PROGETTO ESECUTIVO LAVORI DI ADEGUAMENTO SISMICO … · 2020. 5. 15. · IPE PROGETTI SRL...

03 28/02/2020 CORREZIONI FORMALI CRZ GOI PRN

02 11/12/2019 CORREZIONI FORMALI CRZ GOI PRN

01 07/05/2019 AGGIORNAMENTO GENERALE CRZ GOI PRN

00 05/03/2019 PRIMA EMISSIONE CRZ GOI PRN

REV. DATE/ DATA DESCRIPTION / DESCRIZIONE WRITTEN REDATTO

CHECKED CONTROLLATO

APPROVED APPROVATO

PROGETTO ESECUTIVO LAVORI DI ADEGUAMENTO SISMICO

SCUOLA PRIMARIA COLLODI

LOCATION / LUOGO

Pinerolo (TO) viale Kennedy, n°24 Italy

OBJECT / OGGETTO

Scuola Primaria “Collodi”

DESIGN TYPE / TIPO DI PROGETTO

PROGETTO ESECUTIVO

CLIENT / CLIENTE COMUNE DI PINEROLO Piazza Vittorio Veneto 1 10064 Pinerolo (TO) - Italy

STAMP / TIMBRO

STRUCTURAL DESIGNER / PROGETTISTA STRUTTURALE

ing. GOIO Alberto, corso Principe Oddone, 70 10152 Torino (TO) - Italy [email protected]

STAMP / TIMBRO

TITLE / TITOLO

RELAZIONE TECNICA SPECIALISTICA E DI CALCOLO Verifica strutture blocco aule

ORDER / COMMESSA

18_049 DOCUMENT N° / DOCUMENTO N°

18_049-DOC-E-003

IPE PROGETTI SRL CORSO PRINCIPE ODDONE, 70 – 10152 TORINO – ITALY T +39 011 89 96 040 – F +39 011 07 04 474 www.ipeprogetti.it – [email protected]

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IPE PROGETTI SRL 18_049-Progetto esecutivo di adeguamento scuola “Collodi” – Pinerolo (TO)

Relazione tecnica specialistica e di calcolo – Verifica strutture blocco aule 3

INDICE:

1. PREMESSA ................................................................................................................ 5

1.1. DESCRIZIONE DELL’OPERA ............................................................................................. 5

2. CALCOLO STRUTTURALE DEL BLOCCO AULE .................................................... 7

2.1. DESCRIZIONE DEL MODELLO .......................................................................................... 7

2.2. DESCRIZIONE DELLE COMBINAZIONI DI CARICO......................................................... 10

2.3. CARATTERISTICHE GEOMETRICHE E MECCANICHE DELLE SEZIONI ........................ 13

2.4. VERIFICHE TRAVI IN C.A. ..................................................................................................... 15

2.4.1. TRAVE 30X60 ................................................................................................................... 15 2.4.2. TRAVE 30X120 ................................................................................................................. 21 2.5. VERIFICHE SETTI ................................................................................................................. 29

2.5.1. SETTO 1 E 2 ..................................................................................................................... 29 2.5.2. SETTO 8-10 ..................................................................................................................... 34 2.5.3. SETTO 7-9 ....................................................................................................................... 38 2.6. VERIFICHE STRUTTURE IN ACCIAIO.............................................................................. 42

2.6.1. VERIFICHE DELLE ASTE - PORTALI INTERNI .......................................................................... 42 2.6.2. VERIFICHE DELLE ASTE - SETTI TRALICCIATI ....................................................................... 63 2.6.3. VERIFICA NODO DIAGONALE 2XL50X5 RETICOLARE DI TELAIO INTERNO ................................ 81 2.6.4. VERIFICA NODO DIAGONALE 2XUPN100 RETICOLARE DI TELAIO ESTERNO ............................ 82 2.6.5. VERIFICA TASSELLI ........................................................................................................... 83 2.7. VERIFICHE DEGLI SPOSTAMENTI ........................................................................................... 86

3. CALCOLO STRUTTURALE DELLA PENSILINA DI INGRESSO ............................ 88

3.1. DESCRIZIONE DELL’OPERA ........................................................................................... 88

3.2. DESCRIZIONE DEL MODELLO ........................................................................................ 88

3.3. DESCRIZIONE DELLE COMBINAZIONI DI CARICO......................................................... 90

3.4. CARATTERISTICHE GEOMETRICHE E MECCANICHE DELLE SEZIONI ........................ 91

3.4.1. CARATTERISTICHE GEOMETRICHE E MECCANICHE DELLE SEZIONI ...................................... 91 3.4.2. DATI DELLE ASTE ............................................................................................................. 93 3.4.3. ATTRIBUTI DI INSTABILITA' ................................................................................................. 94 3.5. VERIFICA DELLE ASTE .................................................................................................... 95

3.5.1. VERIFICA PER PROPRIETÀ ................................................................................................ 95 3.6. VERIFICA DEGLI SPOSTAMENTI ........................................................................................... 114

3.7. VERIFICA NODI .............................................................................................................. 115

3.7.1. REAZIONI VINCOLARI ....................................................................................................... 115 3.7.2. NODO INCASTRO BASE COLONNA ..................................................................................... 116 3.7.3. VERIFICA PERNO ............................................................................................................ 118

4. CALCOLO STRUTTURALE DELLA RAMPA ........................................................ 120

4.1. DESCRIZIONE DELL’OPERA ......................................................................................... 120

4.2. DESCRIZIONE DEL MODELLO ...................................................................................... 120

4.3. DESCRIZIONE DELLE COMBINAZIONI DI CARICO....................................................... 121



4.4. CARATTERISTICHE GEOMETRICHE E MECCANICHE DELLE SEZIONI ...................... 121

4.5. VERIFICA DELLE ASTE .................................................................................................. 122

4.6. VERIFICA DEGLI SPOSTAMENTI .................................................................................. 128

4.7. REAZIONI VINCOLARI .................................................................................................... 128

4.8. VERIFICA NODI .............................................................................................................. 139

4.8.1. ANCORAGGIO DI BASE ..................................................................................................... 139 4.8.2. GIUNZIONE COLONNA UPN120 – TRAVE UPN120 ............................................................ 142



1. PREMESSA

La presente relazione tratta le verifiche strutturali di tutte le opere di nuova costruzione atte ad ot-tenere l’adeguamento sismico del compleso scolastico Collodi in Pinerolo.

Nello specifico in questa sezione verranno trattate le verifiche delle strutture da edificarsi sul blocco aule.

1.1. DESCRIZIONE DELL’OPERA

Data la particolare conformazione dell’edificio, considerando che il blocco aule e il blocco pale-stra si presentano entrambi con diversa tipologia strutturale e diverse quote di imposta delle fon-dazioni, quindi con comportamenti dinamici eterogenei, e considerando che i due blocchi presi

singolarmente si presenterebbero con caratteristiche di regolarità sia in pianta che in altezza, mentre nello stato attuale, uniti, non rispetterebbero nessuna delle due condizioni di regolarità, risulta certamente evidente la necessità di creare un giunto antisismico tra i due blocchi.

Tale giunto si può realizzare raddoppiando gli elementi di sostegno verticali sul primo allineamen-to di pilastri del blocco palestra.

Tale raddoppio avverrà come segue:

a) inserimento di 2 setti a forma di L sugli allineamenti longitudinali esterni del blocco aule

b) inserimento di una colonna in carpenteria metallica sull’allineamento centrale e una in corri-spondenza delle travi in falso superiori.

c) Creazione di una trave trasversale di collegamento tra i due setti

Oltre ai due setti a forma di L previsti nella zona del nuovo giunto sismico, si prevede l’inserimento di altri 2 setti in direzione trasversale e 2 in senso longitudinale sui fili più esterni del blocco aule opposti al filo del giunto. Tale posizione consente di equilibrare l’effetto sulla ridistri-buzione delle rigidezze, dell’inserimento dei due nuovi setti in corrispondenza del giunto confe-rendo al blocco più rigidezza trasversale.

Al fine di incrementare la rigidezza longitudinale del blocco aule si prescrive la creazione di telai costituiti da travi e colonne in carpenteria metallica all’interno della maglia strutturale dell’allineamento di spina interno. Tale intervento ha la duplice funzione di irrigidire l’intera struttu-

ra in senso longitudinale e di rinforzare i singoli elementi strutturali di tale allineamento sopperen-do alle carenze strutturali rilevate.

Tali telai sono costituiti da 2 colonne per ciascuna campata, e due travi (una all’intradosso della trave soprastante e una all’intradosso della trave soprastante). Le travi e le colonne sono costitui-te da profili UPN120 tassellati ogni 50 cm alla struttura portante in calcestruzzo. Una delle due colonne è in realtà un pilastro tralicciato costituito da colonne UPN120 e da montanti e diagonali

di sezione 2L50x5. La colonna tralicciata ha profondità 60 cm.



Sul lato lungo del blocco aule è presente l’ingresso principale all’edificio costituito da una rampa

di scale in c.a. coperta da una grande pensilina in c.a. a sbalzo.

In questa situazione si individuano due problematiche diverse:

a) problema di stabilità della tettoia in c.a. a sbalzo in caso di sisma (3m di sbalzo circa)

b) problema di irregolarità in pianta legato alla sagoma della scala

Al fine di risolvere entrambe le problematiche si prevede la demolizione del blocco scala e della pensilina da ricostruire con una struttura indipendente scollegata dal blocco aule.

La ricostruzione della scala avverrà mediante una nuova struttura in calcestruzzo indipendente e scollegata dal blocco principale. Al di sopra di tale struttura verrà ancorata la pensilina di ingresso in carpenteria metallica con copertura in pannelli in lamiera grecata coibentata di sp.4.0 cm.



