1.29
1.29
1.29
1.29
1.29
1.27
1.27
1.28
1.27
1.27
1.27
1.28
1.27
1.29
1.29
1.29
1.29
1.30
1.30
1.30
1.30
1.30
1.30
1.30
1.30
1.29
1.29
1.29
1.28
1.29
1.29
1.29
1.28
1.30
1.30
1.30
1.30
0.84
0.84
0.84
0.84
0.84
0.84
0.84
0.84
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.84
0.84
0.84
0.84
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
qlim
<kg/mq>
270155.00
270115.00
268255.00
269855.00
270153.00
270112.00
268258.00
269853.00
269117.00
269086.00
269862.00
268858.00
269115.00
269084.00
269864.00
268856.00
270064.00
270024.00
270239.00
269758.00
Rd
<kg>
29214000.00
29281500.00
28607400.00
29151400.00
29213300.00
29280800.00
28608100.00
29150600.00
30955500.00
31014000.00
31263400.00
30895700.00
30954800.00
31013300.00
31264100.00
30895000.00
29478200.00
29547200.00
29581600.00
29413200.00
Sic.
13.04
13.07
12.77
13.02
13.04
13.07
12.77
13.01
12.01
12.04
12.13
11.99
12.01
12.03
12.13
11.99
13.46
13.49
13.50
13.43
Verifiche di capacità portante per rottura generale in condizioni sismiche
Metodo utilizzato: Condizioni statiche
Platea n. 401
B=11.72 <m>; L=23.08 <m>; D=2.70 <m>; β=0.00 <grad>; η=0.00 <grad>; γr=910.04 <kg/mc>
σv0,f=5055.00 <kg/mq>
Verifiche in condizioni drenate
ϕ'r=32.56 <grad>; c'r=0.00 <kg/mq>;
Nq=24.75 ; Nc=37.20 ; Ng=30.33 ; bq=1.00
bc=1.00 ; bg=1.00 ; Sγ,plat=0.81
CC
1
3
5
7
N
<kg>
1266100.00
1115150.00
1395840.00
1356110.00
Tx
<kg>
-26517.00
-13295.70
-46547.70
-49765.50
Ty
<kg>
-96728.10
56678.10
-136785.00
-134555.00
Mx
<kgm>
197139.00
-243370.00
220897.00
221054.00
My
<kgm>
-2345370.00
-1799530.00
-2981820.00
-2979680.00
B'
<m>
11.40
11.28
11.40
11.39
L'
<m>
19.38
19.85
18.81
18.69
sq
sc
sg
iq
ic
ig
1.32
1.31
1.33
1.33
1.33
1.32
1.34
1.34
0.82
0.83
0.82
0.82
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Verifiche di capacità portante per rottura per scorrimento
Platea n. 401
B=11.72 <m>; L=23.08 <m>; D=2.70 <m>
Verifiche in condizioni drenate
CC
1
3
5
7
N
<kg>
1266100.00
1115150.00
1395840.00
1356110.00
Tx
Ty
Rd
Sic.
<kg>
<kg>
<kg>
-26517.00 -96728.10 638010.00 6.36
-13295.70
56678.10 561944.00 9.65
-46547.70 -136785.00 703386.00 4.87
-49765.50 -134555.00 683368.00 4.76
Cedimenti
Metodo utilizzato: Bowles
Simbologia
B
L
D
H
Er
νr
Is
If
= Base della fondazione
= Lunghezza della fondazione (L>B)
= Profondità del piano di posa della fondazione
= Spessore del terreno responsabile del cedimento
= Modulo elastico rappresentativo del terreno di fondazione
= Coefficiente di Poisson rappresentativo del terreno di fondazione
= Coefficiente di influenza
= Coefficiente di profondità
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
qlim
<kg/mq>
269493.00
267739.00
269957.00
269971.00
Rd
<kg>
25891600.00
26068000.00
25165200.00
24982400.00
Sic.
20.45
23.38
18.03
18.42
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
kw
CC
N
qes
Ced
= Costante di sottofondo
= Numero della combinazione delle condizioni di carico elementari
= Sforzo normale
= Pressione di esercizio
= Cedimento calcolato
Platea n. 401
B=11.72 <m>; L=23.08 <m>; D=2.70 <m>; H=58.58 <m>; Er=2095000.00 <kg/mq>; νr=0.32
Is=0.65 ; If=0.90 ; kw=168770.00 <kg/mc>
CC
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
N
<kg>
1266100.00
1170310.00
1115150.00
1124030.00
1395840.00
1208350.00
1356110.00
1194700.00
2239800.00
2239800.00
2239820.00
2239790.00
2239800.00
2239800.00
2239820.00
2239790.00
2576970.00
2576980.00
2576980.00
2576970.00
2576970.00
2576980.00
2576980.00
2576970.00
2190550.00
2190550.00
2190560.00
2190550.00
1656750.00
1656750.00
1656760.00
1656750.00
1656750.00
1656750.00
1656760.00
1656750.00
1877890.00
1877890.00
1877900.00
1877890.00
1877890.00
1877890.00
1877900.00
1877890.00
1620270.00
1620270.00
1620280.00
1620270.00
1233850.00
1233850.00
1233860.00
1233850.00
1233850.00
1233850.00
1233860.00
1233850.00
1253220.00
1253220.00
1253230.00
1253220.00
1253220.00
1253220.00
1253230.00
1253220.00
1317630.00
1317630.00
1317630.00
qes
Ced
<kg/mq> <cm>
4682.08 2.77
4327.83 2.56
4123.87 2.44
4156.69 2.46
5161.85 3.06
4468.51 2.65
5014.95 2.97
4418.03 2.62
8282.85 4.91
8282.85 4.91
8282.92 4.91
8282.84 4.91
8282.84 4.91
8282.85 4.91
8282.92 4.91
8282.84 4.91
9529.75 5.65
9529.75 5.65
9529.78 5.65
9529.74 5.65
9529.74 5.65
9529.75 5.65
9529.78 5.65
9529.74 5.65
8100.74 4.80
8100.74 4.80
8100.77 4.80
8100.73 4.80
6126.72 3.63
6126.72 3.63
6126.78 3.63
6126.72 3.63
6126.72 3.63
6126.72 3.63
6126.78 3.63
6126.72 3.63
6944.50 4.11
6944.50 4.11
6944.53 4.11
6944.50 4.11
6944.50 4.11
6944.50 4.11
6944.53 4.11
6944.49 4.11
5991.83 3.55
5991.83 3.55
5991.85 3.55
5991.82 3.55
4562.82 2.70
4562.82 2.70
4562.84 2.70
4562.81 2.70
4562.82 2.70
4562.82 2.70
4562.84 2.70
4562.81 2.70
4634.47 2.75
4634.47 2.75
4634.48 2.75
4634.46 2.75
4634.47 2.75
4634.47 2.75
4634.47 2.75
4634.46 2.75
4872.64 2.89
4872.64 2.89
4872.64 2.89
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
pag.86/87
BOCCA TARATA LUSIGNANA – COMUNE DI BUCINE (AR) – FASCICOLO DEI CALCOLI DELLA STRUTTURA
68
69
70
71
72
1317630.00
1317630.00
1317630.00
1317630.00
1317630.00
4872.63
4872.64
4872.64
4872.64
4872.63
2.89
2.89
2.89
2.89
2.89
Ing. Marco Benini – Via Puccini, 150 – 52100 Arezzo
pag.87/87