RELAZIONE TECNICO SPECIALISTICA DI CALCOLO … · criteri generali per la classificazione sismica...

Provincia di Torino – Area Edilizia – Servizio progettazione ed esecuzione interventi di edilizia scolastica. I.I.S. CURIE di Grugliasco Sezione staccata di Collegno - Ristrutturazione Villa 6 Parco Certosa

RELAZIONE TECNICO SPECIALISTICA DI CALCOLO STRUTTURALE

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SOMMARIO

RELAZIONE TECNICO SPECIALISTICA DI CALCOLO STRUTTURALE........................................................2 1.1 – Normativa di riferimento ...............................................................................................................................2 1.2 - Criteri di verifica............................................................................................................................................3 1.3 - Analisi dei carichi ..........................................................................................................................................3 1.4 - Criteri di calcolo ............................................................................................................................................4 1.5 - Caratteristiche e analisi codice......................................................................................................................5 2 - RELAZIONE DI CALCOLO SETTI IN C.A. VANO ASCENSORE ..................................................................6 2.1 - Modellazione della struttura ..........................................................................................................................6 2.2 - Sforzi sulla platea di fondazione allo S.L.U...................................................................................................7 2.3 - Verifiche setto 1..............................................................................................................................................8 2.4 - Verifiche setto 2............................................................................................................................................13 2.5 - Verifiche setto 3............................................................................................................................................18 3 - RELAZIONE DI CALCOLO ARCHITRAVI HEA DI RINFORZO PER APERTURA NUOVE PORTE .........24 3.1 - Verifiche architravi ......................................................................................................................................24 4 - RELAZIONE DI CALCOLO SCALA DI COLLEGAMENTO INTERCAPEDINE ..........................................27 QUOTA -2,36 M ...................................................................................................................................................27 4.1 - Verifiche rampa............................................................................................................................................27 5 RELAZIONE DI CALCOLO SOLETTA DI COPERTURA INTERCAPEDINE .............................................30 5.1 - Verifiche soletta............................................................................................................................................30 6 - RELAZIONE DI CALCOLO NUOVA SCALA IN CEMENTO ARMATO .......................................................34 6.1 - Verifiche rampe ............................................................................................................................................34 7 - RELAZIONE DI CALCOLO RINFORZO SCALA CON PROFILATO HEA 120 ...........................................38 7.1 - Verifiche rinforzi ..........................................................................................................................................38 8 - RELAZIONE DI CALCOLO NUOVI FALSI PUNTONI COPERTURA .........................................................42 8.1 - Verifiche falsi puntoni 20x26 .......................................................................................................................42


PROGETTO ESECUTIVO/DEFINITIVO - RELAZIONE TECNICO SPECIALISTICA DI CALCOLO STRUTTURALE

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RELAZIONE TECNICO SPECIALISTICA DI CALCOLO

STRUTTURALE

1.1 – Normativa di riferimento

I calcoli della presente relazione fanno riferimento alla normativa vigente ed in particolare:

- Legge n°1086 del 5 Novembre 1971: “Norme per la disciplina delle opere di conglomerato

cementizio armato, normale e precompresso ed a struttura metallica”

- D.M. 11 Marzo 1988: “Norme tecniche riguardanti le indagini sui terreni e sulle rocce, la

stabilità dei pendii naturali e delle scarpate, i criteri generali e le prescrizioni per la

progettazione, l’esecuzione ed il collaudo delle opere di sostegno delle terre e delle opere di

fondazione”

- D.M. 20 novembre 1987: “Norme Tecniche per la progettazione, l'esecuzione ed il

collaudo degli edifici in muratura e per il loro consolidamento”;

- D.M. 14 Febbraio 1992: “Norme tecniche per il calcolo, l’esecuzione ed il collaudo delle

strutture di cemento armato normale e precompresso e per le strutture metalliche”

- D.M. 9 Gennaio 1996: “Norme tecniche per il calcolo, l’esecuzione ed il collaudo delle

strutture in cemento armato normale e precompresso e per le strutture metalliche”

- D.M. 16 Gennaio 1996: “Norme Tecniche relative ai “Criteri generali per la verifica di

sicurezza delle costruzioni e dei carichi e sovraccarichi”

- Norma UNI 9502 rev. Maggio 2001” verifica al fuoco strutture in c.a.”

- Ordinanza del Presidente del Consiglio dei Ministri n° 3274 del 20.03.2003 pubblicata sul

supplemento ordinario n. 72 della G.U. n. 105 del 08.05.2003 “ Primi elementi in materia di

criteri generali per la classificazione sismica del territorio nazionale e di normative tecniche

per le costruzioni in zona sismica” con le modifiche apportate dall’Ordinanza del Presidente

del Consiglio dei Ministri n° 3316 del 10.10.2003.

- D.M. 14 Settembre 2005: "Norme Tecniche per le Costruzioni".

- Decreto Ministeriale (infrastrutture) 14 gennaio 2008. Approvazione delle nuove norme

tecniche per le costruzioni;

- Circolare 2 febbraio 2009 contenente le Istruzioni per l’applicazione delle “Nuove norme

tecniche per le costruzioni” di cui al DM 14 gennaio 2008;



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σC

0.85 fCK

εC

γC

0,2% 0,35%

- Eurocodice 2. Progettazione delle strutture di calcestruzzo. Parte 1-1: Regole generali e

regole per gli edifici.

- Eurocodice 8. Indicazioni progettuali per la resistenza sismica delle strutture. Parte 1-1:

Regole generali - Azioni sismiche e requisiti generali per le strutture.

- Eurocodice 8. Indicazioni progettuali per la resistenza sismica delle strutture. Parte 1-2:

Regole generali per gli edifici.

1.2 - Criteri di verifica

Materiali utilizzati Per la struttura oggetto dell’analisi sono stati utilizzati i seguenti materiali:

Calcestruzzo CLS 300

parametro simbolo valore

Resistenza caratteristica su provini cubici Rck 300,00 kg/cm²

Resistenza caratteristica su provini cilindrici fck 250,00 kg/cm²

Resistenza di calcolo fcd 141,0 kg/cm²

Resistenza massima a trazione fctm 25,6 kg/cm²

Modulo elastico Ecm 314472,0 kg/cm²

Coefficiente di Poisson a compressione n 0,20 kg/cm²

Il diagramma costitutivo tensioni – deformazioni per il calcestruzzo è stato ipotizzato del

tipo parabola rettangolo, trascurando qualunque resistenza a trazione. L’andamento è dato

dal seguente grafico.

1.3 - Analisi dei carichi



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Analisi dei carichi

Descrizione Gruppo Valore

Solaio in latero cemento (Norme Tecniche)

CARICHI PERMANENTI

Peso proprio solaio 3,2 kN/m²

Pavimento 0,4 kN/m²

Malta di allettamento 0,63 kN/m²

Sottofondo calcestruzzo 0,98 kN/m²

Intonaco 0,2 kN/m²

Tramezzi 1 kN/m²

TOTALE CARICHI PERMANENTI 6,41 kN/m²

Solaio con soletta piena Norme

Tecniche)

Peso proprio soletta 16 cm 4,0 kN/m²

Pavimento 0,4 kN/m²

Malta di allettamento 0,63 kN/m²

Sottofondo calcestruzzo 0,98 kN/m²

Intonaco 0,2 kN/m²

Tramezzi 1 kN/m²

TOTALE CARICHI PERMANENTI 7,21 kN/m²

CARICHI ACCIDENTALI

Categoria 1 Scuole 4 kN/m²

Categoria 1 Balconi e scale 4 kN/m²

1.4 - Criteri di calcolo

I calcoli per il dimensionamento delle strutture in c.a. sono stati condotti con i consueti

criteri della Scienza delle Costruzioni e, in particolare, il dimensionamento delle sezioni è



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stato condotto con il metodo semiprobabilistico agli stati limite mediante programma di

calcolo secondo i limiti indicati nella sezione "Materiali utilizzati".

In allegato si fornisce un dettaglio relativo al codice di calcolo secondo quanto previsto dalle

Norme tecniche per le costruzioni.

Per il calcolo delle parti in cemento armato, le azioni sono state cumulate nel modo più

sfavorevole, per ciascuna verifica, considerando tutte le possibili combinazioni di carico e

comprendendo tutte le azioni prevedibili sulla costruzione.

Nelle pagine seguenti vengono sviluppati completamente i calcoli per alcuni elementi

strutturali; tale metodologia di calcolo può essere estesa a tutti gli altri elementi facenti parte

della struttura.

1.5 - Caratteristiche e analisi codice

In ottemperanza al D.M. 14 sett. 2005 pubblicato su G.U. 222 del 23 sett. 2005 “Norme tecniche per le costruzioni” par. 10.6)

DOLMEN WIN Caratteristiche dell’analisi

TIPO DI ANALISI SVOLTA Statica equivalente

METODO NUMERICO ADOTTATO Metodo agli elementi finiti

ELEMENTI ADOTTATI

METODOLOGIA DI VERIFICA Stati limite

Caratteristiche del codice di calcolo

SOFTWARE CDM DOLMEN VERSIONE Versione 2008

AUTORE E DISTRIBUTORE CDM DOLMEN srl

via Drovetti, 9/F-10138 Torino

SOLUTORE A ELEMENTI FINITI Dolmen Win La licenza di utilizzo del codice di calcolo è concessa da CDM DOLMEN a:

Benelli ing. Stefano,

P.za Maestri Cordai 1-3, 10022, Carmagnola - TO

TRAVILOG TITANIUM



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Caratteristiche dell’analisi

TIPO DI ANALISI SVOLTA Statica equivalente

METODO NUMERICO ADOTTATO Metodo agli elementi finiti ELEMENTI ADOTTATI

METODOLOGIA DI VERIFICA Stati limite

Caratteristiche del codice di calcolo SOFTWARE Travilog Titanium VERSIONE Versione 2007.15

AUTORE E DISTRIBUTORE Logical Soft s.r.l.

Via Garibaldi, 253 -20033 Desio (Mi)

SOLUTORE A ELEMENTI FINITI Xfinest di Harpaceas La licenza di utilizzo del codice di calcolo è concessa da Logical Soft a:

Benelli ing. Stefano, Codice Cliente: 24024

P.za Maestri Cordai 1-3, 10022, Carmagnola - TO

2 - RELAZIONE DI CALCOLO SETTI IN C.A. VANO ASCENSORE

2.1 - Modellazione della struttura



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2.2 - Sforzi sulla platea di fondazione allo S.L.U



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2.3 - Verifiche setto 1

MACROGUSCIO setto_01 VERIFICA ARMATURE EFFETTIVE (EFFETTO MEMBRANA + PIASTRA) unità di misura: lunghezze : [cm] - forze : [daN] momenti : [daNcm/cm]- tensioni : [daN/cm2] pesi specifici: [daN/m3] - angoli : [gradi] armature : [cm2] CASI DI CARICO: Nome Descrizione 1 SLU 2 SLUGeo DATI: tensione di snervamento acciaio (fyk): 4500 daN/cm2 coefficiente sicurezza acciaio : 1.15 deformazione ultima acciaio : 67.5 per mille rapporto rottura/snervamento (k): 1 resistenza cilindrica cls (fck): 249 daN/cm2 coefficiente sicurezza cls : 1.5 coefficiente riduttivo (alfa): 0.85 copriferro inferiore (asse armatura): 3 cm copriferro superiore (asse armatura): 3 cm moltiplicatore sollecitazioni : 1 | INFERIORE ORIZZONTALE | INFERIORE VERTICALE | GUSCI|spess| Af Afc Mom Nor epsC epsF | Af Afc Mom Nor epsC epsF | 1 | 20 | 5.65 5.65 173. -2. 0.04 0.13 | 5.65 5.65 432. -174. 0.20 0.09 | 2 | 20 | 5.65 5.65 37. 1. 0.00 0.03 | 5.65 5.65 144. -95. 0.10 0.05 |