2. CALCOLO STRUTTURALE DEL BLOCCO AULE

2.1. DESCRIZIONE DEL MODELLO

E’ stato realizzato un modello di calcolo della struttura esistente e delle nuove strutture di rinfor-zo utilizzando un software agli elementi finiti tridimensionale. Sono stati utilizzati elementi sia mo-nodimensionali beam per modellare travi e pilastri, sia bidimensionali (piastre e membrane train-

golari e quadrangolari) per la modellazione dei nuovi setti in cemento armato. La struttura è stata schematizzata escludendo il contributo degli elementi aventi rigidezza e resistenza trascurabili a fronte dei principali. ). I vincoli sono considerati puntuali ed inseriti tramite le sei costanti di rigi-dezza elastica.

I carichi sono stati applicati mediante l’uso di aree di carico.

Tutti gli elementi sono caratterizzati da dimensioni e caratteristiche meccaniche aderenti con quelle previste in progetto.

Si riportano nel seguito alcune immagini del modello di calcolo.



2.2. DESCRIZIONE DELLE COMBINAZIONI DI CARICO

LIST OF LOAD COMBINATIONS -------------------------------------------------------------------------------------- LCB C Loadcase Name(Factor) + Loadcase Name(Factor) + Loadcase Name(Factor) -------------------------------------------------------------------------------------- 1 2 Peso Proprio( 1.300) + Permanente( 1.300) +Variabile scuola( 1.500) 2 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)( 1.000) + SLD Y(RS)( 0.300) + SLD X(ES)( 1.000) + SLD Y(ES)( 0.300) 3 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)( 1.000) + SLD Y(RS)( 0.300) + SLD X(ES)(-1.000) + SLD Y(ES)(-0.300) 4 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)( 1.000) + SLD Y(RS)(-0.300) + SLD X(ES)( 1.000) + SLD Y(ES)(-0.300) 5 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)( 1.000) + SLD Y(RS)(-0.300) + SLD X(ES)(-1.000) + SLD Y(ES)( 0.300) 6 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)( 0.300) + SLD Y(RS)( 1.000) + SLD X(ES)( 0.300) + SLD Y(ES)( 1.000) 7 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)( 0.300) + SLD Y(RS)( 1.000) + SLD X(ES)(-0.300) + SLD Y(ES)(-1.000) 8 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)(-0.300) + SLD Y(RS)( 1.000) + SLD X(ES)(-0.300) + SLD Y(ES)( 1.000) 9 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)(-0.300) + SLD Y(RS)( 1.000) + SLD X(ES)( 0.300) + SLD Y(ES)(-1.000) 10 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)( 1.000) + SLD Y(RS)( 0.300) + SLD X(ES)( 1.000) + SLD Y(ES)(-0.300) 11 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)( 1.000) + SLD Y(RS)( 0.300) + SLD X(ES)(-1.000) + SLD Y(ES)( 0.300) 12 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)( 1.000) + SLD Y(RS)(-0.300) + SLD X(ES)( 1.000) + SLD Y(ES)( 0.300) 13 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)( 1.000) + SLD Y(RS)(-0.300) + SLD X(ES)(-1.000) + SLD Y(ES)(-0.300) 14 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)( 0.300) + SLD Y(RS)( 1.000) + SLD X(ES)(-0.300) + SLD Y(ES)( 1.000) 15 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)( 0.300) + SLD Y(RS)( 1.000) + SLD X(ES)( 0.300) + SLD Y(ES)(-1.000) 16 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)(-0.300) + SLD Y(RS)( 1.000) + SLD X(ES)( 0.300) + SLD Y(ES)( 1.000) 17 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)(-0.300) + SLD Y(RS)( 1.000) + SLD X(ES)(-0.300) + SLD Y(ES)(-1.000) 18 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)(-1.000) + SLD Y(RS)(-0.300) + SLD X(ES)(-1.000) + SLD Y(ES)(-0.300) 19 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)(-1.000) + SLD Y(RS)(-0.300) + SLD X(ES)( 1.000) + SLD Y(ES)( 0.300) 20 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)(-1.000) + SLD Y(RS)( 0.300) + SLD X(ES)(-1.000) + SLD Y(ES)( 0.300) 21 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)(-1.000) + SLD Y(RS)( 0.300) + SLD X(ES)( 1.000) + SLD Y(ES)(-0.300) 22 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)(-0.300) + SLD Y(RS)(-1.000) + SLD X(ES)(-0.300) + SLD Y(ES)(-1.000) 23 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)(-0.300) + SLD Y(RS)(-1.000) + SLD X(ES)( 0.300) + SLD Y(ES)( 1.000) 24 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)( 0.300) + SLD Y(RS)(-1.000) + SLD X(ES)( 0.300) + SLD Y(ES)(-1.000) 25 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)( 0.300) + SLD Y(RS)(-1.000) + SLD X(ES)(-0.300) + SLD Y(ES)( 1.000) 26 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)(-1.000) + SLD Y(RS)(-0.300) + SLD X(ES)(-1.000) + SLD Y(ES)( 0.300) 27 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600)



+ SLD X(RS)(-1.000) + SLD Y(RS)(-0.300) + SLD X(ES)( 1.000) + SLD Y(ES)(-0.300) 28 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)(-1.000) + SLD Y(RS)( 0.300) + SLD X(ES)(-1.000) + SLD Y(ES)(-0.300) 29 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)(-1.000) + SLD Y(RS)( 0.300) + SLD X(ES)( 1.000) + SLD Y(ES)( 0.300) 30 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)(-0.300) + SLD Y(RS)(-1.000) + SLD X(ES)( 0.300) + SLD Y(ES)(-1.000) 31 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)(-0.300) + SLD Y(RS)(-1.000) + SLD X(ES)(-0.300) + SLD Y(ES)( 1.000) 32 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)( 0.300) + SLD Y(RS)(-1.000) + SLD X(ES)(-0.300) + SLD Y(ES)(-1.000) 33 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLD X(RS)( 0.300) + SLD Y(RS)(-1.000) + SLD X(ES)( 0.300) + SLD Y(ES)( 1.000) 34 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 1.000) 35 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.700) 36 2 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) 37 1 Peso Proprio( 1.300) + Permanente( 1.300) +Variabile scuola( 1.500) 38 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV X(RS)( 1.000) + SLV X(ES)( 1.000) + SLV Y(RS)( 0.300) + SLV Y(ES)( 0.300) 39 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV X(RS)( 1.000) + SLV X(ES)(-1.000) + SLV Y(RS)( 0.300) + SLV Y(ES)(-0.300) 40 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV X(RS)( 1.000) + SLV X(ES)( 1.000) + SLV Y(RS)(-0.300) + SLV Y(ES)(-0.300) 41 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV X(RS)( 1.000) + SLV X(ES)(-1.000) + SLV Y(RS)(-0.300) + SLV Y(ES)( 0.300) 42 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV Y(RS)( 1.000) + SLV Y(ES)( 1.000) + SLV X(RS)( 0.300) + SLV X(ES)( 0.300) 43 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV Y(RS)( 1.000) + SLV Y(ES)(-1.000) + SLV X(RS)( 0.300) + SLV X(ES)(-0.300) 44 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV Y(RS)( 1.000) + SLV Y(ES)( 1.000) + SLV X(RS)(-0.300) + SLV X(ES)(-0.300) 45 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV Y(RS)( 1.000) + SLV Y(ES)(-1.000) + SLV X(RS)(-0.300) + SLV X(ES)( 0.300) 46 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV X(RS)( 1.000) + SLV X(ES)( 1.000) + SLV Y(RS)( 0.300) + SLV Y(ES)(-0.300) 47 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV X(RS)( 1.000) + SLV X(ES)(-1.000) + SLV Y(RS)( 0.300) + SLV Y(ES)( 0.300) 48 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV X(RS)( 1.000) + SLV X(ES)( 1.000) + SLV Y(RS)(-0.300) + SLV Y(ES)( 0.300) 49 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV X(RS)( 1.000) + SLV X(ES)(-1.000) + SLV Y(RS)(-0.300) + SLV Y(ES)(-0.300) 50 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV Y(RS)( 1.000) + SLV Y(ES)( 1.000) + SLV X(RS)( 0.300) + SLV X(ES)(-0.300) 51 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV Y(RS)( 1.000) + SLV Y(ES)(-1.000) + SLV X(RS)( 0.300) + SLV X(ES)( 0.300) 52 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV Y(RS)( 1.000) + SLV Y(ES)( 1.000) + SLV X(RS)(-0.300) + SLV X(ES)( 0.300) 53 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV Y(RS)( 1.000) + SLV Y(ES)(-1.000) + SLV X(RS)(-0.300) + SLV X(ES)(-0.300) 54 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV X(RS)(-1.000) + SLV X(ES)(-1.000) + SLV Y(RS)(-0.300) + SLV Y(ES)(-0.300) 55 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV X(RS)(-1.000) + SLV X(ES)( 1.000) + SLV Y(RS)(-0.300) + SLV Y(ES)( 0.300) 56 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV X(RS)(-1.000) + SLV X(ES)(-1.000) + SLV Y(RS)( 0.300) + SLV Y(ES)( 0.300) 57 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV X(RS)(-1.000) + SLV X(ES)( 1.000) + SLV Y(RS)( 0.300) + SLV Y(ES)(-0.300)