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3 | 20 | 5.65 5.65 194. 3. 0.04 0.12 | 5.65 5.65 647. -4. 0.20 0.38 | 4 | 20 | 5.65 5.65 32. 5. 0.01 0.04 | 5.65 5.65 117. -189. 0.15 -0.07 | 5 | 20 | 5.65 5.65 0. -9. 0.00 0.01 | 5.65 5.65 30. -103. 0.09 -0.05 | 6 | 20 | 5.65 5.65 61. 6. 0.00 0.06 | 5.65 5.65 0. -18. 0.02 -0.02 | 7 | 20 | 5.65 5.65 53. 7. 0.02 0.06 | 5.65 5.65 79. -192. 0.14 -0.09 | 8 | 20 | 5.65 5.65 30. 6. 0.01 0.04 | 5.65 5.65 51. -104. 0.09 -0.05 | 9 | 20 | 5.65 5.65 12. 7. 0.00 0.04 | 5.65 5.65 28. -14. 0.03 0.01 | 10 | 20 | 5.65 5.65 57. 8. 0.02 0.07 | 5.65 5.65 54. -192. 0.13 -0.10 | 11 | 20 | 5.65 5.65 47. 8. 0.01 0.06 | 5.65 5.65 46. -104. 0.09 -0.05 | 12 | 20 | 5.65 5.65 30. 8. 0.01 0.05 | 5.65 5.65 36. -14. 0.03 0.02 | 13 | 20 | 5.65 5.65 55. 8. 0.02 0.06 | 5.65 5.65 41. -192. 0.13 -0.10 | 14 | 20 | 5.65 5.65 49. 7. 0.01 0.06 | 5.65 5.65 40. -104. 0.08 -0.06 | 15 | 20 | 5.65 5.65 42. 8. 0.01 0.06 | 5.65 5.65 38. -14. 0.03 0.02 | 16 | 20 | 5.65 5.65 48. 5. 0.01 0.05 | 5.65 5.65 26. -193. 0.12 -0.11 | 17 | 20 | 5.65 5.65 46. -2. 0.02 0.03 | 5.65 5.65 30. -103. 0.08 -0.06 | 18 | 20 | 5.65 5.65 46. 6. 0.01 0.05 | 5.65 5.65 35. -11. 0.03 0.02 | 19 | 20 | 5.65 5.65 36. -7. 0.01 0.02 | 5.65 5.65 0. -201. 0.11 -0.11 | 20 | 20 | 5.65 5.65 36. -14. 0.02 0.01 | 5.65 5.65 10. -94. 0.07 -0.07 | 21 | 20 | 5.65 5.65 35. 15. 0.01 0.08 | 5.65 5.65 22. 12. 0.02 0.06 | 22 | 20 | 5.65 5.65 0. 5. 0.01 0.02 | 5.65 5.65 0. -191. 0.11 -0.11 | 23 | 20 | 5.65 5.65 0. -13. 0.01 -0.01 | 5.65 5.65 0. -53. 0.05 -0.05 | 24 | 20 | 5.65 5.65 14. 26. 0.00 0.12 | 5.65 5.65 17. 15. 0.00 0.07 | 97 | 20 | 5.65 5.65 52. 5. 0.02 0.05 | 5.65 5.65 65. -121. 0.09 -0.05 | 98 | 20 | 5.65 5.65 85. 15. 0.00 0.11 | 5.65 5.65 187. -53. 0.08 0.09 | 99 | 20 | 5.65 5.65 359. 39. 0.00 0.37 | 5.65 5.65 1249. 2. 0.31 0.71 | 100 | 20 | 5.65 5.65 49. 5. 0.01 0.05 | 5.65 5.65 45. -132. 0.09 -0.06 | 101 | 20 | 5.65 5.65 45. 10. 0.00 0.07 | 5.65 5.65 0. -73. 0.05 -0.04 | 102 | 20 | 5.65 5.65 177. 36. 0.00 0.25 | 5.65 5.65 0. 13. 0.01 0.05 | 103 | 20 | 5.65 5.65 52. 6. 0.02 0.05 | 5.65 5.65 33. -132. 0.09 -0.07 | 104 | 20 | 5.65 5.65 61. 7. 0.02 0.06 | 5.65 5.65 27. -68. 0.06 -0.04 | 105 | 20 | 5.65 5.65 104. -1. 0.03 0.07 | 5.65 5.65 39. -6. 0.02 0.03 | 106 | 20 | 5.65 5.65 39. 7. 0.01 0.05 | 5.65 5.65 6. -130. 0.08 -0.08 | 107 | 20 | 5.65 5.65 53. 7. 0.02 0.06 | 5.65 5.65 10. -70. 0.05 -0.05 | 108 | 20 | 5.65 5.65 72. 6. 0.02 0.07 | 5.65 5.65 27. -9. 0.02 0.02 | 109 | 20 | 5.65 5.65 1. 9. 0.00 0.04 | 5.65 5.65 0. -127. 0.08 -0.08 | 110 | 20 | 5.65 5.65 39. 12. 0.02 0.07 | 5.65 5.65 0. -74. 0.05 -0.05 | 111 | 20 | 5.65 5.65 43. 2. 0.01 0.03 | 5.65 5.65 35. -10. 0.02 0.05 |



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112 | 20 | 5.65 5.65 171. 4. 0.03 0.11 | 5.65 5.65 0. -127. 0.07 -0.07 | 113 | 20 | 5.65 5.65 74. 13. 0.01 0.10 | 5.65 5.65 0. -87. 0.06 -0.06 | 114 | 20 | 5.65 5.65 115. 3. 0.02 0.08 | 5.65 5.65 0. 20. 0.00 0.08 | 151 | 20 | 5.65 5.65 11. 14. 0.01 0.07 | 5.65 5.65 77. -43. 0.05 0.04 | 152 | 20 | 5.65 5.65 104. 44. 0.00 0.24 | 5.65 5.65 368. 10. 0.08 0.25 | 153 | 20 | 5.65 5.65 673. 50. 0.07 0.59 | 5.65 5.65 2308. 11. 0.57 1.34 | 154 | 20 | 5.65 5.65 18. -1. 0.01 0.01 | 5.65 5.65 53. -65. 0.05 -0.02 | 155 | 20 | 5.65 5.65 30. 15. 0.00 0.08 | 5.65 5.65 37. -41. 0.04 -0.01 | 156 | 20 | 5.65 5.65 438. 66. 0.00 0.52 | 5.65 5.65 0. 18. 0.01 0.07 | 157 | 20 | 5.65 5.65 23. 4. 0.01 0.03 | 5.65 5.65 42. -66. 0.05 -0.02 | 158 | 20 | 5.65 5.65 70. 0. 0.02 0.05 | 5.65 5.65 28. -33. 0.03 -0.01 | 159 | 20 | 5.65 5.65 111. -3. 0.03 0.06 | 5.65 5.65 41. -1. 0.02 0.03 | 160 | 20 | 5.65 5.65 32. 3. 0.01 0.03 | 5.65 5.65 36. -64. 0.05 -0.02 | 161 | 20 | 5.65 5.65 52. 0. 0.01 0.04 | 5.65 5.65 38. -35. 0.03 0.01 | 162 | 20 | 5.65 5.65 88. 6. 0.02 0.08 | 5.65 5.65 50. -4. 0.02 0.04 | 163 | 20 | 5.65 5.65 47. 2. 0.01 0.04 | 5.65 5.65 32. -64. 0.05 -0.02 | 164 | 20 | 5.65 5.65 43. -5. 0.01 0.02 | 5.65 5.65 31. -35. 0.03 -0.01 | 165 | 20 | 5.65 5.65 54. -12. 0.02 0.02 | 5.65 5.65 95. -1. 0.02 0.08 | 166 | 20 | 5.65 5.65 59. 0. 0.01 0.04 | 5.65 5.65 14. -74. 0.05 -0.03 | 167 | 20 | 5.65 5.65 97. 9. 0.01 0.09 | 5.65 5.65 0. -32. 0.03 -0.03 | 168 | 20 | 5.65 5.65 294. 2. 0.07 0.21 | 5.65 5.65 0. 35. 0.00 0.15 | | SUPERIORE ORIZZONTALE | SUPERIORE VERTICALE | GUSCI|spess| Af Afc Mom Nor epsC epsF | Af Afc Mom Nor epsC epsF | 1 | 20 | 5.65 5.65 0. 8. 0.05 0.09 | 5.65 5.65 0. -210. 0.11 -0.11 | 2 | 20 | 5.65 5.65 84. 2. 0.02 0.06 | 5.65 5.65 0. -116. 0.06 -0.06 | 3 | 20 | 5.65 5.65 118. 10. 0.00 0.11 | 5.65 5.65 0. -33. 0.02 -0.02 | 4 | 20 | 5.65 5.65 4. 5. 0.01 0.02 | 5.65 5.65 0. -216. 0.12 -0.12 | 5 | 20 | 5.65 5.65 37. 2. 0.02 0.03 | 5.65 5.65 0. -135. 0.07 -0.07 | 6 | 20 | 5.65 5.65 0. 9. 0.01 0.04 | 5.65 5.65 36. -36. 0.03 0.05 | 7 | 20 | 5.65 5.65 52. 7. 0.02 0.06 | 5.65 5.65 13. -217. 0.12 -0.11 | 8 | 20 | 5.65 5.65 57. 6. 0.02 0.06 | 5.65 5.65 20. -138. 0.08 -0.07 | 9 | 20 | 5.65 5.65 65. 7. 0.02 0.07 | 5.65 5.65 38. -37. 0.03 0.02 | 10 | 20 | 5.65 5.65 58. 8. 0.02 0.07 | 5.65 5.65 45. -217. 0.13 -0.10 | 11 | 20 | 5.65 5.65 62. 8. 0.02 0.07 | 5.65 5.65 46. -138. 0.09 -0.05 | 12 | 20 | 5.65 5.65 67. 8. 0.02 0.07 | 5.65 5.65 51. -37. 0.03 0.03 | 13 | 20 | 5.65 5.65 58. 8. 0.02 0.06 | 5.65 5.65 59. -216. 0.13 -0.09 |



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14 | 20 | 5.65 5.65 63. 7. 0.02 0.06 | 5.65 5.65 57. -138. 0.09 -0.05 | 15 | 20 | 5.65 5.65 61. 8. 0.02 0.07 | 5.65 5.65 55. -37. 0.03 0.03 | 16 | 20 | 5.65 5.65 55. 5. 0.02 0.05 | 5.65 5.65 68. -215. 0.13 -0.09 | 17 | 20 | 5.65 5.65 59. 1. 0.02 0.04 | 5.65 5.65 63. -137. 0.09 -0.05 | 18 | 20 | 5.65 5.65 51. 5. 0.01 0.05 | 5.65 5.65 56. -33. 0.03 0.04 | 19 | 20 | 5.65 5.65 48. 1. 0.02 0.03 | 5.65 5.65 85. -211. 0.13 -0.08 | 20 | 20 | 5.65 5.65 48. -11. 0.02 0.02 | 5.65 5.65 73. -124. 0.08 -0.03 | 21 | 20 | 5.65 5.65 37. 5. 0.01 0.08 | 5.65 5.65 57. -21. 0.03 0.08 | 22 | 20 | 5.65 5.65 29. 5. 0.02 0.04 | 5.65 5.65 122. -201. 0.14 -0.06 | 23 | 20 | 5.65 5.65 33. -13. 0.02 0.01 | 5.65 5.65 80. -83. 0.06 0.01 | 24 | 20 | 5.65 5.65 23. 21. 0.00 0.11 | 5.65 5.65 36. -5. 0.01 0.08 | 97 | 20 | 5.65 5.65 55. 5. 0.02 0.05 | 5.65 5.65 36. -144. 0.09 -0.06 | 98 | 20 | 5.65 5.65 83. 11. 0.00 0.10 | 5.65 5.65 21. -69. 0.04 -0.03 | 99 | 20 | 5.65 5.65 221. 36. 0.00 0.30 | 5.65 5.65 0. -10. 0.01 0.07 | 100 | 20 | 5.65 5.65 49. 5. 0.01 0.05 | 5.65 5.65 33. -151. 0.09 -0.07 | 101 | 20 | 5.65 5.65 31. 10. 0.01 0.06 | 5.65 5.65 27. -92. 0.06 -0.04 | 102 | 20 | 5.65 5.65 0. 27. 0.00 0.15 | 5.65 5.65 60. -20. 0.03 0.12 | 103 | 20 | 5.65 5.65 47. 6. 0.01 0.05 | 5.65 5.65 55. -150. 0.09 -0.06 | 104 | 20 | 5.65 5.65 28. 7. 0.01 0.05 | 5.65 5.65 54. -92. 0.06 -0.02 | 105 | 20 | 5.65 5.65 12. 4. 0.01 0.02 | 5.65 5.65 60. -22. 0.03 0.05 | 106 | 20 | 5.65 5.65 46. 7. 0.01 0.05 | 5.65 5.65 87. -147. 0.10 -0.04 | 107 | 20 | 5.65 5.65 20. 7. 0.00 0.04 | 5.65 5.65 74. -93. 0.07 -0.01 | 108 | 20 | 5.65 5.65 10. 6. 0.00 0.03 | 5.65 5.65 52. -24. 0.03 0.03 | 109 | 20 | 5.65 5.65 29. 9. 0.00 0.06 | 5.65 5.65 150. -140. 0.11 -0.02 | 110 | 20 | 5.65 5.65 0. 12. 0.00 0.05 | 5.65 5.65 71. -97. 0.07 -0.02 | 111 | 20 | 5.65 5.65 32. 5. 0.02 0.04 | 5.65 5.65 0. -22. 0.01 0.01 | 112 | 20 | 5.65 5.65 168. 6. 0.03 0.12 | 5.65 5.65 438. -121. 0.19 0.17 | 113 | 20 | 5.65 5.65 26. 13. 0.00 0.07 | 5.65 5.65 165. -113. 0.10 0.07 | 114 | 20 | 5.65 5.65 0. 6. 0.05 0.11 | 5.65 5.65 410. -8. 0.16 0.47 | 151 | 20 | 5.65 5.65 7. 14. 0.00 0.06 | 5.65 5.65 0. -58. 0.03 -0.03 | 152 | 20 | 5.65 5.65 41. 34. 0.00 0.18 | 5.65 5.65 0. -1. 0.00 0.04 | 153 | 20 | 5.65 5.65 350. 21. 0.01 0.29 | 5.65 5.65 0. 8. 0.00 0.09 | 154 | 20 | 5.65 5.65 0. 0. 0.00 0.00 | 5.65 5.65 0. -75. 0.04 -0.04 | 155 | 20 | 5.65 5.65 0. 9. 0.00 0.07 | 5.65 5.65 0. -44. 0.03 -0.02 | 156 | 20 | 5.65 5.65 0. 43. 0.00 0.28 | 5.65 5.65 54. -12. 0.03 0.15 | 157 | 20 | 5.65 5.65 0. 4. 0.00 0.02 | 5.65 5.65 0. -76. 0.04 -0.04 | 158 | 20 | 5.65 5.65 0. 6. 0.00 0.03 | 5.65 5.65 0. -46. 0.03 -0.03 |



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159 | 20 | 5.65 5.65 0. -1. 0.00 0.00 | 5.65 5.65 24. -10. 0.01 0.03 | 160 | 20 | 5.65 5.65 21. 3. 0.01 0.02 | 5.65 5.65 10. -73. 0.04 -0.03 | 161 | 20 | 5.65 5.65 9. 2. 0.01 0.02 | 5.65 5.65 19. -46. 0.03 -0.02 | 162 | 20 | 5.65 5.65 21. 7. 0.01 0.05 | 5.65 5.65 36. -13. 0.02 0.03 | 163 | 20 | 5.65 5.65 28. 4. 0.01 0.03 | 5.65 5.65 22. -71. 0.04 -0.03 | 164 | 20 | 5.65 5.65 12. -1. 0.00 0.01 | 5.65 5.65 0. -48. 0.03 -0.03 | 165 | 20 | 5.65 5.65 95. -11. 0.04 0.05 | 5.65 5.65 0. -7. 0.00 0.01 | 166 | 20 | 5.65 5.65 39. 1. 0.01 0.04 | 5.65 5.65 59. -69. 0.06 -0.01 | 167 | 20 | 5.65 5.65 9. 9. 0.00 0.06 | 5.65 5.65 116. -49. 0.06 0.10 | 168 | 20 | 5.65 5.65 0. 2. 0.09 0.25 | 5.65 5.65 445. 19. 0.23 0.79 | TAGLIO PERPENDICOLARE GUSCI tauX tauY tauT |GUSCI tauX tauY tauT |GUSCI tauX tauY tauT | 1 0.2 0.2 0.2 |2 0.1 0.2 0.1 |3 0.4 0.2 0.3 | 4 0.1 0.1 0.1 |5 0.1 0.1 0.1 |6 0.2 0.2 0.2 | 7 0.0 0.0 0.0 |8 0.0 0.0 0.0 |9 0.0 0.0 0.0 | 10 0.0 0.0 0.0 |11 0.0 0.0 0.0 |12 0.0 0.0 0.0 | 13 0.0 0.0 0.0 |14 0.0 0.0 0.0 |15 0.0 0.0 0.0 | 16 0.0 0.0 0.0 |17 0.0 0.0 0.0 |18 0.0 0.0 0.0 | 19 0.0 0.0 0.0 |20 0.0 0.0 0.0 |21 0.0 0.0 0.0 | 22 0.0 0.1 0.1 |23 0.0 0.0 0.0 |24 0.0 0.1 0.0 | 97 0.0 0.0 0.0 |98 0.1 0.2 0.2 |99 0.6 0.5 0.5 | 100 0.0 0.0 0.0 |101 0.1 0.1 0.1 |102 0.3 0.2 0.2 | 103 0.0 0.0 0.0 |104 0.0 0.0 0.0 |105 0.0 0.0 0.0 | 106 0.0 0.0 0.0 |107 0.0 0.0 0.0 |108 0.0 0.0 0.0 | 109 0.1 0.1 0.1 |110 0.1 0.1 0.1 |111 0.2 0.2 0.2 | 112 0.2 0.2 0.2 |113 0.1 0.2 0.1 |114 0.3 0.2 0.2 | 151 0.0 0.1 0.1 |152 0.5 0.5 0.5 |153 0.9 4.8 3.0 | 154 0.0 0.0 0.0 |155 0.1 0.1 0.1 |156 0.4 0.2 0.3 | 157 0.0 0.0 0.0 |158 0.0 0.0 0.0 |159 0.1 0.0 0.0 | 160 0.0 0.0 0.0 |161 0.0 0.0 0.0 |162 0.0 0.0 0.0 | 163 0.0 0.0 0.0 |164 0.1 0.1 0.1 |165 0.3 0.3 0.2 | 166 0.0 0.0 0.0 |167 0.2 0.1 0.1 |168 0.5 0.2 0.4 |



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MACROGUSCIO setto02 VERIFICA ARMATURE EFFETTIVE (EFFETTO MEMBRANA + PIASTRA) unità di misura: lunghezze : [cm] - forze : [daN] momenti : [daNcm/cm]- tensioni : [daN/cm2] pesi specifici: [daN/m3] - angoli : [gradi] armature : [cm2] CASI DI CARICO: Nome Descrizione 1 SLU 2 SLUGeo DATI: tensione di snervamento acciaio (fyk): 4500 daN/cm2 coefficiente sicurezza acciaio : 1.15 deformazione ultima acciaio : 67.5 per mille rapporto rottura/snervamento (k): 1 resistenza cilindrica cls (fck): 249 daN/cm2 coefficiente sicurezza cls : 1.5 coefficiente riduttivo (alfa): 0.85 copriferro inferiore (asse armatura): 3 cm copriferro superiore (asse armatura): 3 cm moltiplicatore sollecitazioni : 1 | INFERIORE ORIZZONTALE | INFERIORE VERTICALE | GUSCI|spess| Af Afc Mom Nor epsC epsF | Af Afc Mom Nor epsC epsF |



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25 | 20 | 5.65 5.65 39. -2. 0.01 0.02 | 5.65 5.65 0. 28. 0.00 0.12 | 26 | 20 | 5.65 5.65 0. 3. 0.01 0.01 | 5.65 5.65 0. 25. 0.00 0.11 | 27 | 20 | 5.65 5.65 40. -13. 0.02 0.01 | 5.65 5.65 0. 8. 0.00 0.04 | 28 | 20 | 5.65 5.65 0. -10. 0.01 -0.01 | 5.65 5.65 0. 37. 0.00 0.16 | 29 | 20 | 5.65 5.65 0. -11. 0.01 -0.01 | 5.65 5.65 0. 23. 0.00 0.10 | 30 | 20 | 5.65 5.65 0. -20. 0.01 -0.01 | 5.65 5.65 0. 5. 0.00 0.02 | 31 | 20 | 5.65 5.65 0. 1. 0.00 0.01 | 5.65 5.65 0. 36. 0.00 0.15 | 32 | 20 | 5.65 5.65 0. -3. 0.00 0.00 | 5.65 5.65 0. 20. 0.00 0.08 | 33 | 20 | 5.65 5.65 0. 1. 0.00 0.00 | 5.65 5.65 0. 4. 0.00 0.02 | 34 | 20 | 5.65 5.65 0. 2. 0.00 0.01 | 5.65 5.65 0. 35. 0.00 0.15 | 35 | 20 | 5.65 5.65 0. 2. 0.00 0.01 | 5.65 5.65 0. 21. 0.00 0.09 | 36 | 20 | 5.65 5.65 0. 1. 0.00 0.01 | 5.65 5.65 0. 5. 0.00 0.02 | 37 | 20 | 5.65 5.65 0. 4. 0.00 0.02 | 5.65 5.65 0. 35. 0.00 0.15 | 38 | 20 | 5.65 5.65 0. 3. 0.00 0.01 | 5.65 5.65 0. 21. 0.00 0.09 | 39 | 20 | 5.65 5.65 0. 3. 0.00 0.01 | 5.65 5.65 0. 6. 0.00 0.02 | 40 | 20 | 5.65 5.65 13. 6. 0.00 0.03 | 5.65 5.65 0. 35. 0.00 0.15 | 41 | 20 | 5.65 5.65 0. 3. 0.00 0.01 | 5.65 5.65 0. 18. 0.00 0.08 | 42 | 20 | 5.65 5.65 0. 5. 0.00 0.02 | 5.65 5.65 0. 6. 0.00 0.03 | 43 | 20 | 5.65 5.65 34. 6. 0.00 0.04 | 5.65 5.65 0. 28. 0.00 0.12 | 44 | 20 | 5.65 5.65 22. 1. 0.00 0.02 | 5.65 5.65 0. 12. 0.00 0.05 | 45 | 20 | 5.65 5.65 0. 2. 0.00 0.01 | 5.65 5.65 0. 3. 0.00 0.01 | 46 | 20 | 5.65 5.65 39. 4. 0.00 0.04 | 5.65 5.65 32. 7. 0.00 0.05 | 47 | 20 | 5.65 5.65 47. 7. 0.00 0.06 | 5.65 5.65 51. 9. 0.00 0.08 | 48 | 20 | 5.65 5.65 22. -2. 0.01 0.01 | 5.65 5.65 0. 0. 0.02 0.04 | 133 | 20 | 5.65 5.65 627. -10. 0.16 0.34 | 5.65 5.65 0. 21. 0.00 0.09 | 134 | 20 | 5.65 5.65 104. -15. 0.03 0.05 | 5.65 5.65 0. 22. 0.00 0.09 | 135 | 20 | 5.65 5.65 655. -17. 0.17 0.35 | 5.65 5.65 0. 12. 0.00 0.05 | 136 | 20 | 5.65 5.65 55. -3. 0.02 0.03 | 5.65 5.65 176. 33. 0.00 0.24 | 137 | 20 | 5.65 5.65 154. -17. 0.05 0.07 | 5.65 5.65 103. 19. 0.00 0.15 | 138 | 20 | 5.65 5.65 0. -32. 0.02 -0.02 | 5.65 5.65 191. 6. 0.05 0.13 | 139 | 20 | 5.65 5.65 105. 2. 0.03 0.07 | 5.65 5.65 28. 29. 0.00 0.14 | 140 | 20 | 5.65 5.65 78. 0. 0.02 0.04 | 5.65 5.65 26. 15. 0.00 0.08 | 141 | 20 | 5.65 5.65 88. 4. 0.01 0.07 | 5.65 5.65 3. 1. 0.00 0.01 | 142 | 20 | 5.65 5.65 87. 2. 0.02 0.06 | 5.65 5.65 13. 29. 0.00 0.13 | 143 | 20 | 5.65 5.65 92. 6. 0.01 0.08 | 5.65 5.65 18. 18. 0.00 0.09 | 144 | 20 | 5.65 5.65 121. 2. 0.02 0.08 | 5.65 5.65 13. 5. 0.00 0.03 | 145 | 20 | 5.65 5.65 75. 20. 0.00 0.12 | 5.65 5.65 0. 35. 0.00 0.15 |