58 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV Y(RS)(-1.000) + SLV Y(ES)(-1.000) + SLV X(RS)(-0.300) + SLV X(ES)(-0.300) 59 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV Y(RS)(-1.000) + SLV Y(ES)( 1.000) + SLV X(RS)(-0.300) + SLV X(ES)( 0.300) 60 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV Y(RS)(-1.000) + SLV Y(ES)(-1.000) + SLV X(RS)( 0.300) + SLV X(ES)( 0.300) 61 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV Y(RS)(-1.000) + SLV Y(ES)( 1.000) + SLV X(RS)( 0.300) + SLV X(ES)(-0.300) 62 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV X(RS)(-1.000) + SLV X(ES)(-1.000) + SLV Y(RS)(-0.300) + SLV Y(ES)( 0.300) 63 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV X(RS)(-1.000) + SLV X(ES)( 1.000) + SLV Y(RS)(-0.300) + SLV Y(ES)(-0.300) 64 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV X(RS)(-1.000) + SLV X(ES)(-1.000) + SLV Y(RS)( 0.300) + SLV Y(ES)(-0.300) 65 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV X(RS)(-1.000) + SLV X(ES)( 1.000) + SLV Y(RS)( 0.300) + SLV Y(ES)( 0.300) 66 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV Y(RS)(-1.000) + SLV Y(ES)(-1.000) + SLV X(RS)(-0.300) + SLV X(ES)( 0.300) 67 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV Y(RS)(-1.000) + SLV Y(ES)( 1.000) + SLV X(RS)(-0.300) + SLV X(ES)(-0.300) 68 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV Y(RS)(-1.000) + SLV Y(ES)(-1.000) + SLV X(RS)( 0.300) + SLV X(ES)(-0.300) 69 1 Peso Proprio( 1.000) + Permanente( 1.000) +Variabile scuola( 0.600) + SLV Y(RS)(-1.000) + SLV Y(ES)( 1.000) + SLV X(RS)( 0.300) + SLV X(ES)( 0.300) --------------------------------------------------------------------------------------



2.3. CARATTERISTICHE GEOMETRICHE E MECCANICHE DELLE SEZIONI

ID Name Area

(cm^2)

Asy

(cm^2)

Asz

(cm^2)

Ixx

(cm^4)

Iyy

(cm^4)

Izz

(cm^4)

Cyp

(cm)

Cym

(cm)

Czp

(cm)

Czm

(cm)

Qyb

(cm^2)

Qzb

(cm^2)

1 35x35 1225.0 1020.8 1020.8 211025.4 125052.1 125052.1 17.5 17.5 17.5 17.5 153.1 153.1

2 35x40 1400.0 1166.7 1166.7 271929.1 142916.7 186666.7 20.0 20.0 17.5 17.5 153.1 200.0

3 30x35 1050.0 875.0 875.0 152551.3 78750.0 107187.5 17.5 17.5 15.0 15.0 112.5 153.1

4 40x35 1400.0 1166.7 1166.7 271929.1 186666.7 142916.7 17.5 17.5 20.0 20.0 200.0 153.1

5 25x35 875.0 729.2 729.2 102039.9 45572.9 89322.9 17.5 17.5 12.5 12.5 78.1 153.1

6 35x30 1050.0 875.0 875.0 152551.3 107187.5 78750.0 15.0 15.0 17.5 17.5 153.1 112.5

7 30x55 1650.0 1375.0 1375.0 326154.8 123750.0 415937.5 27.5 27.5 15.0 15.0 112.5 378.1

9 50x40 2000.0 1666.7 1666.7 547416.7 416666.7 266666.7 20.0 20.0 25.0 25.0 312.5 200.0

10 30x60 1800.0 1500.0 1500.0 370785.9 135000.0 540000.0 30.0 30.0 15.0 15.0 112.5 450.0

11 25x40 1000.0 833.3 833.3 127345.2 52083.3 133333.3 20.0 20.0 12.5 12.5 78.1 200.0

12 25x50 1250.0 1041.7 1041.7 178812.7 65104.2 260416.7 25.0 25.0 12.5 12.5 78.1 312.5

13 25x70 1750.0 1458.3 1458.3 282663.3 91145.8 714583.3 35.0 35.0 12.5 12.5 78.1 612.5

14 50x35 1750.0 1458.3 1458.3 405757.3 364583.3 178645.8 17.5 17.5 25.0 25.0 312.5 153.1

16 T30x60 1800.0 1500.0 1500.0 370785.9 540000.0 135000.0 15.0 15.0 30.0 30.0 450.0 112.5

17 T20x60 1200.0 1000.0 1000.0 126434.6 360000.0 40000.0 10.0 10.0 30.0 30.0 450.0 50.0

18 T40x25 1000.0 833.3 833.3 127345.2 52083.3 133333.3 20.0 20.0 12.5 12.5 78.1 200.0

19 T30x70 2100.0 1750.0 1750.0 460378.2 857500.0 157500.0 15.0 15.0 35.0 35.0 612.5 112.5

20 T30x25 750.0 625.0 625.0 77515.4 39062.5 56250.0 15.0 15.0 12.5 12.5 78.1 112.5

21 T25x60 1500.0 1250.0 1250.0 230674.8 450000.0 78125.0 12.5 12.5 30.0 30.0 450.0 78.1

22 T25x40 1000.0 833.3 833.3 127345.2 133333.3 52083.3 12.5 12.5 20.0 20.0 200.0 78.1

24 T35x60 2100.0 1750.0 1750.0 545409.5 630000.0 214375.0 17.5 17.5 30.0 30.0 450.0 153.1

25 2L50x5 9.5 4.2 4.2 0.8 22.5 58.0 5.5 5.5 1.4 3.6 6.4 12.5

26 T60x25 1500.0 1250.0 1250.0 230674.8 78125.0 450000.0 30.0 30.0 12.5 12.5 78.1 450.0

27 T 30X60 NUOVA 1800.0 1500.0 1500.0 370785.9 540000.0 135000.0 15.0 15.0 30.0 30.0 450.0 112.5

28 UPN120 17.0 8.3 8.4 3.8 364.0 43.2 3.8 1.7 6.0 6.0 52.3 7.1

29 T60x20 1200.0 1000.0 1000.0 126434.6 40000.0 360000.0 30.0 30.0 10.0 10.0 50.0 450.0

31 T30x50 1500.0 1250.0 1250.0 281737.1 312500.0 112500.0 15.0 15.0 25.0 25.0 312.5 112.5

32 T30x40 1200.0 1000.0 1000.0 194385.1 160000.0 90000.0 15.0 15.0 20.0 20.0 200.0 112.5

33 T30x65 1950.0 1625.0 1625.0 415543.2 686562.5 146250.0 15.0 15.0 32.5 32.5 528.1 112.5

34 T30x86 2580.0 2150.0 2150.0 604109.9 1590140.0 193500.0 15.0 15.0 43.0 43.0 924.5 112.5

36 T30x80 2400.0 2000.0 2000.0 550180.3 1280000.0 180000.0 15.0 15.0 40.0 40.0 800.0 112.5

37 35x45 1575.0 1312.5 1312.5 337603.9 160781.3 265781.3 22.5 22.5 17.5 17.5 153.1 253.1

38 30x40 1200.0 1000.0 1000.0 194385.1 90000.0 160000.0 20.0 20.0 15.0 15.0 112.5 200.0

39 25x55 1375.0 1145.8 1145.8 204718.9 71614.6 346614.6 27.5 27.5 12.5 12.5 78.1 378.1

40 30x50 1500.0 1250.0 1250.0 281737.1 112500.0 312500.0 25.0 25.0 15.0 15.0 112.5 312.5

41 25x30 750.0 625.0 625.0 77515.4 39062.5 56250.0 15.0 15.0 12.5 12.5 78.1 112.5

42 25x55 1375.0 1145.8 1145.8 204718.9 71614.6 346614.6 27.5 27.5 12.5 12.5 78.1 378.1



43 20x40 800.0 666.7 666.7 73241.7 26666.7 106666.7 20.0 20.0 10.0 10.0 50.0 200.0