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146 | 20 | 5.65 5.65 60. 20. 0.00 0.12 | 5.65 5.65 4. 17. 0.00 0.08 | 147 | 20 | 5.65 5.65 193. 26. 0.00 0.22 | 5.65 5.65 4. 11. 0.00 0.05 | 148 | 20 | 5.65 5.65 83. 20. 0.00 0.13 | 5.65 5.65 194. 34. 0.00 0.30 | 149 | 20 | 5.65 5.65 44. 21. 0.00 0.11 | 5.65 5.65 117. 19. 0.00 0.15 | 150 | 20 | 5.65 5.65 242. 26. 0.00 0.24 | 5.65 5.65 365. 16. 0.03 0.27 | 169 | 20 | 5.65 5.65 882. 7. 0.20 0.53 | 5.65 5.65 0. 19. 0.00 0.08 | 170 | 20 | 5.65 5.65 0. 60. 0.00 0.25 | 5.65 5.65 0. 45. 0.00 0.19 | 171 | 20 | 5.65 5.65 417. 87. 0.11 0.60 | 5.65 5.65 0. 56. 0.00 0.23 | 172 | 20 | 5.65 5.65 166. -5. 0.04 0.09 | 5.65 5.65 429. 32. 0.00 0.38 | 173 | 20 | 5.65 5.65 108. -25. 0.04 0.04 | 5.65 5.65 339. 24. 0.00 0.29 | 174 | 20 | 5.65 5.65 0. -58. 0.03 -0.03 | 5.65 5.65 407. 19. 0.03 0.31 | 175 | 20 | 5.65 5.65 150. 6. 0.02 0.11 | 5.65 5.65 48. 16. 0.00 0.09 | 176 | 20 | 5.65 5.65 30. -3. 0.01 0.02 | 5.65 5.65 44. 9. 0.00 0.06 | 177 | 20 | 5.65 5.65 13. 11. 0.00 0.05 | 5.65 5.65 0. -1. 0.00 0.00 | 178 | 20 | 5.65 5.65 98. -1. 0.03 0.05 | 5.65 5.65 35. 17. 0.00 0.09 | 179 | 20 | 5.65 5.65 72. 4. 0.01 0.06 | 5.65 5.65 27. 12. 0.00 0.06 | 180 | 20 | 5.65 5.65 20. 0. 0.01 0.01 | 5.65 5.65 3. 4. 0.00 0.02 | 181 | 20 | 5.65 5.65 312. 24. 0.00 0.28 | 5.65 5.65 0. 20. 0.00 0.09 | 182 | 20 | 5.65 5.65 10. 26. 0.00 0.11 | 5.65 5.65 0. 9. 0.00 0.04 | 183 | 20 | 5.65 5.65 323. 34. 0.00 0.32 | 5.65 5.65 0. 11. 0.00 0.05 | 184 | 20 | 5.65 5.65 788. 11. 0.16 0.49 | 5.65 5.65 2247. 26. 0.53 1.37 | 185 | 20 | 5.65 5.65 24. 29. 0.00 0.13 | 5.65 5.65 939. 14. 0.19 0.59 | 186 | 20 | 5.65 5.65 819. 35. 0.09 0.61 | 5.65 5.65 2265. 15. 0.55 1.34 | | SUPERIORE ORIZZONTALE | SUPERIORE VERTICALE | GUSCI|spess| Af Afc Mom Nor epsC epsF | Af Afc Mom Nor epsC epsF | 25 | 20 | 5.65 5.65 127. -9. 0.04 0.07 | 5.65 5.65 286. 27. 0.00 0.31 | 26 | 20 | 5.65 5.65 30. -5. 0.02 0.03 | 5.65 5.65 172. 25. 0.00 0.20 | 27 | 20 | 5.65 5.65 51. -13. 0.06 0.13 | 5.65 5.65 330. 8. 0.11 0.25 | 28 | 20 | 5.65 5.65 78. -6. 0.03 0.04 | 5.65 5.65 82. 37. 0.00 0.20 | 29 | 20 | 5.65 5.65 64. -11. 0.03 0.04 | 5.65 5.65 94. 23. 0.00 0.15 | 30 | 20 | 5.65 5.65 160. -15. 0.06 0.10 | 5.65 5.65 95. 5. 0.02 0.07 | 31 | 20 | 5.65 5.65 78. -2. 0.02 0.05 | 5.65 5.65 101. 36. 0.00 0.21 | 32 | 20 | 5.65 5.65 89. -3. 0.03 0.06 | 5.65 5.65 102. 20. 0.00 0.14 | 33 | 20 | 5.65 5.65 116. 0. 0.03 0.07 | 5.65 5.65 101. 4. 0.02 0.07 | 34 | 20 | 5.65 5.65 69. -1. 0.02 0.05 | 5.65 5.65 101. 35. 0.00 0.20 | 35 | 20 | 5.65 5.65 83. 0. 0.02 0.06 | 5.65 5.65 98. 21. 0.00 0.14 |



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36 | 20 | 5.65 5.65 105. 0. 0.03 0.07 | 5.65 5.65 94. 5. 0.02 0.07 | 37 | 20 | 5.65 5.65 56. 1. 0.01 0.05 | 5.65 5.65 101. 35. 0.00 0.20 | 38 | 20 | 5.65 5.65 70. 1. 0.02 0.06 | 5.65 5.65 97. 21. 0.00 0.14 | 39 | 20 | 5.65 5.65 91. 1. 0.02 0.07 | 5.65 5.65 90. 6. 0.01 0.07 | 40 | 20 | 5.65 5.65 42. 3. 0.00 0.05 | 5.65 5.65 103. 35. 0.00 0.20 | 41 | 20 | 5.65 5.65 53. 1. 0.01 0.05 | 5.65 5.65 98. 18. 0.00 0.13 | 42 | 20 | 5.65 5.65 79. 3. 0.01 0.07 | 5.65 5.65 91. 6. 0.01 0.08 | 43 | 20 | 5.65 5.65 33. 3. 0.00 0.05 | 5.65 5.65 101. 28. 0.00 0.17 | 44 | 20 | 5.65 5.65 34. 0. 0.01 0.03 | 5.65 5.65 93. 12. 0.00 0.10 | 45 | 20 | 5.65 5.65 61. 1. 0.02 0.06 | 5.65 5.65 88. 3. 0.02 0.06 | 46 | 20 | 5.65 5.65 18. 3. 0.00 0.03 | 5.65 5.65 15. 7. 0.00 0.04 | 47 | 20 | 5.65 5.65 25. 5. 0.00 0.04 | 5.65 5.65 12. 9. 0.00 0.07 | 48 | 20 | 5.65 5.65 39. -6. 0.02 0.04 | 5.65 5.65 16. 2. 0.01 0.03 | 133 | 20 | 5.65 5.65 553. -11. 0.15 0.32 | 5.65 5.65 1614. 18. 0.59 1.42 | 134 | 20 | 5.65 5.65 0. -7. 0.01 0.02 | 5.65 5.65 708. 22. 0.17 0.61 | 135 | 20 | 5.65 5.65 9. -17. 0.17 0.37 | 5.65 5.65 1209. 12. 0.63 1.44 | 136 | 20 | 5.65 5.65 48. -8. 0.06 0.10 | 5.65 5.65 0. 33. 0.00 0.14 | 137 | 20 | 5.65 5.65 0. -17. 0.01 -0.01 | 5.65 5.65 0. 19. 0.00 0.08 | 138 | 20 | 5.65 5.65 154. -22. 0.08 0.12 | 5.65 5.65 0. 4. 0.00 0.02 | 139 | 20 | 5.65 5.65 26. -1. 0.01 0.03 | 5.65 5.65 76. 29. 0.00 0.16 | 140 | 20 | 5.65 5.65 5. -5. 0.00 0.00 | 5.65 5.65 56. 15. 0.00 0.10 | 141 | 20 | 5.65 5.65 0. 1. 0.00 0.02 | 5.65 5.65 16. 1. 0.00 0.02 | 142 | 20 | 5.65 5.65 0. 1. 0.00 0.02 | 5.65 5.65 55. 29. 0.00 0.15 | 143 | 20 | 5.65 5.65 0. 3. 0.00 0.03 | 5.65 5.65 38. 18. 0.00 0.10 | 144 | 20 | 5.65 5.65 0. 2. 0.00 0.02 | 5.65 5.65 22. 5. 0.00 0.03 | 145 | 20 | 5.65 5.65 0. 15. 0.00 0.08 | 5.65 5.65 54. 35. 0.00 0.18 | 146 | 20 | 5.65 5.65 0. 15. 0.00 0.08 | 5.65 5.65 41. 17. 0.00 0.10 | 147 | 20 | 5.65 5.65 0. 18. 0.00 0.11 | 5.65 5.65 40. 7. 0.00 0.06 | 148 | 20 | 5.65 5.65 0. 10. 0.00 0.10 | 5.65 5.65 0. 34. 0.00 0.15 | 149 | 20 | 5.65 5.65 14. 14. 0.00 0.09 | 5.65 5.65 0. 19. 0.00 0.08 | 150 | 20 | 5.65 5.65 59. 23. 0.00 0.13 | 5.65 5.65 0. 14. 0.00 0.07 | 169 | 20 | 5.65 5.65 995. 21. 0.19 0.72 | 5.65 5.65 2986. 11. 0.50 1.50 | 170 | 20 | 5.65 5.65 0. 27. 0.00 0.28 | 5.65 5.65 1229. 33. 0.38 1.10 | 171 | 20 | 5.65 5.65 0. 22. 0.17 0.96 | 5.65 5.65 2666. 40. 0.50 0.50 | 172 | 20 | 5.65 5.65 0. -5. 0.10 0.17 | 5.65 5.65 0. 39. 0.00 0.16 | 173 | 20 | 5.65 5.65 0. -21. 0.02 -0.01 | 5.65 5.65 0. 27. 0.00 0.11 | 174 | 20 | 5.65 5.65 389. -29. 0.18 0.27 | 5.65 5.65 0. 15. 0.00 0.08 |



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175 | 20 | 5.65 5.65 48. 0. 0.01 0.06 | 5.65 5.65 71. 16. 0.00 0.11 | 176 | 20 | 5.65 5.65 81. -8. 0.03 0.05 | 5.65 5.65 59. 9. 0.00 0.07 | 177 | 20 | 5.65 5.65 9. 3. 0.00 0.08 | 5.65 5.65 29. -1. 0.01 0.02 | 178 | 20 | 5.65 5.65 33. 0. 0.02 0.03 | 5.65 5.65 72. 17. 0.00 0.11 | 179 | 20 | 5.65 5.65 24. 1. 0.01 0.02 | 5.65 5.65 66. 12. 0.00 0.09 | 180 | 20 | 5.65 5.65 34. -3. 0.01 0.02 | 5.65 5.65 47. 3. 0.01 0.04 | 181 | 20 | 5.65 5.65 130. 18. 0.00 0.15 | 5.65 5.65 290. 20. 0.02 0.25 | 182 | 20 | 5.65 5.65 46. 18. 0.00 0.15 | 5.65 5.65 235. 9. 0.06 0.17 | 183 | 20 | 5.65 5.65 0. 24. 0.00 0.14 | 5.65 5.65 182. 7. 0.04 0.16 | 184 | 20 | 5.65 5.65 0. 15. 0.11 0.49 | 5.65 5.65 0. 24. 0.00 0.11 | 185 | 20 | 5.65 5.65 11. 21. 0.00 0.13 | 5.65 5.65 0. 12. 0.00 0.06 | 186 | 20 | 5.65 5.65 324. 36. 0.01 0.33 | 5.65 5.65 0. 13. 0.00 0.08 | TAGLIO PERPENDICOLARE GUSCI tauX tauY tauT |GUSCI tauX tauY tauT |GUSCI tauX tauY tauT | 25 0.1 0.1 0.1 |26 0.0 0.1 0.1 |27 0.1 0.1 0.1 | 28 0.1 0.1 0.1 |29 0.0 0.1 0.1 |30 0.1 0.1 0.1 | 31 0.0 0.0 0.0 |32 0.0 0.0 0.0 |33 0.0 0.0 0.0 | 34 0.0 0.0 0.0 |35 0.0 0.0 0.0 |36 0.0 0.0 0.0 | 37 0.0 0.0 0.0 |38 0.0 0.0 0.0 |39 0.0 0.0 0.0 | 40 0.0 0.0 0.0 |41 0.0 0.0 0.0 |42 0.0 0.0 0.0 | 43 0.0 0.0 0.0 |44 0.0 0.0 0.0 |45 0.1 0.0 0.1 | 46 0.0 0.1 0.1 |47 0.0 0.1 0.1 |48 0.1 0.1 0.1 | 133 1.4 1.1 1.2 |134 0.4 0.8 0.6 |135 1.4 1.1 1.2 | 136 0.8 0.6 0.6 |137 0.0 0.2 0.2 |138 0.8 0.6 0.6 | 139 0.1 0.1 0.1 |140 0.0 0.0 0.0 |141 0.1 0.1 0.1 | 142 0.0 0.0 0.0 |143 0.0 0.0 0.0 |144 0.0 0.0 0.0 | 145 0.0 0.1 0.1 |146 0.0 0.1 0.1 |147 0.1 0.1 0.1 | 148 0.1 0.1 0.1 |149 0.0 0.1 0.0 |150 0.1 0.1 0.1 | 169 2.8 9.5 6.2 |170 0.8 1.2 0.8 |171 2.6 9.8 6.3 | 172 1.7 0.8 1.1 |173 0.2 0.4 0.3 |174 1.6 0.8 1.0 | 175 0.1 0.1 0.1 |176 0.0 0.1 0.1 |177 0.1 0.1 0.1 | 178 0.1 0.0 0.1 |179 0.0 0.1 0.0 |180 0.1 0.1 0.1 | 181 1.0 0.6 0.7 |182 0.1 0.1 0.1 |183 0.9 0.6 0.6 | 184 1.2 0.4 0.9 |185 0.2 0.6 0.4 |186 1.3 0.4 0.9 |