44 T35x70 2450.0 2041.7 2041.7 686926.7 1000416.7 250104.2 17.5 17.5 35.0 35.0 612.5 153.1

45 HEA240 76.8 48.0 17.3 30.7 7760.0 2770.0 12.0 12.0 11.5 11.5 471.6 72.0

46 T35x80 2800.0 2333.3 2333.3 829164.2 1493333.3 285833.3 17.5 17.5 40.0 40.0 800.0 153.1

47 T50x25 1250.0 1041.7 1041.7 178812.7 65104.2 260416.7 25.0 25.0 12.5 12.5 78.1 312.5

48 T25x70 1750.0 1458.3 1458.3 282663.3 714583.3 91145.8 12.5 12.5 35.0 35.0 612.5 78.1

50 T40x100 4000.0 3333.3 3333.3 1596880.2 3333333.3 533333.3 20.0 20.0 50.0 50.0 1250.0 200.0

51 T35x20 700.0 583.3 583.3 60031.9 23333.3 71458.3 17.5 17.5 10.0 10.0 50.0 153.1

52 T30x75 2250.0 1875.0 1875.0 505262.9 1054687.5 168750.0 15.0 15.0 37.5 37.5 703.1 112.5

55 T25x75 1875.0 1562.5 1562.5 308678.1 878906.3 97656.3 12.5 12.5 37.5 37.5 703.1 78.1

56 T40x20 800.0 666.7 666.7 73241.7 26666.7 106666.7 20.0 20.0 10.0 10.0 50.0 200.0

57

RHS-CF

200X200X10

UNI781

72.6 40.0 40.0 6859.0 4251.0 4251.0 10.0 10.0 10.0 10.0 135.5 135.5

58 2UPN100 27.0 14.2 12.0 5.2 414.0 195.1 5.5 5.5 5.0 5.0 41.0 12.5



2.4. VERIFICHE TRAVI IN C.A.

2.4.1. TRAVE 30X60 ------------------------------------------------------------------------------------------ midas Gen - RC-Beam Checking | Eurocode2:04 & NTC2018 | Gen 2020 ========================================================================================== *.midas Gen - RC-BEAM Analysis/Design Program. *.PROJECT : *.DESIGN CODE : Eurocode2:04, *.UNIT SYSTEM : kN, m (Note. Nonhomogenous equation in the code are written in SI units in the report) *.MEMBER : Member Type = BEAM, MEMB = 456 *.DESCRIPTION OF BEAM DATA (iSEC = 23) : TR 60X30 Section Type : Rectangle (RECT) Beam Length (Span) = 10.075 m. Section Depth (Hc) = 0.600 m. Section Width (Bc) = 0.300 m. Concrete Strength (fck) = 25000.000 KPa. Modulus of Elasticity (Ec) = 31475806.210 KPa. Main Rebar Strength (fyk) = 450000.000 KPa. Stirrups Strength (fyw) = 450000.000 KPa. Modulus of Elasticity (Es) = 200000000.000 KPa. *.DESCRIPTION OF APPLIED FACTORS FOR DESIGN/CHECKING. Special Provisions For Seismic Design. -. Shear Force For Seismic Design (Gamma_Rd) = 1.200 *.FORCES AND MOMENTS AT CHECK POINT : (Note. Bending Moments are determined in order to meet the requirement of the clause 5.4.3.1.2(4) a) of EN1998-1.) Positive Bending Moment P-M_Ed = 80.00 kN-m., LCB = 37 Negative Bending Moment N-M_Ed = 3.71 kN-m., LCB = 59 Shear Force V_Ed = 45.10 kN. , LCB = 37 *.REINFORCEMENT PATTERN : --------------------------------------------------------- Location i di( m.) Rebar Asi( m^2.) --------------------------------------------------------- Top 1 0.040 3-P20 0.00094 Bottom 2 0.560 3-P20 0.00094 --------------------------------------------------------- Stirrups : P8 =============================================================================== |||*||| ANALYZE POSITIVE BENDING MOMENT CAPACITY. =============================================================================== ( ). Compute design parameters. -. lambda = 0.8000 ( fck



11-th 0.049 123.27 120.51 243.78 245.74 99.20 --------------------------------------------------------------------- ( ). Compute ultimate moment of resistance. -. a = lambda * X = 0.0392 m. -. Cc = eta*fcd*Bc*a = 123.270 kN. -. Cs = fsc * Asc = 120.513 kN. -. M_Rd = Cc*(d-a/2) + Cs*(d-dc) = 129.284 kN-m. ( ). Check ratio of positive moment resistance. -. Rat_P = M_Ed/M_Rd = 0.619 < 1.000 ---> O.K. ( ). Check ratio of neutral axis depth to effective depth. -. x/d = 0.087 -. Limit(x/d) = 0.450 ( fck O.K =============================================================================== |||*||| ANALYZE NEGATIVE BENDING MOMENT CAPACITY. =============================================================================== ( ). Compute design parameters. -. lambda = 0.8000 ( fck O.K. ( ). Check ratio of neutral axis depth to effective depth. -. x/d = 0.087 -. Limit(x/d) = 0.450 ( fck O.K =============================================================================== |||*||| ANALYZE SHEAR CAPACITY. =============================================================================== ( ). Compute design parameters. -. Gamma_c = 2.02 (for Fundamental or Earthquakes). -. Alpha_cc= 0.85 (Default or User Defined). -. fcd = Alpha_cc * fck / Gamma_c = 10493.827 KPa. -. Gamma_s = 1.73 (for Fundamental or Earthquakes). -. fywd = fyw / Gamma_s = 260869.565 KPa. ( ). Calculate shear strength of concrete. -. V_Ed = 45.104 kN. -. bw = 0.300 m. -. k = MIN[ 1.0+sqrt(200/d), 2.0 ] = 1.5976 (by d unit is mm).



-. Asl = 0.00094 m^2. (Area of tensile reinforcement). -. Rhol = Asl/(bw*d) = 0.00561 -. C_Rdc = 0.18/Gamma_c = 0.0889 -. V_Rdc1 = [ C_Rdc*k*(100*Rhol*fck)^(1/3) ]*bw*d = 57.525 kN. -. V_Rdc2 = [ 0.035*k^(3/2)*sqrt(fck) ]*bw*d = 59.368 kN. -. V_Rdc = MAX[ V_Rdc1, V_Rdc2 ] = 59.368 kN. -. Vwd = 0.0 kN. (V_Rdc > V_Ed) ---> Shear reinforcement is not required. ( ). Calculate required shear reinforcement. ( Asw1 = 0.00005 m^2. ) -. Asw/s1 = Vwd / (0.9*fywd*d) = 0.00000 m^2/m. -. Calculate spacing s1 = Not Required. -. Rhow = 0.00089 (by concrete and steel classes). -. Smax1 = Asw / (bw*Rhow) = 0.37500 m. -. Smax2 = MIN[ d/4, 24*Sbar, 8*Dbar, 225 mm ] = 0.14000 m. -. Applied spacing s = MIN[ Smax1, Smax2 ] = 0.14000 m. -. N_leg = 2 -. Asw/s = N_leg*Asw1 / s = 0.00071 m^2/m. -. Nu = 0.7 (fck O.K ! ( ). Check ratio of shear capacity. -. V_Ed / V_Rdc = 0.760 -. V_Ed / V_Rds = 0.343 -. V_Ed / V_RdMax = 0.081 -. Rat_V = 0.760 =============================================================================== |||*||| CHECK STRESS LIMITATION. =============================================================================== ( ). Calculate stress of bottom. -. LCB = 34 (Characteristic) -. k1 = 0.60000 -. k3 = 0.80000 ( Assumed Uncracked Section ) -. |Mu| = 61.49 kN-m. -. n = 12.70817( Long Term ). -. fctm = 0.30 * fck^(2/3) = 2564.96392 KPa. -. fr1 = (1.6 - H/1000) * fctm = 2564.96392 KPa. -. fr = MAX[ fctm, fr1 ] = 2564.96392 KPa. -. z_bar = 0.30000 m. -. Iyy = 0.00689 m^4. -. Ss_con (Tens.) = Mu*(H-z_bar)/Iyy = 2677.06670 KPa. Ss_con (Tens.) > fr ---> Cracked Section ! [ Dead Load Cases ] -. Mu_D = 61.22 kN-m. -. n = 12.70817( Long Term ). -. z_bar = 0.155 m. -. Icr = 0.0025 m^4. -. Ss_conD = Mu*z_bar/Icr = 3814.95707 KPa. -. Ss_stlD = Mu*(d-z_bar)*n/Icr =127063.60969 KPa. [ Live Load Cases : Characteristic ] -. Mu_L = 0.27 kN-m. -. n = 6.35409( Short Term ). -. z_bar = 0.121 m. -. Icr = 0.0014 m^4. -. Ss_conL = Mu*z_bar/Icr = 24.41729 KPa. -. Ss_stlL = Mu*(d-z_bar)*n/Icr = 560.03264 KPa. -. Ss_con = Ss_conD + Ss_conL + Ss_conE = 3839.37436 KPa. -. Ss_stl = Ss_stlD + Ss_stlL + Ss_stlE =127623.64233 KPa. Ss_con < k1*fck = 15000.00000 KPa. ---> O.K ! Ss_stl < k3*fyk =360000.00000 KPa. ---> O.K ! ( ). Calculate stress and check linear creep. -. LCB = 36 (Quasi-permanent) -. k2 = 0.45000 ( Assumed Uncracked Section ) -. |Mu| = 61.38 kN-m. -. n = 12.70817( Long Term ). -. fctm = 0.30 * fck^(2/3) = 2564.96392 KPa. -. fr1 = (1.6 - H/1000) * fctm = 2564.96392 KPa. -. fr = MAX[ fctm, fr1 ] = 2564.96392 KPa. -. z_bar = 0.30000 m.



-. Iyy = 0.00689 m^4. -. Ss_con (Tens.) = Mu*(H-z_bar)/Iyy = 2672.29350 KPa. Ss_con (Tens.) > fr ---> Cracked Section ! [ Dead Load Cases ] -. Mu_D = 61.22 kN-m. -. n = 12.70817( Long Term ). -. z_bar = 0.155 m. -. Icr = 0.0025 m^4. -. Ss_conD = Mu*z_bar/Icr = 3814.95707 KPa. -. Ss_stlD = Mu*(d-z_bar)*n/Icr =127063.60969 Kpa. [ Live Load Cases : Quasi-permanent ] -. Mu_L = 0.16 kN-m. -. n = 12.70817( Long Term ). -. z_bar = 0.155 m. -. Icr = 0.0025 m^4. -. Ss_conL = Mu*z_bar/Icr = 10.24876 KPa. -. Ss_stlL = Mu*(d-z_bar)*n/Icr = 341.35236 KPa. -. Ss_con = Ss_conD + Ss_conL + Ss_conE = 3825.20584 KPa. -. Ss_stl = Ss_stlD + Ss_stlL + Ss_stlE =127404.96205 KPa. Ss_con < k2*fck = 11250.00000 KPa. ---> Linear Creep ( ). Calculate stress of top. -. LCB = 34 (Characteristic) -. k1 = 0.60000 -. k3 = 0.80000 ( Assumed Uncracked Section ) -. |Mu| = 2.49 kN-m. -. n = 12.70817( Long Term ). -. fctm = 0.30 * fck^(2/3) = 2564.96392 KPa. -. fr1 = (1.6 - H/1000) * fctm = 2564.96392 KPa. -. fr = MAX[ fctm, fr1 ] = 2564.96392 KPa. -. z_bar = 0.30000 m. -. Iyy = 0.00689 m^4. -. Ss_con (Tens.) = Mu*(H-z_bar)/Iyy = 108.24989 KPa. -. Ss_con (Tens.) < fr ---> UnCracked Section ! -. Ss_con (Comp.) = Mu*(z_bar)/Iyy = 108.24989 KPa. -. Ss_con (Comp.) < k1*fck = 15000.00000 KPa. ---> O.K ! -. Ss_stl = Mu*(d-z_bar)*n/Iyy = 1192.23729 KPa. -. Ss_stl < k3*fyk = 360000.00000 KPa. ---> O.K ! ( ). Calculate stress and check linear creep. -. LCB = 36 (Quasi-permanent) -. k2 = 0.45000 ( Assumed Uncracked Section ) -. |Mu| = 2.48 kN-m. -. n = 12.70817( Long Term ). -. fctm = 0.30 * fck^(2/3) = 2564.96392 KPa. -. fr1 = (1.6 - H/1000) * fctm = 2564.96392 KPa. -. fr = MAX[ fctm, fr1 ] = 2564.96392 KPa. -. z_bar = 0.30000 m. -. Iyy = 0.00689 m^4. -. Ss_con (Tens.) = Mu*(H-z_bar)/Iyy = 107.83873 KPa. -. Ss_con (Tens.) < fr ---> UnCracked Section ! -. Ss_con (Comp.) = Mu*(z_bar)/Iyy = 107.83873 KPa. Ss_con (Comp.) < k2*fck = 11250.00000 KPa. ---> O.K! and Linear Creep =============================================================================== |||*||| CHECK CRACK WIDTHS. =============================================================================== ( ). Calculate crack width of bottom reinforcement. [ EN 1992-1-1:2004 Clause 7.3.4 , Appendix B. ] -. fcm = fck+8(MPa) = 33000.00000 KPa. -. fctm = 0.30*fck^(2/3)= 2564.96392 KPa.(fck



-. Ecm = 22[fcm/10]^0.3 *1000 =31475806.210 KPa. (by Table 3.1) -. Alpha_e = Es/Ecm = 6.35409 -. (Eps_sm-Eps_cm) = (Sigma_s-kt*fct.eff/Rho_p.eff*(1+Alpha_e*Rho_p.eff))/Es = 0.000441 >= 0.6*Sigma_s/Es = 0.000382 -. Bond coefficient(k1) = 0.8000 -. Strain distribution coefficient(k2) = 0.5000 -. NAD Value (k3) = 3.4000 -. NAD Value (k4) = 0.4250 -. c = 0.03000 m. -. Phi = 0.02000 m. -. S_r.max = k3*c + k1*k2*k4*Phi/Rho_p.eff = 0.21028 m. -. wk = S_r.max * ( Eps_sm-Eps_cm) = 0.00009 m. wk < 3.000e-004 m. ---> O.K ! ( ). Calculate crack width of top reinforcement. -. Ss_con (Tens.) < fr --> UnCracked Section (Do not check crack width.) -. wk = 0.0 m. =============================================================================== |||*||| CHECK DEFLECTIONS. =============================================================================== ( ). Compute Maximum Deflection. -. LCB = 34 (Characteristic). -. Position = 2.389 m. From i-end(Node 287). -. DAF = 1.000 (Deflection Amplification Factor) -. Def = -7.813e-004 * DAF = -7.813e-004 m. -. Def_Lim = L / 250.000 = 0.040 m. Def < Def_Lim ---> O.K !



2.4.2. TRAVE 30X120 ------------------------------------------------------------------------------------------ midas Gen - RC-Beam Checking [ Eurocode2:04 & NTC2018 ] Gen 2019 ========================================================================================== *.midas Gen - RC-BEAM Analysis/Design Program. *.PROJECT : *.DESIGN CODE : Eurocode2:04, *.UNIT SYSTEM : kgf, cm (Note. Nonhomogenous equation in the code are written in SI units in the report) *.MEMBER : Member Type = BEAM, MEMB = 316 *.DESCRIPTION OF BEAM DATA (iSEC = 27) : T 30X120 Section Type : Rectangle (RECT) Beam Length (Span) = 487.500 cm. Section Depth (Hc) = 120.000 cm. Section Width (Bc) = 30.000 cm. Concrete Strength (fck) = 254.929 kgf/cm^2. Modulus of Elasticity (Ec) = 320963.899 kgf/cm^2. Main Rebar Strength (fyk) = 4588.723 kgf/cm^2. Stirrups Strength (fyw) = 4588.723 kgf/cm^2. Modulus of Elasticity (Es) = 2039432.426 kgf/cm^2. *.DESCRIPTION OF APPLIED FACTORS FOR DESIGN/CHECKING. Special Provisions For Seismic Design. -. Shear Force For Seismic Design (Gamma_Rd) = 1.200 *.FORCES AND MOMENTS AT CHECK POINT : (Note. Bending Moments are determined in order to meet the requirement of the clause 5.4.3.1.2(4) a) of EN1998-1.) Positive Bending Moment P-M_Ed = 1025263.30 kgf-cm., LCB = 54 Negative Bending Moment N-M_Ed = 2050526.60 kgf-cm., LCB = 54 Shear Force V_Ed = 8782.46 kgf. , LCB = 37 *.REINFORCEMENT PATTERN : --------------------------------------------------------- Location i di( cm.) Rebar Asi( cm^2.) --------------------------------------------------------- Top 1 7.620 3-P20 9.42000 Bottom 2 112.380 3-P20 9.42000 --------------------------------------------------------- Stirrups : P8 =============================================================================== [[[*]]] ANALYZE POSITIVE BENDING MOMENT CAPACITY. =============================================================================== ( ). Compute design parameters. -. lambda = 0.8000 ( fck



( ). Check ratio of positive moment resistance. -. Rat_P = M_Ed/M_Rd = 0.378 < 1.000 ---> O.K. ( ). Check ratio of neutral axis depth to effective depth. -. x/d = 0.072 -. Limit(x/d) = 0.450 ( fck O.K =============================================================================== [[[*]]] ANALYZE NEGATIVE BENDING MOMENT CAPACITY. =============================================================================== ( ). Compute design parameters. -. lambda = 0.8000 ( fck O.K. ( ). Check ratio of neutral axis depth to effective depth. -. x/d = 0.072 -. Limit(x/d) = 0.450 ( fck O.K =============================================================================== [[[*]]] ANALYZE SHEAR CAPACITY. =============================================================================== ( ). Compute design parameters. -. Gamma_c = 2.02 (for Fundamental or Earthquakes). -. Alpha_cc= 0.85 (Default or User Defined). -. fcd = Alpha_cc * fck / Gamma_c = 107.007 kgf/cm^2. -. Gamma_s = 1.73 (for Fundamental or Earthquakes). -. fywd = fyw / Gamma_s = 2660.129 kgf/cm^2. ( ). Calculate shear strength of concrete. -. V_Ed = 8782.460 kgf. -. bw = 30.000 cm. -. k = MIN[ 1.0+sqrt(200/d), 2.0 ] = 1.4219 (by d unit is mm). -. Asl = 9.42000 cm^2. (Area of tensile reinforcement). -. Rhol = Asl/(bw*d) = 0.00279 -. C_Rdc = 0.18/Gamma_c = 0.0889 -. V_Rdc1 = [ C_Rdc*k*(100*Rhol*fck)^(1/3) ]*bw*d = 8305.927 kgf. -. V_Rdc2 = [ 0.035*k^(3/2)*sqrt(fck) ]*bw*d = 10200.322 kgf. -. V_Rdc = MAX[ V_Rdc1, V_Rdc2 ] = 10200.322 kgf. -. Vwd = 0.0 kgf. (V_Rdc > V_Ed) ---> Shear reinforcement is not required. ( ). Calculate required shear reinforcement. ( Asw1 = 0.50000 cm^2. ) -. Asw/s1 = Vwd / (0.9*fywd*d) = 0.00000 cm^2/m.