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MACROGUSCIO setto_3 VERIFICA ARMATURE EFFETTIVE (EFFETTO MEMBRANA + PIASTRA) unità di misura: lunghezze : [cm] - forze : [daN] momenti : [daNcm/cm]- tensioni : [daN/cm2] pesi specifici: [daN/m3] - angoli : [gradi] armature : [cm2] CASI DI CARICO: Nome Descrizione 1 SLU 2 SLUGeo DATI: tensione di snervamento acciaio (fyk): 4500 daN/cm2 coefficiente sicurezza acciaio : 1.15 deformazione ultima acciaio : 67.5 per mille rapporto rottura/snervamento (k): 1 resistenza cilindrica cls (fck): 249 daN/cm2 coefficiente sicurezza cls : 1.5 coefficiente riduttivo (alfa): 0.85 copriferro inferiore (asse armatura): 3 cm copriferro superiore (asse armatura): 3 cm moltiplicatore sollecitazioni : 1 | INFERIORE ORIZZONTALE | INFERIORE VERTICALE | GUSCI|spess| Af Afc Mom Nor epsC epsF | Af Afc Mom Nor epsC epsF |



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49 | 20 | 5.65 5.65 344. 8. 0.06 0.23 | 5.65 5.65 0. -65. 0.05 -0.04 | 50 | 20 | 5.65 5.65 238. -10. 0.07 0.13 | 5.65 5.65 0. -124. 0.08 -0.08 | 51 | 20 | 5.65 5.65 170. -6. 0.05 0.09 | 5.65 5.65 0. -204. 0.13 -0.13 | 52 | 20 | 5.65 5.65 136. -1. 0.03 0.09 | 5.65 5.65 167. -71. 0.08 0.04 | 53 | 20 | 5.65 5.65 206. -11. 0.06 0.11 | 5.65 5.65 20. -142. 0.09 -0.09 | 54 | 20 | 5.65 5.65 32. -8. 0.01 0.01 | 5.65 5.65 0. -224. 0.14 -0.14 | 55 | 20 | 5.65 5.65 118. -7. 0.03 0.08 | 5.65 5.65 9. -60. 0.04 -0.04 | 56 | 20 | 5.65 5.65 66. -4. 0.02 0.04 | 5.65 5.65 0. -145. 0.10 -0.10 | 57 | 20 | 5.65 5.65 1. 6. 0.01 0.03 | 5.65 5.65 0. -230. 0.14 -0.14 | 58 | 20 | 5.65 5.65 102. -7. 0.03 0.08 | 5.65 5.65 5. -59. 0.04 -0.04 | 59 | 20 | 5.65 5.65 27. 7. 0.01 0.05 | 5.65 5.65 0. -147. 0.10 -0.10 | 60 | 20 | 5.65 5.65 3. 8. 0.01 0.03 | 5.65 5.65 0. -232. 0.14 -0.14 | 61 | 20 | 5.65 5.65 91. -9. 0.03 0.07 | 5.65 5.65 7. -58. 0.05 -0.04 | 62 | 20 | 5.65 5.65 20. 7. 0.01 0.04 | 5.65 5.65 0. -147. 0.10 -0.10 | 63 | 20 | 5.65 5.65 6. 7. 0.01 0.03 | 5.65 5.65 0. -233. 0.14 -0.14 | 64 | 20 | 5.65 5.65 89. -8. 0.03 0.05 | 5.65 5.65 10. -54. 0.04 -0.04 | 65 | 20 | 5.65 5.65 18. -4. 0.01 0.01 | 5.65 5.65 0. -147. 0.10 -0.10 | 66 | 20 | 5.65 5.65 2. 5. 0.00 0.02 | 5.65 5.65 0. -237. 0.14 -0.14 | 67 | 20 | 5.65 5.65 79. -1. 0.02 0.04 | 5.65 5.65 4. -43. 0.03 -0.03 | 68 | 20 | 5.65 5.65 4. -25. 0.01 -0.01 | 5.65 5.65 0. -138. 0.09 -0.09 | 69 | 20 | 5.65 5.65 0. -14. 0.01 -0.01 | 5.65 5.65 0. -243. 0.14 -0.14 | 70 | 20 | 5.65 5.65 47. -1. 0.01 0.03 | 5.65 5.65 0. -33. 0.03 -0.03 | 71 | 20 | 5.65 5.65 0. -18. 0.01 -0.01 | 5.65 5.65 0. -95. 0.07 -0.07 | 72 | 20 | 5.65 5.65 0. -20. 0.01 0.01 | 5.65 5.65 0. -233. 0.13 -0.13 | 115 | 20 | 5.65 5.65 5. 5. 0.00 0.02 | 5.65 5.65 0. -137. 0.09 -0.09 | 116 | 20 | 5.65 5.65 38. 6. 0.00 0.05 | 5.65 5.65 0. -69. 0.05 -0.05 | 117 | 20 | 5.65 5.65 204. 28. 0.00 0.23 | 5.65 5.65 0. -23. 0.02 -0.02 | 118 | 20 | 5.65 5.65 0. 4. 0.00 0.02 | 5.65 5.65 0. -149. 0.09 -0.09 | 119 | 20 | 5.65 5.65 69. 0. 0.02 0.05 | 5.65 5.65 62. -99. 0.07 -0.05 | 120 | 20 | 5.65 5.65 0. 36. 0.00 0.15 | 5.65 5.65 170. -47. 0.07 0.07 | 121 | 20 | 5.65 5.65 0. 5. 0.00 0.02 | 5.65 5.65 0. -151. 0.09 -0.09 | 122 | 20 | 5.65 5.65 0. 6. 0.00 0.03 | 5.65 5.65 0. -95. 0.06 -0.06 | 123 | 20 | 5.65 5.65 0. 4. 0.00 0.02 | 5.65 5.65 0. -43. 0.03 -0.03 | 124 | 20 | 5.65 5.65 2. 7. 0.00 0.03 | 5.65 5.65 34. -150. 0.10 -0.07 | 125 | 20 | 5.65 5.65 0. 8. 0.00 0.03 | 5.65 5.65 23. -98. 0.07 -0.05 | 126 | 20 | 5.65 5.65 0. 7. 0.00 0.03 | 5.65 5.65 1. -45. 0.03 -0.03 | 127 | 20 | 5.65 5.65 92. 10. 0.00 0.09 | 5.65 5.65 141. -146. 0.14 0.03 |



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128 | 20 | 5.65 5.65 4. 15. 0.00 0.06 | 5.65 5.65 110. -104. 0.10 0.01 | 129 | 20 | 5.65 5.65 162. -1. 0.04 0.09 | 5.65 5.65 0. -46. 0.03 -0.03 | 130 | 20 | 5.65 5.65 235. 4. 0.04 0.17 | 5.65 5.65 450. -148. 0.31 0.33 | 131 | 20 | 5.65 5.65 67. 15. 0.01 0.10 | 5.65 5.65 345. -120. 0.16 0.15 | 132 | 20 | 5.65 5.65 450. 0. 0.11 0.25 | 5.65 5.65 1222. -16. 0.32 0.66 | 187 | 20 | 5.65 5.65 777. 24. 0.12 0.54 | 5.65 5.65 0. 11. 0.00 0.05 | 188 | 20 | 5.65 5.65 105. 37. 0.00 0.21 | 5.65 5.65 0. 7. 0.00 0.03 | 189 | 20 | 5.65 5.65 18. 16. 0.01 0.08 | 5.65 5.65 0. -44. 0.03 -0.03 | 190 | 20 | 5.65 5.65 0. 66. 0.00 0.28 | 5.65 5.65 321. -31. 0.10 0.17 | 191 | 20 | 5.65 5.65 187. 4. 0.03 0.12 | 5.65 5.65 160. -53. 0.07 0.05 | 192 | 20 | 5.65 5.65 57. -8. 0.02 0.03 | 5.65 5.65 6. -69. 0.04 -0.04 | 193 | 20 | 5.65 5.65 47. -7. 0.02 0.02 | 5.65 5.65 9. -23. 0.02 -0.01 | 194 | 20 | 5.65 5.65 17. 4. 0.00 0.03 | 5.65 5.65 14. -47. 0.03 -0.03 | 195 | 20 | 5.65 5.65 19. 3. 0.00 0.02 | 5.65 5.65 4. -73. 0.04 -0.04 | 196 | 20 | 5.65 5.65 0. 7. 0.00 0.03 | 5.65 5.65 0. -25. 0.02 -0.02 | 197 | 20 | 5.65 5.65 24. 0. 0.01 0.01 | 5.65 5.65 3. -50. 0.03 -0.03 | 198 | 20 | 5.65 5.65 16. 2. 0.01 0.02 | 5.65 5.65 10. -73. 0.05 -0.04 | 199 | 20 | 5.65 5.65 265. -23. 0.08 0.13 | 5.65 5.65 0. -21. 0.01 -0.01 | 200 | 20 | 5.65 5.65 35. 1. 0.01 0.02 | 5.65 5.65 0. -51. 0.03 -0.03 | 201 | 20 | 5.65 5.65 14. 3. 0.00 0.02 | 5.65 5.65 7. -74. 0.05 -0.04 | 202 | 20 | 5.65 5.65 837. -2. 0.21 0.47 | 5.65 5.65 2191. 13. 0.53 1.28 | 203 | 20 | 5.65 5.65 0. 7. 0.01 0.03 | 5.65 5.65 162. -51. 0.10 0.16 | 204 | 20 | 5.65 5.65 0. 4. 0.00 0.02 | 5.65 5.65 33. -85. 0.05 -0.03 | | SUPERIORE ORIZZONTALE | SUPERIORE VERTICALE | GUSCI|spess| Af Afc Mom Nor epsC epsF | Af Afc Mom Nor epsC epsF | 49 | 20 | 5.65 5.65 449. -4. 0.12 0.25 | 5.65 5.65 1195. -46. 0.34 0.59 | 50 | 20 | 5.65 5.65 26. -2. 0.02 0.04 | 5.65 5.65 378. -99. 0.16 0.13 | 51 | 20 | 5.65 5.65 0. -6. 0.06 0.16 | 5.65 5.65 505. -198. 0.33 0.27 | 52 | 20 | 5.65 5.65 15. -1. 0.02 0.11 | 5.65 5.65 0. -47. 0.05 -0.03 | 53 | 20 | 5.65 5.65 0. -11. 0.01 -0.01 | 5.65 5.65 103. -118. 0.13 -0.03 | 54 | 20 | 5.65 5.65 26. -8. 0.02 0.05 | 5.65 5.65 175. -217. 0.18 -0.07 | 55 | 20 | 5.65 5.65 0. -7. 0.00 0.02 | 5.65 5.65 7. -47. 0.05 -0.03 | 56 | 20 | 5.65 5.65 0. -9. 0.00 0.02 | 5.65 5.65 30. -124. 0.11 -0.08 | 57 | 20 | 5.65 5.65 0. -7. 0.00 0.03 | 5.65 5.65 58. -222. 0.15 -0.11 | 58 | 20 | 5.65 5.65 0. -7. 0.00 0.03 | 5.65 5.65 0. -48. 0.04 -0.04 | 59 | 20 | 5.65 5.65 0. -7. 0.00 0.03 | 5.65 5.65 7. -125. 0.10 -0.09 |



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60 | 20 | 5.65 5.65 0. -7. 0.00 0.03 | 5.65 5.65 16. -223. 0.14 -0.13 | 61 | 20 | 5.65 5.65 0. -9. 0.00 0.03 | 5.65 5.65 0. -47. 0.04 -0.04 | 62 | 20 | 5.65 5.65 0. -7. 0.00 0.03 | 5.65 5.65 0. -125. 0.10 -0.10 | 63 | 20 | 5.65 5.65 0. -6. 0.00 0.03 | 5.65 5.65 4. -223. 0.14 -0.13 | 64 | 20 | 5.65 5.65 0. -8. 0.00 0.02 | 5.65 5.65 0. -44. 0.04 -0.04 | 65 | 20 | 5.65 5.65 0. -12. 0.01 -0.01 | 5.65 5.65 3. -124. 0.10 -0.09 | 66 | 20 | 5.65 5.65 10. -7. 0.01 0.03 | 5.65 5.65 17. -222. 0.14 -0.13 | 67 | 20 | 5.65 5.65 0. -1. 0.00 0.00 | 5.65 5.65 0. -32. 0.04 -0.03 | 68 | 20 | 5.65 5.65 14. -25. 0.02 0.01 | 5.65 5.65 30. -110. 0.10 -0.07 | 69 | 20 | 5.65 5.65 26. -7. 0.02 0.02 | 5.65 5.65 64. -214. 0.15 -0.11 | 70 | 20 | 5.65 5.65 0. -1. 0.00 0.03 | 5.65 5.65 162. -27. 0.08 0.09 | 71 | 20 | 5.65 5.65 63. -15. 0.02 0.04 | 5.65 5.65 158. -70. 0.10 0.04 | 72 | 20 | 5.65 5.65 41. -3. 0.02 0.03 | 5.65 5.65 151. -182. 0.17 -0.07 | 115 | 20 | 5.65 5.65 1. 5. 0.01 0.02 | 5.65 5.65 49. -158. 0.10 -0.06 | 116 | 20 | 5.65 5.65 0. 6. 0.00 0.04 | 5.65 5.65 153. -85. 0.12 0.16 | 117 | 20 | 5.65 5.65 0. 28. 0.12 0.60 | 5.65 5.65 890. -32. 0.60 1.24 | 118 | 20 | 5.65 5.65 0. 4. 0.00 0.02 | 5.65 5.65 33. -166. 0.10 -0.08 | 119 | 20 | 5.65 5.65 32. 8. 0.01 0.05 | 5.65 5.65 36. -112. 0.07 -0.04 | 120 | 20 | 5.65 5.65 267. 27. 0.00 0.36 | 5.65 5.65 0. -57. 0.03 -0.03 | 121 | 20 | 5.65 5.65 4. 5. 0.00 0.03 | 5.65 5.65 2. -167. 0.09 -0.09 | 122 | 20 | 5.65 5.65 35. 6. 0.02 0.05 | 5.65 5.65 4. -116. 0.06 -0.06 | 123 | 20 | 5.65 5.65 77. 4. 0.03 0.06 | 5.65 5.65 5. -53. 0.03 -0.03 | 124 | 20 | 5.65 5.65 2. 7. 0.00 0.03 | 5.65 5.65 0. -165. 0.09 -0.09 | 125 | 20 | 5.65 5.65 45. 8. 0.02 0.06 | 5.65 5.65 0. -118. 0.06 -0.06 | 126 | 20 | 5.65 5.65 88. 7. 0.03 0.08 | 5.65 5.65 14. -55. 0.03 -0.02 | 127 | 20 | 5.65 5.65 2. 10. 0.00 0.06 | 5.65 5.65 0. -156. 0.08 -0.08 | 128 | 20 | 5.65 5.65 116. 15. 0.04 0.16 | 5.65 5.65 0. -123. 0.07 -0.07 | 129 | 20 | 5.65 5.65 89. 6. 0.03 0.07 | 5.65 5.65 104. -53. 0.07 0.08 | 130 | 20 | 5.65 5.65 0. 4. 0.01 0.13 | 5.65 5.65 0. -140. 0.09 -0.09 | 131 | 20 | 5.65 5.65 181. 15. 0.04 0.18 | 5.65 5.65 0. -149. 0.08 -0.08 | 132 | 20 | 5.65 5.65 327. 6. 0.06 0.21 | 5.65 5.65 0. -43. 0.03 -0.02 | 187 | 20 | 5.65 5.65 1048. 61. 0.15 0.84 | 5.65 5.65 3324. 11.998.50998.50 |@ 188 | 20 | 5.65 5.65 96. 41. 0.00 0.25 | 5.65 5.65 612. 3. 0.14 0.38 | 189 | 20 | 5.65 5.65 0. -1. 0.00 0.07 | 5.65 5.65 117. -37. 0.05 0.04 | 190 | 20 | 5.65 5.65 43. 38. 0.00 0.59 | 5.65 5.65 0. -13. 0.02 -0.02 | 191 | 20 | 5.65 5.65 12. 4. 0.00 0.06 | 5.65 5.65 0. -47. 0.04 -0.03 | 192 | 20 | 5.65 5.65 23. -8. 0.01 0.02 | 5.65 5.65 63. -65. 0.06 -0.02 |



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193 | 20 | 5.65 5.65 2. -6. 0.01 0.00 | 5.65 5.65 0. -17. 0.01 -0.01 | 194 | 20 | 5.65 5.65 39. -1. 0.01 0.04 | 5.65 5.65 0. -41. 0.04 -0.02 | 195 | 20 | 5.65 5.65 32. -2. 0.01 0.03 | 5.65 5.65 29. -71. 0.05 -0.03 | 196 | 20 | 5.65 5.65 0. 1. 0.00 0.04 | 5.65 5.65 10. -17. 0.02 -0.01 | 197 | 20 | 5.65 5.65 0. -2. 0.01 0.02 | 5.65 5.65 8. -43. 0.03 -0.03 | 198 | 20 | 5.65 5.65 14. -2. 0.00 0.02 | 5.65 5.65 16. -71. 0.05 -0.03 | 199 | 20 | 5.65 5.65 0. -16. 0.01 -0.01 | 5.65 5.65 182. -14. 0.06 0.09 | 200 | 20 | 5.65 5.65 125. -1. 0.03 0.07 | 5.65 5.65 106. -41. 0.05 0.03 | 201 | 20 | 5.65 5.65 38. 0. 0.01 0.03 | 5.65 5.65 35. -72. 0.05 -0.03 | 202 | 20 | 5.65 5.65 0. -2. 0.10 0.21 | 5.65 5.65 0. 20. 0.00 0.09 | 203 | 20 | 5.65 5.65 3. -1. 0.01 0.07 | 5.65 5.65 0. -24. 0.03 -0.03 | 204 | 20 | 5.65 5.65 10. 4. 0.00 0.02 | 5.65 5.65 0. -82. 0.05 -0.05 | TAGLIO PERPENDICOLARE GUSCI tauX tauY tauT |GUSCI tauX tauY tauT |GUSCI tauX tauY tauT | 49 0.2 0.3 0.2 |50 0.2 0.2 0.2 |51 0.1 0.2 0.2 | 52 0.6 0.4 0.5 |53 0.1 0.1 0.1 |54 0.1 0.1 0.1 | 55 0.1 0.0 0.0 |56 0.0 0.0 0.0 |57 0.0 0.0 0.0 | 58 0.0 0.0 0.0 |59 0.0 0.0 0.0 |60 0.0 0.0 0.0 | 61 0.0 0.0 0.0 |62 0.0 0.0 0.0 |63 0.0 0.0 0.0 | 64 0.1 0.0 0.0 |65 0.0 0.0 0.0 |66 0.0 0.0 0.0 | 67 0.1 0.1 0.1 |68 0.0 0.0 0.0 |69 0.0 0.0 0.0 | 70 0.1 0.3 0.3 |71 0.0 0.1 0.1 |72 0.0 0.1 0.1 | 115 0.0 0.0 0.0 |116 0.1 0.2 0.2 |117 0.9 1.0 0.9 | 118 0.0 0.1 0.0 |119 0.1 0.2 0.1 |120 0.5 0.5 0.4 | 121 0.0 0.0 0.0 |122 0.0 0.0 0.0 |123 0.1 0.0 0.1 | 124 0.0 0.1 0.1 |125 0.0 0.1 0.0 |126 0.0 0.0 0.0 | 127 0.1 0.1 0.2 |128 0.1 0.1 0.2 |129 0.3 0.4 0.3 | 130 0.2 0.2 0.2 |131 0.1 0.1 0.1 |132 0.5 0.4 0.4 | 187 1.7 8.2 5.0 |188 0.7 0.7 0.6 |189 0.0 0.1 0.0 | 190 1.7 0.9 1.2 |191 0.1 0.2 0.1 |192 0.0 0.1 0.0 | 193 0.1 0.1 0.1 |194 0.0 0.0 0.0 |195 0.0 0.0 0.0 | 196 0.1 0.0 0.1 |197 0.0 0.0 0.0 |198 0.0 0.0 0.0 | 199 0.8 0.6 0.6 |200 0.1 0.1 0.1 |201 0.0 0.0 0.0 | 202 0.7 0.2 0.5 |203 0.1 0.1 0.1 |204 0.0 0.0 0.0 |



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3 - RELAZIONE DI CALCOLO ARCHITRAVI HEA DI RINFORZO PER APERTURA

NUOVE PORTE

3.1 - Verifiche architravi

Si considera la trave più sollecitata (la trave di lunghezza maggiore, ossia 2,94 m). Si riportano i risultati del calcolo agli SLU della trave. CAMPATE

Campata Lunghezza

n° [m]

1 2.94

APPOGGI

Nome Larghezza Rid. Mom Appoggio

[cm] %

A 20 0.0 Si

B 20 0.0 Si

SEZIONI

Nome a b c d cfs cfi J

[cm] [cm] [cm] [cm] [cm] [cm] [cm4]

HEA 120 - - - - 2.00 2.00 606

CARICHI STATICI

DIST. PERM.

Gruppo Campata x L P1 P2

n° [m] [m] [N/m] [N/m]

Permanente 1 0 2.94 199 199

Permanente 1 0 2.94 4000 4000

MATERIALE OMOGENEO

Materiale Sigma E Densità

[N/cm²] [N/cm²] [kg/m³]

Fe 360 15,696.00 20,601,000.00 8,000



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SOLLECITAZIONI

Comb. Campata Ascissa M min M max T max T min

n° [m] [N m] [N m] [N] [N]

SLU 1 0.00 0.00 0.00 8,332.92 6,172.53

SLU 1 1.47 - 6,124.69 - 0.00

SLU 1 2.94 0.00 0.00 -6,172.53 -8,332.92

SLE rara 1 0.00 0.00 0.00 6,172.53 6,172.53

SLE rara 1 1.47 - 4,536.81 - 0.00

SLE rara 1 2.94 0.00 0.00 -6,172.53 -6,172.53

SLE frequente 1 0.00 0.00 0.00 6,172.53 6,172.53

SLE frequente 1 1.47 - 4,536.81 - 0.00

SLE frequente 1 2.94 0.00 0.00 -6,172.53 -6,172.53

SLE quasi permanente 1 0.00 0.00 0.00 6,172.53 6,172.53

SLE quasi permanente 1 1.47 - 4,536.81 - 0.00

SLE quasi permanente 1 2.94 0.00 0.00 -6,172.53 -6,172.53

REAZIONI VINCOLARI

Comb. Appoggio R max Vert R min

Vert

R max

Oriz

R min

Oriz

[N] [N] [N] [N]

SLU A 8,333 6,173 0 0

SLU B 8,333 6,173 0 0

SLE rara A 6,173 6,173 0 0

SLE rara B 6,173 6,173 0 0

SLE frequente A 6,173 6,173 0 0

SLE frequente B 6,173 6,173 0 0

SLE quasi permanente A 6,173 6,173 0 0

SLE quasi permanente B 6,173 6,173 0 0

DEFORMATA

Comb. Campata Ascissa Def. min Def. max

[m] [mm] [mm]

SLU 1 0.00 0.0000 -

SLU 1 1.47 - -4.4093

SLE rara 1 0.00 0.0000 -



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SLE rara 1 1.47 - -3.2662

SLE frequente 1 0.00 0.0000 -

SLE frequente 1 1.47 - -3.2662

SLE quasi permanente 1 0.00 0.0000 -

SLE quasi permanente 1 1.47 - -3.2662

VERIFICA SEZIONE

Campata Ascissa Mom Mrd Coeff.sic Wplast T Vrd Coeff.si

c

[m] [N m] [N m] [cm³] [N] [N]

1 0.00 - - - - 8,332.92 125,541.50 15.07

1 0.00 - - - - 6,172.53 125,541.50 20.34

1 1.47 6,124.69 43,758.47 7.14 119.30 - - -

1 2.94 - - - - -6,172.53 125,541.50 20.34

1 2.94 - - - - -8,332.92 125,541.50 15.07



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4 - RELAZIONE DI CALCOLO SCALA DI COLLEGAMENTO INTERCAPEDINE

QUOTA -2,36 M

4.1 - Verifiche rampa

Si riportano i risultati del calcolo agli SLU della soletta. CAMPATE

Campata Lunghezza H sx H dx

n° [m] [m] [m]

1 3.65 0 2

APPOGGI

Nome Larghezza Rid.