-. Calculate spacing s1 = Not Required. -. Rhow = 0.00089 (by concrete and steel classes). -. Smax1 = Asw / (bw*Rhow) = 37.50000 cm. -. Smax2 = MIN[ d/4, 24*Sbar, 8*Dbar, 225 mm ] = 16.00000 cm. -. Applied spacing s = MIN[ Smax1, Smax2 ] = 16.00000 cm. -. N_leg = 2 -. Asw/s = N_leg*Asw1 / s = 6.25000 cm^2/m. -. Nu = 0.7 (fck O.K ! ( ). Check ratio of shear capacity. -. V_Ed / V_Rdc = 0.861 -. V_Ed / V_Rds = 0.326 -. V_Ed / V_RdMax = 0.077 -. Rat_V = 0.861 =============================================================================== [[[*]]] CHECK STRESS LIMITATION. =============================================================================== ( ). Calculate stress of top. -. LCB = 34 (Characteristic) -. k1 = 0.60000 -. k3 = 0.80000 ( Assumed Uncracked Section ) -. |Mu| = 1226558.24 kgf-cm. -. n = 12.70817( Long Term ). -. fctm = 0.30 * fck^(2/3) = 26.15535 kgf/cm^2. -. fr1 = (1.6 - H/1000) * fctm = 10.46214 kgf/cm^2. -. fr = MAX[ fctm, fr1 ] = 26.15535 kgf/cm^2. -. z_bar = 60.00000 cm. -. Iyy = 4.92520e+006 cm^4. -. Ss_con (Tens.) = Mu*(H-z_bar)/Iyy = 14.94223 kgf/cm^2. -. Ss_con (Tens.) < fr ---> UnCracked Section ! -. Ss_con (Comp.) = Mu*(z_bar)/Iyy = 14.94223 kgf/cm^2. -. Ss_con (Comp.) < k1*fck = 152.95743 kgf/cm^2. ---> O.K ! -. Ss_stl = Mu*(d-z_bar)*n/Iyy = 165.77257 kgf/cm^2. -. Ss_stl < k3*fyk = 3670.97837 kgf/cm^2. ---> O.K ! ( ). Calculate stress and check linear creep. -. LCB = 36 (Quasi-permanent) -. k2 = 0.45000 ( Assumed Uncracked Section ) -. |Mu| = 1190215.40 kgf-cm. -. n = 12.70817( Long Term ). -. fctm = 0.30 * fck^(2/3) = 26.15535 kgf/cm^2. -. fr1 = (1.6 - H/1000) * fctm = 10.46214 kgf/cm^2. -. fr = MAX[ fctm, fr1 ] = 26.15535 kgf/cm^2. -. z_bar = 60.00000 cm. -. Iyy = 4.92520e+006 cm^4. -. Ss_con (Tens.) = Mu*(H-z_bar)/Iyy = 14.49949 kgf/cm^2. -. Ss_con (Tens.) < fr ---> UnCracked Section ! -. Ss_con (Comp.) = Mu*(z_bar)/Iyy = 14.49949 kgf/cm^2. Ss_con (Comp.) < k2*fck = 114.71807 kgf/cm^2. ---> O.K! and Linear Creep =============================================================================== [[[*]]] CHECK CRACK WIDTHS. =============================================================================== -. Ss_con (Tens.) < fr --> UnCracked Section (Do not check crack width.) -. wk = 0.0 cm. =============================================================================== [[[*]]] CHECK DEFLECTIONS. =============================================================================== ( ). Compute Maximum Deflection. -. LCB = 36 (Quasi-permanent). -. Position = 91.667 cm. From i-end(Node 155). -. DAF = 1.000 (Deflection Amplification Factor) -. Def = 0.003 * DAF = 0.003 cm. -. Def_Lim = L / 250.000 = 1.950 cm. Def < Def_Lim ---> O.K !



------------------------------------------------------------------------------------------ midas Gen - RC-Beam Checking [ Eurocode2:04 & NTC2018 ] Gen 2019 ========================================================================================== *.midas Gen - RC-BEAM Analysis/Design Program. *.PROJECT : *.DESIGN CODE : Eurocode2:04, *.UNIT SYSTEM : kgf, cm (Note. Nonhomogenous equation in the code are written in SI units in the report) *.MEMBER : Member Type = BEAM, MEMB = 451 *.DESCRIPTION OF BEAM DATA (iSEC = 27) : T 30X120 Section Type : Rectangle (RECT) Beam Length (Span) = 520.000 cm. Section Depth (Hc) = 120.000 cm. Section Width (Bc) = 30.000 cm. Concrete Strength (fck) = 254.929 kgf/cm^2. Modulus of Elasticity (Ec) = 320963.899 kgf/cm^2. Main Rebar Strength (fyk) = 4588.723 kgf/cm^2. Stirrups Strength (fyw) = 4588.723 kgf/cm^2. Modulus of Elasticity (Es) = 2039432.426 kgf/cm^2. *.DESCRIPTION OF APPLIED FACTORS FOR DESIGN/CHECKING. Special Provisions For Seismic Design. -. Shear Force For Seismic Design (Gamma_Rd) = 1.200 *.FORCES AND MOMENTS AT CHECK POINT : (Note. Bending Moments are determined in order to meet the requirement of the clause 5.4.3.1.2(4) a) of EN1998-1.) Positive Bending Moment P-M_Ed = 511012.02 kgf-cm., LCB = 54 Negative Bending Moment N-M_Ed = 511012.02 kgf-cm., LCB = 54 Shear Force V_Ed = 14803.45 kgf. , LCB = 69 *.REINFORCEMENT PATTERN : --------------------------------------------------------- Location i di( cm.) Rebar Asi( cm^2.) --------------------------------------------------------- Top 1 7.620 3-P20 9.42000 Bottom 2 112.380 3-P20 9.42000 --------------------------------------------------------- Stirrups : P8 =============================================================================== [[[*]]] ANALYZE POSITIVE BENDING MOMENT CAPACITY. =============================================================================== ( ). Compute design parameters. -. lambda = 0.8000 ( fck



( ). Check ratio of positive moment resistance. -. Rat_P = M_Ed/M_Rd = 0.189 < 1.000 ---> O.K. ( ). Check ratio of neutral axis depth to effective depth. -. x/d = 0.072 -. Limit(x/d) = 0.450 ( fck O.K =============================================================================== [[[*]]] ANALYZE NEGATIVE BENDING MOMENT CAPACITY. =============================================================================== ( ). Compute design parameters. -. lambda = 0.8000 ( fck O.K. ( ). Check ratio of neutral axis depth to effective depth. -. x/d = 0.072 -. Limit(x/d) = 0.450 ( fck O.K =============================================================================== [[[*]]] CALCULATE DATA OF SPECIAL PROVISIONS FOR SEISMIC DESIGN. =============================================================================== ( ). Design parameters. - fyk = 4588.72296 kgf/cm^2. -. phi = 1.0 ( ). Bending strength for design shear force. -. MeI+ = 2710855.448 kgf-cm.((I, Clockwise)) -. MeJ- = 2710855.448 kgf-cm.((J, Clockwise)) -. MeI- = 2710855.448 kgf-cm.((I, Counter-Clockwise)) -. MeJ+ = 2710855.448 kgf-cm.((J, Counter-Clockwise)) ( ). Calculate design shear force according to special provisions for seismic design. -. Alpha1 = 1.2000 -. Span = 520.0000 cm. -. VzG = -2291.814 kgf. (by Gravity-Direction Load). -. Clockwise Ve11_CW = VzG + Alpha1*(MeI+ + MeJ-)/Span = 10219.826 kgf. Ve12_CW = VzG - Alpha1*(MeI+ + MeJ-)/Span = -14803.455 kgf. Ve1_CW = MAX[ |Ve11_CW|, |Ve12_CW| ] = 14803.455 kgf. -. Counter-Clockwise Ve11_CCW= VzG + Alpha1*(MeI- + MeJ+)/Span = 10219.826 kgf. Ve12_CCW= VzG - Alpha1*(MeI- + MeJ+)/Span = -14803.455 kgf. Ve1_CCW = MAX[ |Ve11_CCW|, |Ve12_CCW| ] = 14803.455 kgf.



-. Ve1 = MAX[ |Ve1_CW|, |Ve1_CCW| ] = 14803.455 kgf. -. V_Ed = Ve1 = 14803.455 kgf. =============================================================================== [[[*]]] ANALYZE SHEAR CAPACITY. =============================================================================== ( ). Compute design parameters. -. Gamma_c = 2.02 (for Fundamental or Earthquakes). -. Alpha_cc= 0.85 (Default or User Defined). -. fcd = Alpha_cc * fck / Gamma_c = 107.007 kgf/cm^2. -. Gamma_s = 1.73 (for Fundamental or Earthquakes). -. fywd = fyw / Gamma_s = 2660.129 kgf/cm^2. ( ). Calculate shear strength of concrete. -. V_Ed = 14803.455 kgf. -. bw = 30.000 cm. -. k = MIN[ 1.0+sqrt(200/d), 2.0 ] = 1.4219 (by d unit is mm). -. Asl = 9.42000 cm^2. (Area of tensile reinforcement). -. Rhol = Asl/(bw*d) = 0.00279 -. C_Rdc = 0.18/Gamma_c = 0.0889 -. V_Rdc1 = [ C_Rdc*k*(100*Rhol*fck)^(1/3) ]*bw*d = 8305.927 kgf. -. V_Rdc2 = [ 0.035*k^(3/2)*sqrt(fck) ]*bw*d = 10200.322 kgf. -. V_Rdc = MAX[ V_Rdc1, V_Rdc2 ] = 10200.322 kgf. -. Vwd = V_Ed (V_Rdc < V_Ed) ---> Shear reinforcement is required. ( ). Check crushing of concrete. -. Nu = 0.7 (fck UnCracked Section ! -. Ss_con (Comp.) = Mu*(z_bar)/Iyy = 3.24027 kgf/cm^2. -. Ss_con (Comp.) < k1*fck = 152.95743 kgf/cm^2. ---> O.K ! -. Ss_stl = Mu*(d-z_bar)*n/Iyy = 35.94828 kgf/cm^2. -. Ss_stl < k3*fyk = 3670.97837 kgf/cm^2. ---> O.K ! ( ). Calculate stress and check linear creep.



-. LCB = 36 (Quasi-permanent) -. k2 = 0.45000 ( Assumed Uncracked Section ) -. |Mu| = 224555.05 kgf-cm. -. n = 12.70817( Long Term ). -. fctm = 0.30 * fck^(2/3) = 26.15535 kgf/cm^2. -. fr1 = (1.6 - H/1000) * fctm = 10.46214 kgf/cm^2. -. fr = MAX[ fctm, fr1 ] = 26.15535 kgf/cm^2. -. z_bar = 60.00000 cm. -. Iyy = 4.92520e+006 cm^4. -. Ss_con (Tens.) = Mu*(H-z_bar)/Iyy = 2.73558 kgf/cm^2. -. Ss_con (Tens.) < fr ---> UnCracked Section ! -. Ss_con (Comp.) = Mu*(z_bar)/Iyy = 2.73558 kgf/cm^2. Ss_con (Comp.) < k2*fck = 114.71807 kgf/cm^2. ---> O.K! and Linear Creep =============================================================================== [[[*]]] CHECK CRACK WIDTHS. =============================================================================== -. Ss_con (Tens.) < fr --> UnCracked Section (Do not check crack width.) -. wk = 0.0 cm. =============================================================================== [[[*]]] CHECK DEFLECTIONS. =============================================================================== ( ). Compute Maximum Deflection. -. LCB = 34 (Charactristic). -. Position = 197.778 cm. From i-end(Node 274). -. DAF = 1.000 (Deflection Amplification Factor) -. Def = -0.004 * DAF = -0.004 cm. -. Def_Lim = L / 250.000 = 2.080 cm. Def < Def_Lim ---> O.K !