Mom

Appoggi

o

[cm] %

A 30 0 Si

B 30 0 Si

SEZIONI

Nome Altezza Base cfs cfi J

[cm] [cm] [cm] [cm] [cm4]

Rettangolare 12 100 2 2 14400

CARICHI STATICI

DIST.

PERM.


n° [m] [m] [N/m] [N/m]

Permanente 1 0 3.65 2943 2943

DIST. ACC.


n° [m] [m] [N/m] [N/m]

(nessuno) 1 0 3.65 4000 4000



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CALCESTRUZZO

Nome Rck E Densità Sigma TauC0 TauC1

[N/mm²] [N/mm²] [kg/m³] [N/mm²] [N/mm²] [N/mm²]

CLS 300 29.43 30584.54 2500 9.56 0.59 1.79

BARRE ARMATURA

Armatura Sigma E m

[N/mm²] [N/mm²]

Feb 44k Aderenza migliorata 255.06 206010 15

SOLLECITAZIONI

Campata Ascissa M min M max T max T min N max N min

n° [m] [N m] [N m] [kg] [kg] [kg] [kg]

1 0 0 0 1132.74 480.14 -620.68 -263.09

1 4.16 0 - -480.14 - 263.09 0

1 2.08 - 11562.26 - 0 263.09 0

1 3.65 0 0 -480.14 -1132.74 263.09 620.68

REAZIONI VINCOLARI

Appoggio R max Vert R min

Vert

R max

Oriz

R min

Oriz

[kg] [kg] [kg] [kg]

A 12671 5371 0 0

B 12671 5371 0 0

Tensioni Barre d'armatura

Pos Sigma Max Asc. Max

Sigma

Min Asc. Min

[N/mm²] [m] [N/mm²] [m]

1 Pos.1 6Ø12 - L = 4.53 4.49 0.00 -1.32 4.02

2 Pos.2 6Ø12 - L = 4.53 226.10 2.08 -0.65 4.16

Tensione CLS

Sigma Asc. Sigma Tau Asc. Tau TauC0 TauC1

[N/mm²] [m] [N/mm²] [m] [N/mm²] [N/mm²]



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-9.43 2.08 0.12 0.00 0.59 1.77



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5 RELAZIONE DI CALCOLO SOLETTA DI COPERTURA INTERCAPEDINE

5.1 - Verifiche soletta

Si riportano i risultati del calcolo agli SLU della soletta. VERIFICA TRAVATA IN CEMENTO ARMATO Nome travata : SOLETTA C.A. 16 CM Metodo di verifica : stati limite. Unità di misura : cm; daN; daN/m; daNm; daN/cm2; deform.*1000. Unità particolari : fessure [Wk]:mm - ferri:mm e cm2 - sezioni:cm e derivate. MATERIALI CLS : Rck =300. ; fck=249. ; fctk= 18.2; fctm= 26.1; Ec= 311769. ; gc =1.6 ; fcd=155.6; fbd= 25.7; fctd= 11.4; EpsMax=3.5 ACCIAIO: FeB38k; fk(1%)=4383.3; fyk=4383.3; Ea=2050000. ; ga =1.15; fyd=3811.5; EpsMax=10. TENSIONI E FESSURE MASSIME IN ESERCIZIO GRUPPO : a (poco aggressivo). CLS : Scls(rara)=149.4; Scls(quasi permanente)=112. ; fbd(esesrcizio)= 25.7 ACCIAIO: Sacc(rara)=3068.; Coeff.Omogein.= 15 FESSURE: Wk(rara)=*** ; Wk(fre.)=.4 ; Wk(q.p.)=.2 ; c/cmin= 1 [Circ. 15/10/96 N.252 B.6.2]; kt=.4 [EN 1992-1 7.3.4]. SEZIONI UTILIZZATE 2) Rettangolare: base=100.; alt.=16.; Acls=1600. . DESCRIZIONE CAMPATE Cam.| Descriz. |S.ini|Sez. |S.fin|Incl.|L.assi |L.netta| 1| C1| 1| 2| 1| 0| 120.| 105.| CONDIZIONI DI CARICO



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|Molt.|Coeff. per combinazioni | Nro| Descrizione | Tipo |Caric|SLU |Rare |Freq. |Q.Per.| 1 |Permanenti |senza permutazioni |1. | 1.4 | 1. | 1. | 1. | 2 |Variabili |permutaz. campate |1. | 1.5 | 1. | .5 | .2 | CARICHI APPLICATI Nro|Con|Camp.| Tipo | Sistema |carico 1|carico 2|dist.1|dist.2| 1| 1| 1|Forza distribuita |Globale | -400.| - | - | - | 2| 2| 1|Forza distribuita |Globale | -400.| - | - | - | VERIFICHE ALLO STATO LIMITE ULTIMO FLESSIONE: Progressive|SE|Ar| Msd Epscl Epsac| Mrd Epscl Epsac Cam x/d |Mr/Ms|VE| > 0.| 0.|2.|1.| 0. |0. |0. | -2660.61|-2.54|10. |2.| .202| *** |SI| 0.| 0.|2.|1.| 38.73|-.012| .029| 2660.61!-2.54|10. |2.| .202|68.69|SI| 53.| 53.|2.|1.| 206.09!-.064! .154! 2660.61|-2.54|10. |2.| .202|12.91!SI| 120.|120.|2.|1.| 0. !0. |0. | -2660.61!-2.54|10. |2.| .202! *** |SI| 120.|120.|2.|1.| 38.73|-.012| .029| 2660.61|-2.54|10. |2.| .202|68.69!SI| VERIFICHE A TAGLIO TAGLIO: Progressive|Se| Vsd | VRd1 |Ve| > 0.| 0.|2.| 580.! 5449.|SI| 35.| 35.|2.| 296.| 6634.!SI| 120.|120.|2.| -638.! 5449.|SI| VERIFICHE ALLO STATO LIMITE DI ESERCIZIO TENSIONI DI ESERCIZIO E FESSURAZIONE - RARE:



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Progressive|Se|Ar Momemto Scls Sacc | As hc,ef Eps Sr,max Wk |Ve| > 0.| 0.|2.|1.| 0. | 0. | 0. | 0. | 0. | 0. | 0. | 0. |SI| 53.| 53.|2.|1.| 142.13! -5.9! 216.7! 5.65| 4.07| .063| 15.87| .01 !SI| 120.|120.|2.|1.| 0. ! 0. | 0. | 0. | 0. | 0. | 0. | 0. |SI| TENSIONI DI ESERCIZIO E FESSURAZIONE - FREQUENTI: Progressive|Se|Ar Momemto Scls Sacc | As hc,ef Eps Sr,max Wk |Ve| > 0.| 0.|2.|1.| 0. | 0. | 0. | 0. | 0. | 0. | 0. | 0. |SI| 53.| 53.|2.|1.| 106.6 ! -4.5! 162.5! 5.65| 4.07| .048| 15.87| .008!SI| 120.|120.|2.|1.| 0. ! 0. | 0. | 0. | 0. | 0. | 0. | 0. |SI| TENSIONI DI ESERCIZIO E FESSURAZIONE - QUASI PERMANENTI: Progressive|Se|Ar Momemto Scls Sacc | As hc,ef Eps Sr,max Wk |Ve| > 0.| 0.|2.|1.| 0. | 0. | 0. | 0. | 0. | 0. | 0. | 0. |SI| 53.| 53.|2.|1.| 85.28! -3.6! 130. ! 5.65| 4.07| .038| 15.87| .006!SI| 120.|120.|2.|1.| 0. ! 0. | 0. | 0. | 0. | 0. | 0. | 0. |SI| ARMATURE LONGITUDINALI Nro|Totale % |Super. % Barre |Infer. % Barre | 1|11.31| .707| 5.65| .353|5d12 | 5.65| .353|5d12 |



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6 - RELAZIONE DI CALCOLO NUOVA SCALA IN CEMENTO ARMATO

6.1 - Verifiche rampe

Nome travata : SCALA Metodo di verifica : stati limite. Unità di misura : cm; daN; daN/m; daNm; daN/cm2; deform.*1000. Unità particolari : fessure [Wk]:mm - ferri:mm e cm2 - sezioni:cm e derivate. MATERIALI CLS : Rck =300. ; fck=249. ; fctk= 18.2; fctm= 26.1; Ec= 311769. ; gc =1.6 ; fcd=155.6; fbd= 25.7; fctd= 11.4; EpsMax=3.5 ACCIAIO: FeB38k; fk(1%)=4383.3; fyk=4383.3; Ea=2050000. ; ga =1.15; fyd=3811.5; EpsMax=10. TENSIONI E FESSURE MASSIME IN ESERCIZIO GRUPPO : a (poco aggressivo). CLS : Scls(rara)=149.4; Scls(quasi permanente)=112. ; fbd(esesrcizio)= 25.7 ACCIAIO: Sacc(rara)=3068.; Coeff.Omogein.= 15 FESSURE: Wk(rara)=*** ; Wk(fre.)=.4 ; Wk(q.p.)=.2 ; c/cmin= 1 [Circ. 15/10/96 N.252 B.6.2]; kt=.4 [EN 1992-1 7.3.4]. SEZIONI UTILIZZATE 2) Rettangolare: base=174.; alt.=15.; Acls=2610. . DESCRIZIONE CAMPATE Cam.| Descriz. |S.ini|Sez. |S.fin|Incl.|L.assi |L.netta| 1| c1| 1| 2| 1| 0| 150.| 140.| 2| c2| 1| 2| 1| 26| 402.| 392.| 24 3| C3| 1| 2| 1| 0| 150.| 140.| 24 CONDIZIONI DI CARICO |Molt.|Coeff. per combinazioni |



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Nro| Descrizione | Tipo |Caric|SLU |Rare |Freq. |Q.Per.| 1 |Permanenti |senza permutazioni |1. | 1.4 | 1. | 1. | 1. | 2 |Variabili |permutaz. campate |1. | 1.5 | 1. | .5 | .2 | CARICHI APPLICATI Nro|Con|Camp.| Tipo | Sistema |carico 1|carico 2|dist.1|dist.2| 1| 1| 1|Forza distribuita |Globale | -261.| - | - | - | 2| 1| 2|Forza distribuita |Globale | -261.| - | - | - | 3| 1| 3|Forza distribuita |Globale | -261.| - | - | - | 4| 2| 1|Forza distribuita |Globale | -696.| - | - | - | 5| 2| 2|Forza distribuita |Globale | -696.| - | - | - | 6| 2| 3|Forza distribuita |Globale | -696.| - | - | - | 7| 1| 1|Forza distribuita |Globale | -640.| - | - | - | 8| 1| 2|Forza distribuita |Globale | -640.| - | - | - | 9| 1| 3|Forza distribuita |Globale | -640.| - | - | - | VERIFICHE ALLO STATO LIMITE ULTIMO FLESSIONE: Progressive|SE|Ar| Msd Epscl Epsac| Mrd Epscl Epsac Cam x/d |Mr/Ms|VE| > 0.| 0.|2.|1.| -55.18|-.012| .032| -3549.55!-2.49|10. |2.| .2 !64.33!SI| 0.| 0.|2.|1.| 68.18|-.015| .039| 3549.55!-2.49|10. |2.| .2 |52.06|SI| 66.| 66.|2.|1.| 372.7 !-.085| .213| 3549.55|-2.49|10. |2.| .2 |9.524|SI| 150.|150.|2.|1.| -2986.24!-.769!1.782! -3450.91|-2.58|10. |2.| .205!1.156!SI| > 150.| 0.|2.|1.| -2986.24!-.771|1.69 | -3981.03|-3.25|10. |2.| .245|1.333|SI| 155.| 5.|2.|1.| -2986.24|-.784!1.517| -4768.6 |-3.5 |9.475|3.| .27 !1.597|SI| 182.| 32.|2.|3.| -1722.89|-.332| .583| -6072.22!-3.46|10. |2.| .257|3.524|SI| 224.| 74.|2.|1.| -131.53|-.029| .075| -3511.51|-2.39|10. |2.| .193|26.7 !SI| 351.|201.|2.|3.| 2625.84!-.572|1.46 | 3738.77|-2.59|10. |2.| .206|1.424|SI| 499.|349.|2.|1.| 159.37|-.032| .085| 3790.32!-2.3 |10. |2.| .187|23.78|SI| 547.|397.|2.|1.| -2986.24|-.678|1.72 ! -3401.18|-2. |10. |2.| .167|1.139|SI| 547.|397.|2.|1.| -2986.24|-.678|1.72 | -3401.12|-2. |10. |2.| .167!1.139!SI| 552.|402.|2.|1.| -2986.24|-.735|1.648| -4056.16|-3.13|10. |2.| .238|1.358|SI| > 552.| 0.|2.|1.| -2986.24!-.728!1.727! -3549.55|-2.49|10. |2.| .2 |1.189!SI| 599.| 47.|2.|1.| 189.75|-.043| .109| 3549.55!-2.49|10. |2.| .2 |18.71|SI|



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636.| 84.|2.|1.| 372.7 !-.085| .213| 3549.55|-2.49|10. |2.| .2 |9.524|SI| 702.|150.|2.|1.| -55.18|-.012| .032| -3549.55!-2.49|10. |2.| .2 !64.33!SI| 702.|150.|2.|1.| 68.18|-.015| .039| 3549.55|-2.49|10. |2.| .2 |52.06|SI| VERIFICHE A TAGLIO TAGLIO: Progressive|Se| Vsd | VRd1 | VRd2 | Vrd3 Vcd Vwd Asw s |Ve| > 0.| 0.|2.| -988.| 8811.| 97484.| 16165.| 14288.| 8083.| 1.57| 8. |SI| 0.| 0.|2.| 1210.! 8811.| 97484.| 16165.| 14288.| 8083.| 1.57| 8. |SI| 150.|150.|2.| -3605.! 10481.! 97484.! 16165.! 14288.! 8083.! 1.57| 8. |SI| > 150.| 0.|2.| 4545.! 10481.| 97484.| 16165.| 14288.| 8083.| 1.57| 8. |SI| 160.| 10.|2.| 4420.| 12152.! 97484.| 16165.| 14288.| 8083.| 1.57| 8. |SI| 552.|402.|2.| -4545.! 10481.| 97484.! 16165.! 14288.! 8083.! 1.57| 8. |SI| > 552.| 0.|2.| 3605.! 10481.! 97484.| 16165.| 14288.| 8083.| 1.57| 8. |SI| 702.|150.|2.| -1210.! 8811.| 97484.! 16165.! 14288.! 8083.! 1.57| 8. |SI| 702.|150.|2.| 988.| 8811.| 97484.| 16165.| 14288.| 8083.| 1.57| 8. |SI| VERIFICHE ALLO STATO LIMITE DI ESERCIZIO TENSIONI DI ESERCIZIO E FESSURAZIONE - RARE: Progressive|Se|Ar Momemto Scls Sacc | As hc,ef Eps Sr,max Wk |Ve| > 0.| 0.|2.|1.| 0. | 0. | 0. | 0. | 0. | 0. | 0. | 0. |SI| 66.| 66.|2.|1.| 252.48! -7.7| 295.2| 7.92| 3.88| .086| 15.13| .013|SI| 150.|150.|2.|1.| -2067.8 ! -66.1!2492.7! 7.92| 3.9 | .747| 15.19| .114!SI| > 150.| 0.|2.|1.| -2067.8 ! -65.7!2355.3! 7.92| 3.82| .689| 14.9 | .103!SI| 351.|201.|2.|3.| 1817.58! -50.7|2046.6| 7.92| 3.87| .599| 15.1 | .09 |SI| 552.|402.|2.|1.| -2067.8 | -62.9|2300.1| 7.92| 3.81| .673| 14.84| .1 |SI| > 552.| 0.|2.|1.| -2067.8 ! -62.8!2417.5! 7.92| 3.88| .713| 15.13| .108!SI| 636.| 84.|2.|1.| 252.48! -7.7| 295.2| 7.92| 3.88| .086| 15.13| .013|SI| 702.|150.|2.|1.| 0. | 0. | 0. | 0. | 0. | 0. | 0. | 0. |SI| TENSIONI DI ESERCIZIO E FESSURAZIONE - FREQUENTI: Progressive|Se|Ar Momemto Scls Sacc | As hc,ef Eps Sr,max Wk |Ve|



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> 0.| 0.|2.|1.| 0. | 0. | 0. | 0. | 0. | 0. | 0. | 0. |SI| 66.| 66.|2.|1.| 203.84! -6.2| 238.3| 7.92| 3.88| .07 | 15.13| .011|SI| 150.|150.|2.|1.| -1611.18! -51.5!1942.2! 7.92| 3.9 | .568| 15.19| .086!SI| > 150.| 0.|2.|1.| -1611.18! -51.2!1835.2! 7.92| 3.82| .537| 14.9 | .08 !SI| 351.|201.|2.|3.| 1411.46! -39.4|1589.3| 7.92| 3.87| .465| 15.1 | .07 |SI| 552.|402.|2.|1.| -1611.18| -49. |1792.1| 7.92| 3.81| .525| 14.84| .078|SI| > 552.| 0.|2.|1.| -1611.18! -48.9!1883.6! 7.92| 3.88| .551| 15.13| .083!SI| 636.| 84.|2.|1.| 203.84! -6.2| 238.3| 7.92| 3.88| .07 | 15.13| .011|SI| 702.|150.|2.|1.| 0. | 0. | 0. | 0. | 0. | 0. | 0. | 0. |SI| TENSIONI DI ESERCIZIO E FESSURAZIONE - QUASI PERMANENTI: Progressive|Se|Ar Momemto Scls Sacc | As hc,ef Eps Sr,max Wk |Ve| > 0.| 0.|2.|1.| 0. | 0. | 0. | 0. | 0. | 0. | 0. | 0. |SI| 66.| 66.|2.|1.| 164.5 ! -5. | 192.3| 7.92| 3.88| .056| 15.13| .009|SI| 150.|150.|2.|1.| -1337.21! -42.7!1612. ! 7.92| 3.9 | .472| 15.19| .072!SI| > 150.| 0.|2.|1.| -1337.21! -42.5!1523.1! 7.92| 3.82| .446| 14.9 | .066!SI| 351.|201.|2.|3.| 1181.11! -32.9|1329.9| 7.92| 3.87| .389| 15.1 | .059|SI| 552.|402.|2.|1.| -1337.21| -40.7|1487.4| 7.92| 3.81| .435| 14.84| .065|SI| > 552.| 0.|2.|1.| -1337.21! -40.6!1563.3! 7.92| 3.88| .458| 15.13| .069!SI| 636.| 84.|2.|1.| 164.5 ! -5. | 192.3| 7.92| 3.88| .056| 15.13| .009|SI| 702.|150.|2.|1.| 0. | 0. | 0. | 0. | 0. | 0. | 0. | 0. |SI| ARMATURE LONGITUDINALI Nro|Totale % |Super. % Barre |Infer. % Barre | 1|15.83| .607| 7.92| .303|7d12 | 7.92| .303|7d12 | 2|15.83| .607|15.83| .607|7d12 +7d12 | 0. |0. | | 3|23.75| .91 |15.83| .607|7d12 +7d12 | 7.92| .303|7d12 |



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7 - RELAZIONE DI CALCOLO RINFORZO SCALA CON PROFILATO HEA 120

7.1 - Verifiche rinforzi

CAMPATE

Campata Lunghezza H sx H dx

n° [m] [m] [m]

1 3.92 0.00 2.00

APPOGGI

Nome Larghezza Rid.

Mom

Appoggio

[cm] %

A 10 0.0 Si

B 10 0.0 Si

SEZIONI

Nome Altezza Base cfs cfi J

[cm] [cm] [cm] [cm] [cm4]

Rettangolare 15 174 2.00 2.00 48,938

CARICHI STATICI

DIST. PERM.


n° [m] [m] [N/m] [N/m]

Permanente 1 0 3.92 6401 6401

Permanente 1 0 3.92 5220 5220

DIST. ACC.


n° [m] [m] [N/m] [N/m]

Cat.A (domestici e

residenziali)

1 0 3.92 6960 6960

CALCESTRUZZO

Nome Rck E Densità Sigma TauC0 TauC1

[N/mm²] [N/mm²] [kg/m³] [N/mm²] [N/mm² [N/mm²]



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]

CLS 300 29.43 30,584.54 2,500 9.56 0.59 1.79

BARRE ARMATURA

Armatura Sigma E m

[N/mm²] [N/mm²]

Feb 44k Aderenza

migliorata

255.06 206,010.0

0

15

SOLLECITAZIONI

Campata Ascissa M min M max T max T min N max N min

n° [m] [N m] [N m] [kg] [kg] [kg] [kg]

1 0.00 0.00 0.00 3,306.88 2,068.20 -1,687.18 -

1,055.20

1 2.20 - 35,690.39 - 0.00 -1,687.18 0.00

1 3.92 0.00 0.00 -2,068.20 -

3,306.88

1,055.20 1,687.18

REAZIONI VINCOLARI

Appoggio R max Vert R min

Vert

R max

Oriz

R min

Oriz

[kg] [kg] [kg] [kg]

A 36,419 22,777 0 0

B 36,419 22,777 0 0

DEFORMATA

Campata Ascissa Def. min Def. max

[m] [cm] [cm]

1 0.00 0.0000 -

1 2.20 - -0.4802

ARMATURA

LONGITUDINALE

Campata Ascissa Area

Fesotto

Area

Fesopra

Sigma

FeSup

Sigma

Feinf

Sigma

Cls

Momen

to

[m] [cm²] [cm²] [N/mm²] [N/mm² [N/mm²] [N m]



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]

1 0.00 6.79 6.79 0.00 0.00 0.00 0.00

1 2.20 12.42 6.79 248.63 248.63 -8.23 35,690.3

9

1 3.92 6.79 6.79 0.00 0.00 0.00 0.00

STAFFATURA

Campata Xi Xf Staffa Passo TauMa

x

[m] [m] [m] [N/mm²

]

1 0.00 0.13 2Ø8 0.06 0.15

1 0.13 3.66 2Ø8 0.06 0.14

1 3.66 3.92 2Ø8 0.06 0.16

FESSURAZIONE

Campata Magente Mfessur.

[N m] [N m]

1 35,690.39 19,209.55



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8 - RELAZIONE DI CALCOLO NUOVI FALSI PUNTONI COPERTURA

8.1 - Verifiche falsi puntoni 20x26

CAMPATE Campata Lunghezza H sx H dx

n° [m] [m] [m]

1 6.65 0.00 4.48

APPOGGI Nome Larghezza Rid. Mom Appoggio

[cm] %

A 30 0.0 Si

B 20 0.0 Si

SEZIONI Nome a b c d cfs cfi J

[cm] [cm] [cm] [cm] [cm] [cm] [cm4]

Legno 20x26.SEZ - - - - 0.00 0.00 29,293

CARICHI STATICI DIST.

PERM.


n° [m] [m] [N/m] [N/m]

Permanente 1 0 6.65 306 306

Permanente 1 0 6.65 1300 1300

DIST. ACC.


n° [m] [m] [N/m] [N/m]

(nessuno) 1 0 6.65 1700 1700

MATERIALE OMOGENEO

Materiale Sigma E Densità

[N/mm²] [N/mm²] [kg/m³]



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Abete AVH 9.81 9,810.00 600

SOLLECITAZIONI Campata Ascissa M min M max T max T min N max N min

n° [m] [N m] [N m] [kg] [kg] [kg] [kg]

1 0.00 0.00 0.00 929.32 451.45 -626.07 -304.13

1 4.01 - 18,274.95 - 0.00 -626.07 0.00

1 6.65 0.00 0.00 -451.45 -929.32 304.13 626.07

REAZIONI VINCOLARI Appoggio R max Vert R min Vert R max

Oriz

R min

Oriz

[kg] [kg] [kg] [kg]

A 10,992 5,340 0 0

B 10,992 5,340 0 0

Carmagnola, Novembre 2008

Il progettista

Ing. Stefano Benelli

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RELAZIONE TECNICO SPECIALISTICA DI CALCOLO … · criteri generali per la classificazione sismica...

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