2.5. VERIFICHE SETTI

2.5.1. SETTO 1 E 2



------------------------------------------------------------------------------------------ midas Gen - RC-Mesh Flexural Wall Checking [ Eurocode2:04 & NTC2018 ] Gen 2019 ==================================================================================== [[[*]]] MESHED WALL CHECKING MAXIMUM RESULT DATA : DOMAIN Setto 1. (Horizontal) ==================================================================================== -. Information of Parameters. Elem No. : 2607 LCB No. : 43 Materials : fck = 2500.0000 N/cm^2. fyk = 45000.0000 N/cm^2. Thickness : t = 30.0000 cm. Covering : Dw = 4.0000 cm. -. Information of Design. Alpha_cc = 0.850 (Default or User Defined). gamma_c = 2.025 (for Concrete) gamma_s = 1.725 (for Reinforcement) fcd = Alpha_cc *fck / gamma_c = 1049.3827 N/cm^2. fyd = fyk / gamma_s = 26086.9565 N/cm^2. Nu = 0.5000 (fck



Asx_use = 0.1053 cm^2/cm. ( 10.5333 cm^2/m.) Asy_use = 0.2680 cm^2/cm. ( 26.8000 cm^2/m.) ftnx = Asx_use/(b*t)*fyd = 91.5942 N/cm^2. ftny = Asy_use/(b*t)*fyd = 233.0435 N/cm^2. ------------------------------------------------------------------------------------------ midas Gen - RC-Mesh Flexural Wall Checking [ Eurocode2:04 & NTC2018 ] Gen 2019 ========================================================================================== -. Information of Result. Rein. Bar_x : P10 @75 (Hor.) Rein. Bar_y : P16 @75 (Ver.) Rat_x = f'tdx/ftnx = 0.822 Rat_y = f'tdy/ftny = 0.357 Rat_cd = Sig_cd/(Nu*fcd) = 0.247 Rat = Rat_x = 0.822 < 1.0 ---> O.K !



==================================================================================== [[[*]]] MESHED WALL CHECKING MAXIMUM RESULT DATA : DOMAIN setto 2. (Horizontal) ==================================================================================== -. Information of Parameters. Elem No. : 2739 LCB No. : 42 Materials : fck = 2500.0000 N/cm^2. fyk = 45000.0000 N/cm^2. Thickness : t = 30.0000 cm. Covering : Dw = 4.0000 cm. -. Information of Design. Alpha_cc = 0.850 (Default or User Defined). gamma_c = 2.025 (for Concrete) gamma_s = 1.725 (for Reinforcement) fcd = Alpha_cc *fck / gamma_c = 1049.3827 N/cm^2. fyd = fyk / gamma_s = 26086.9565 N/cm^2. Nu = 0.5000 (fck O.K !



2.5.2. SETTO 8-10



----------------------------------------------------------------------------------------- midas Gen - RC-Mesh Flexural Wall Checking [ Eurocode2:04 & NTC2018 ] Gen 2019 ========================================================================================== ==================================================================================== [[[*]]] MESHED WALL CHECKING MAXIMUM RESULT DATA : DOMAIN setto 8. (Vertical) ==================================================================================== -. Information of Parameters. Elem No. : 3036 LCB No. : 38 Materials : fck = 2500.0000 N/cm^2. fyk = 45000.0000 N/cm^2. Thickness : t = 30.0000 cm. Covering : Dw = 4.0000 cm. -. Information of Design. Alpha_cc = 0.850 (Default or User Defined). gamma_c = 2.025 (for Concrete) gamma_s = 1.725 (for Reinforcement) fcd = Alpha_cc *fck / gamma_c = 1049.3827 N/cm^2. fyd = fyk / gamma_s = 26086.9565 N/cm^2. Nu = 0.5000 (fck O.K !



==================================================================================== [[[*]]] MESHED WALL CHECKING MAXIMUM RESULT DATA : DOMAIN setto 10. (Vertical) ==================================================================================== -. Information of Parameters. Elem No. : 2881 LCB No. : 39 Materials : fck = 2500.0000 N/cm^2. fyk = 45000.0000 N/cm^2. Thickness : t = 30.0000 cm. Covering : Dw = 4.0000 cm. -. Information of Design. Alpha_cc = 0.850 (Default or User Defined). gamma_c = 2.025 (for Concrete) gamma_s = 1.725 (for Reinforcement) fcd = Alpha_cc *fck / gamma_c = 1049.3827 N/cm^2. fyd = fyk / gamma_s = 26086.9565 N/cm^2. Nu = 0.5000 (fck O.K !



2.5.3. SETTO 7-9



------------------------------------------------------------------------------------------ midas Gen - RC-Mesh Flexural Wall Checking [ Eurocode2:04 & NTC2018 ] Gen 2019 ========================================================================================== ==================================================================================== [[[*]]] MESHED WALL CHECKING MAXIMUM RESULT DATA : DOMAIN setto 7 (Vertical) ==================================================================================== -. Information of Parameters. Elem No. : 3936 LCB No. : 43 Materials : fck = 2500.0000 N/cm^2. fyk = 45000.0000 N/cm^2. Thickness : t = 30.0000 cm. Covering : Dw = 4.0000 cm. -. Information of Design. Alpha_cc = 0.850 (Default or User Defined). gamma_c = 2.025 (for Concrete) gamma_s = 1.725 (for Reinforcement) fcd = Alpha_cc *fck / gamma_c = 1049.3827 N/cm^2. fyd = fyk / gamma_s = 26086.9565 N/cm^2. Nu = 0.5000 (fck O.K !



==================================================================================== [[[*]]] MESHED WALL CHECKING MAXIMUM RESULT DATA : DOMAIN setto 9 (Vertical) ==================================================================================== -. Information of Parameters. Elem No. : 2105 LCB No. : 42 Materials : fck = 2500.0000 N/cm^2. fyk = 45000.0000 N/cm^2. Thickness : t = 30.0000 cm. Covering : Dw = 4.0000 cm. -. Information of Design. Alpha_cc = 0.850 (Default or User Defined). gamma_c = 2.025 (for Concrete) gamma_s = 1.725 (for Reinforcement) fcd = Alpha_cc *fck / gamma_c = 1049.3827 N/cm^2. fyd = fyk / gamma_s = 26086.9565 N/cm^2. Nu = 0.5000 (fck O.K !



2.6. VERIFICHE STRUTTURE IN ACCIAIO

2.6.1. VERIFICHE DELLE ASTE - PORTALI INTERNI ------------------------------------------------------------------------------------------ midas Gen - Steel Code Checking [ Eurocode3:05 ] Gen 2019 ========================================================================================== *. PROJECT : *. MEMBER NO = 1802, ELEMENT TYPE = Beam *. LOADCOMB NO = 2, MATERIAL NO = 4, SECTION NO = 25 *. UNIT SYSTEM : kN, cm *. SECTION PROPERTIES : Designation = 2L50x5 Shape = 2L - Section. (Built-up) Depth = 5.000, Flg Width = 5.000, BTB Spacing = 1.000 Web Thick = 0.500, Flg Thick = 0.500 Area = 9.50000e+000, Avy = 5.00000e+000, Avz = 5.00000e+000 Ybar = 5.50000e+000, Zbar = 3.56579e+000, Qyb = 6.35743e+000, Qzb = 1.25000e+001 Wely = 6.31012e+000, Welz = 1.05530e+001, Wply = 1.13688e+001, Wplz = 1.83750e+001 Iyy = 2.25005e+001, Izz = 5.80417e+001, Iyz = 0.00000e+000 iy = 1.53899e+000, iz = 2.47177e+000 J = 7.91667e-001, Cwp = 1.37706e+000 *. DESIGN PARAMETERS FOR STRENGTH EVALUATION : Ly = 6.00000e+001, Lz = 6.00000e+001, Lb = 6.00000e+001 Ky = 1.00000e+000, Kz = 1.00000e+000 *. MATERIAL PROPERTIES : Fy = 2.75000e+001, Es = 2.10000e+004, MATERIAL NAME = S275 *. FORCES AND MOMENTS AT (J) POINT : Axial Force Fxx = 1.79275e+001 Shear Forces Fyy = 8.76036e-004, Fzz = 1.95536e-001 Bending Moments My = 1.73779e+001, Mz = 9.42724e-003 End Moments Myi = 4.82640e+000, Myj = 1.73779e+001 (for Lb) Myi = 4.82640e+000, Myj = 1.73779e+001 (for Ly) Mzi = 5.76551e-002, Mzj = 9.42724e-003 (for Lz) *. Sign conventions for stress and axial force. - Stress : Compression positive. - Axial force: Tension positive. ====================================================================================== [[[*]]] CLASSIFY LEFT FLANGE OF SECTION (BTR). ====================================================================================== ( ). Determine classification of tension flanges(double angle). -. Not Checking the Section Classification. ( ). Determine classification of tension flanges(double angle). -. Not Checking the Section Classification. ====================================================================================== [[[*]]] CLASSIFY WEB OF SECTION (HTR). ======================================================================================



------------------------------------------------------------------------------------------ midas Gen - Steel Code Checking [ Eurocode3:05 ] Gen 2019 ========================================================================================== ( ). Determine classification of tension elements(Double angle). -. Not Checking the Section Classification. ====================================================================================== [[[*]]] APPLIED FACTORS. ====================================================================================== ( ). Calculate equivalent uniform moment factors (Cmy,Cmz,CmLT). [ Eurocode3:05 Annex A. Table A.1, A.2 ] -. Cmy,0 = 0.997 -. Cmz,0 = 0.995 -. Cmy (Default or User Defined Value) = 1.000 -. Cmz (Default or User Defined Value) = 1.000 -. CmLT (Default or User Defined Value) = 1.000 ( ). Partial Factors (Gamma_Mi). [ Eurocode3:05 6.1 ] -. Gamma_M0 = 1.05 -. Gamma_M1 = 1.05 -. Gamma_M2 = 1.25 ====================================================================================== [[[*]]] CHECK AXIAL RESISTANCE. ====================================================================================== ( ). Check slenderness ratio of axial tension member (l/i). [ Eurocode3:05 6.3.1 ] -. l/i = 39.0 < 300.0 ---> O.K. ( ). Calculate parameters for combined resistance. -. Lambda1 = Pi * SQRT(Es/fy) = 86.815 -. Lambda_bz = (KLz/iz) / Lambda1 = 0.280 ( ). Calculate axial tensile resistance (Nt_Rd). [ Eurocode3:05 6.2.3 ] -. Nt_Rd = fy * Area / Gamma_M0 = 248.81 kN. ( ). Check ratio of axial resistance (N_Ed/Nt_Rd). N_Ed 17.93 -. ----- = --------------- = 0.072 < 1.000 ---> O.K. Nt_Rd 248.81 ====================================================================================== [[[*]]] CHECK SHEAR RESISTANCE. ====================================================================================== ( ). Calculate shear area. [ Eurocode3:05 6.2.6, EN1993-1-5:04 5.1 NOTE 2 ] -. Avy = 2*B*tf = 5.0000 cm^2. -. Avz = 2*h*tw = 5.0000 cm^2.



------------------------------------------------------------------------------------------ midas Gen - Steel Code Checking [ Eurocode3:05 ] Gen 2019 ========================================================================================== ( ). Calculate plastic shear resistance in local-y direction (Vpl_Rdy). [ Eurocode3:05 6.1, 6.2.6 ] -. Vpl_Rdy = [ Avy*fy/SQRT(3) ] / Gamma_M0 = 75.61 kN. ( ). Check ratio of shear resistance (V_Edy/Vpl_Rdy). ( LCB = 23, POS = J ) -. Applied shear force : V_Edy = 5.12e-003 kN. V_Edy 5.12e-003 -. ------- = --------------- =6.769e-005 < 1.000 ---> O.K. Vpl_Rdy 75.61 ( ). Calculate plastic shear resistance in local-z direction (Vpl_Rdz). [ Eurocode3:05 6.1, 6.2.6 ] -. Vpl_Rdz = [ Avz*fy/SQRT(3) ] / Gamma_M0 = 75.61 kN. ( ). Shear Buckling Check. [ Eurocode3:05 6.2.6 ] -. HTR < 72*e/Eta ---> No need to check! ( ). Check ratio of shear resistance (V_Edz/Vpl_Rdz). ( LCB = 19, POS = I ) -. Applied shear force : V_Edz = 0.50 kN. V_Edz 0.50 -. ------- = --------------- = 0.007 < 1.000 ---> O.K. Vpl_Rdz 75.61 ====================================================================================== [[[*]]] CHECK BENDING MOMENT RESISTANCE ABOUT MAJOR AXIS. ====================================================================================== ( ). Calculate plastic resistance moment about major axis. [ Eurocode3:05 6.1, 6.2.5 ] -. Wply = 11.3688 cm^3. -. Mc_Rdy = Wply * fy / Gamma_M0 = 297.75 kN-cm. ( ). Check ratio of moment resistance (M_Edy/Mc_Rdy). M_Edy 17.38 -. ------ = --------------- = 0.058 < 1.000 ---> O.K. Mc_Rdy 297.75 ====================================================================================== [[[*]]] CHECK BENDING MOMENT RESISTANCE ABOUT MINOR AXIS. ====================================================================================== ( ). Calculate plastic resistance moment about minor axis. [ Eurocode3:05 6.1, 6.2.5 ] -. Wplz = 18.3750 cm^3. -. Mc_Rdz = Wplz * fy / Gamma_M0 = 481.25 kN-cm.



------------------------------------------------------------------------------------------ midas Gen - Steel Code Checking [ Eurocode3:05 ] Gen 2019 ========================================================================================== ( ). Check ratio of moment resistance (M_Edz/Mc_Rdz). M_Edz 9.43e-003 -. ------ = --------------- =1.959e-005 < 1.000 ---> O.K. Mc_Rdz 481.25 ====================================================================================== [[[*]]] CHECK INTERACTION OF COMBINED RESISTANCE. ====================================================================================== ( ). Calculate Major reduced design resistance of bending and shear. [ Eurocode3:05 6.2.8 (6.30) ] -. In case of V_Edz / Vpl_Rdz < 0.5 -. My_Rd = Mc_Rdy = 297.75 kN-cm. ( ). Calculate Minor reduced design resistance of bending and shear. [ Eurocode3:05 6.2.8 (6.30) ] -. In case of V_Edy / Vpl_Rdy < 0.5 -. Mz_Rd = Mc_Rdz = 481.25 kN-cm. ( ). Check general interaction ratio. [ Eurocode3:05 6.2.1 (6.2) ] - Class1 or Class2 N_Ed M_Edy M_Edz -. Rmax1 = ------ + ------- + ------- N_Rd My_Rd Mz_Rd = 0.130 < 1.000 ---> O.K. ( ). Check interaction ratio of bending and axial force member. [ Eurocode3:05 6.2.9 (6.31 ~ 6.41) ] - Class1 or Class2 -. n = N_Ed / Npl_Rd = 0.072 -. a = MIN[ (Area-2b*tf)/Area, 0.5 ] = 0.500 -. Alpha = 2.000 -. Beta = MAX[ 5*n, 1.0 ] = 1.000 -. Mny_Rd = MIN[ Mply_Rd*(1-n)/(1-0.5*a), Mply_Rd ] = 297.75 kN-cm. -. Rmaxy = M_Edy / Mny_Rd = 0.058 < 1.000 ---> O.K. -. In case of n < a -. Mnz_Rd = Mplz_Rd = 481.25 kN-cm. -. Rmaxz = M_Edz / Mnz_Rd =1.959e-005 < 1.000 ---> O.K. [ | M_Edy |^(Alpha) | M_Edz |^(Beta) ] -. Rmax2 = [ |--------| + |--------| ] [ | Mny_Rd | | Mnz_Rd | ] = 0.003 < 1.000 ---> O.K. -. Rmax = MAX[ Rmax1, Rmax2 ] = 0.130 < 1.000 ---> O.K.



------------------------------------------------------------------------------------------ midas Gen - Steel Code Checking [ Eurocode3:05 ] Gen 2019 ========================================================================================== *. PROJECT : *. MEMBER NO = 817, ELEMENT TYPE = Beam *. LOADCOMB NO = 19, MATERIAL NO = 4, SECTION NO = 28 *. UNIT SYSTEM : kN, cm *. SECTION PROPERTIES : Designation = UPN120 Shape = C - Section. (Rolled) Depth = 12.000, Top F Width = 5.500, Bot.F Width = 5.500 Web Thick = 0.700, Top F Thick = 0.900, Bot.F Thick = 0.900 Area = 1.70000e+001, Avy = 9.86000e+000, Avz = 8.54000e+000 Ybar = 1.74437e+000, Zbar = 6.00000e+000, Qyb = 5.22514e+001, Qzb = 7.05239e+000 Wely = 6.07000e+001, Welz = 1.11000e+001, Wply = 7.28000e+001, Wplz = 2.36680e+001 Iyy = 3.64000e+002, Izz = 4.32000e+001, Iyz = 0.00000e+000 iy = 4.62000e+000, iz = 1.59000e+000 J = 3.77200e+000, Cwp = 1.04456e+003 *. DESIGN PARAMETERS FOR STRENGTH EVALUATION : Ly = 3.30000e+002, Lz = 5.00000e+001, Lb = 0.00000e+000 Ky = 1.00000e+000, Kz = 1.00000e+000 *. MATERIAL PROPERTIES : Fy = 2.75000e+001, Es = 2.10000e+004, MATERIAL NAME = S275 *. FORCES AND MOMENTS AT (I) POINT : Axial Force Fxx =-5.76101e+001 Shear Forces Fyy =-1.27965e-001, Fzz =-2.26872e-002 Bending Moments My =-2.07979e-001, Mz =-2.89658e+000 End Moments Myi =-2.07979e-001, Myj =-2.77845e+000 (for Lb) Myi =-2.07979e-001, Myj =-2.85053e-002 (for Ly) Mzi =-2.89658e+000, Mzj =-8.82674e+000 (for Lz) *. Sign conventions for stress and axial force. - Stress : Compression

PROGETTO ESECUTIVO LAVORI DI ADEGUAMENTO SISMICO … · 2020. 5. 15. · IPE PROGETTI SRL...

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Transcript of PROGETTO ESECUTIVO LAVORI DI ADEGUAMENTO SISMICO … · 2020. 5. 15. · IPE PROGETTI SRL...