cta 2007 - bontempi
DESCRIPTION
V Settimana dela costruzione in acciaio XXI Congresso C.T.A. Catania 1-2-3 ottobre 2007, Sheraton Catania Hotel. Costruire con l'acciaioTRANSCRIPT
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LA PROGETTAZIONE PRESTAZIONALE
DI STRUTTURE IN ACCIAIO
IN PRESENZA DI INCENDIO
Franco Bontempi, Chiara Crosti, Francesco Petrini, Luisa Giuliani
Facoltà di Ingegneria, Università degli Studi di Roma “La Sapienza”
Via Eudossiana 18 – 00184 [email protected] - [email protected]
[email protected] - [email protected]
LA VALUTAZIONE QUANTITATIVA
DELLE CAPACITA’ PRESTAZIONALI
DI STRUTTURE IN ACCIAIO
IN PRESENZA DI INCENDIO
1
2
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Ringraziamenti
• Il presente lavoro è frutto di una collaborazione con gli Ingg. Mauro Caciolai, Claudio De Angelis, Stefano Marsella, del Corpo Nazionale dei Vigili del Fuoco, Ministero dell’Interno, Roma, che si ringraziano per i preziosi consigli e l’importante supporto.
• Il presente lavoro e’ stato finanziato da Università degli Studi di Roma La Sapienza e MIUR.
• Ing. Sandro Pustorino e Ing. Luca Mandirola per il coinvolgimento nella Commissione per la Sicurezza delle Costruzioni in Acciaio in caso d’Incendio
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LA PROGETTAZIONE PRESTAZIONALE
DI STRUTTURE IN ACCIAIO
IN PRESENZA DI INCENDIO
Franco Bontempi, Chiara Crosti, Francesco Petrini, Luisa Giuliani
Facoltà di Ingegneria, Università degli Studi di Roma “La Sapienza”
Via Eudossiana 18 – 00184 ROMA
1
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LCHP vs. HCLP AccidentsEventi Frequenti con
Conseguenze Limitate
Eventi Rari con
Conseguenze Elevate
Stochastic
Complexity
Deterministic
Analysis
Methods
Stochastic
Complexity
Deterministic
Analysis
Methods
Qualitative
Analysis
Quantitative/Probabilistic
Analysis
Pragmatic
Risk
Scenarios
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Numerical Scheme
for Non Stationary Coupled Problems
MECHANICAL
STATE
(Strain and Stress
Fields and
Mechanical related
Properties)
TERMAL
STATE(Temperature Field
and Termic Related
Properties)
INFORMATION
FLOW DIRECTION
time
tK
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Fully Coupled Scheme
time
tK
TERMAL
STATE(Temperature Field
and Termic Related
Properties)
MECHANICAL
STATE
(Strain and Stress
Fields and
Mechanical related
Properties)
time
tK
TERMAL
STATE(Temperature Field
and Termic Related
Properties)
MECHANICAL
STATE
(Strain and Stress
Fields and
Mechanical related
Properties)
time
tK
TERMAL
STATE(Temperature Field
and Termic Related
Properties)
MECHANICAL
STATE
(Strain and Stress
Fields and
Mechanical related
Properties)
time
tK
TERMAL
STATE(Temperature Field
and Termic Related
Properties)
MECHANICAL
STATE
(Strain and Stress
Fields and
Mechanical related
Properties)
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Staggered Coupled Scheme
time
tK
TERMAL
STATE(Temperature Field
and Termic Related
Properties)
MECHANICAL
STATE
(Strain and Stress
Fields and
Mechanical related
Properties)
time
tK
TERMAL
STATE(Temperature Field
and Termic Related
Properties)
MECHANICAL
STATE
(Strain and Stress
Fields and
Mechanical related
Properties)
time
tK
TERMAL
STATE(Temperature Field
and Termic Related
Properties)
MECHANICAL
STATE
(Strain and Stress
Fields and
Mechanical related
Properties)
time
tK
TERMAL
STATE(Temperature Field
and Termic Related
Properties)
MECHANICAL
STATE
(Strain and Stress
Fields and
Mechanical related
Properties)
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Temperature Driven Scheme
time
tK
TERMAL
STATE(Temperature Field
and Termic Related
Properties)
MECHANICAL
STATE
(Strain and Stress
Fields and
Mechanical related
Properties)
time
tK
TERMAL
STATE(Temperature Field
and Termic Related
Properties)
MECHANICAL
STATE
(Strain and Stress
Fields and
Mechanical related
Properties)
time
tK
TERMAL
STATE(Temperature Field
and Termic Related
Properties)
MECHANICAL
STATE
(Strain and Stress
Fields and
Mechanical related
Properties)
time
tK
TERMAL
STATE(Temperature Field
and Termic Related
Properties)
MECHANICAL
STATE
(Strain and Stress
Fields and
Mechanical related
Properties)
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Scheme With No Memory
time
tK
TERMAL
STATE(Temperature Field
and Termic Related
Properties)
MECHANICAL
STATE
(Strain and Stress
Fields and
Mechanical related
Properties)
time
tK
TERMAL
STATE(Temperature Field
and Termic Related
Properties)
MECHANICAL
STATE
(Strain and Stress
Fields and
Mechanical related
Properties)
time
tK
TERMAL
STATE(Temperature Field
and Termic Related
Properties)
MECHANICAL
STATE
(Strain and Stress
Fields and
Mechanical related
Properties)
time
tK
TERMAL
STATE(Temperature Field
and Termic Related
Properties)
MECHANICAL
STATE
(Strain and Stress
Fields and
Mechanical related
Properties)
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fla
sh
over
STRATEGIE
ATTIVE
(approccio
sistemico)
STRATEGIE
PASSIVE
(approccio
strutturale)
Tempo t
Te
mp
era
tura
T(t
)
andamento di T(t) a
seguito del successo
delle strategie attive
fla
sh
over
STRATEGIE
ATTIVE
(approccio
sistemico)
STRATEGIE
PASSIVE
(approccio
strutturale)
Tempo t
Te
mp
era
tura
T(t
)
andamento di T(t) a
seguito del successo
delle strategie attive
curva (nominale/naturale) d’incendio
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LA VALUTAZIONE QUANTITATIVA
DELLE CAPACITA’ PRESTAZIONALI
DI STRUTTURE IN ACCIAIO
IN PRESENZA DI INCENDIO
Franco Bontempi, Chiara Crosti, Francesco Petrini, Luisa Giuliani
Facoltà di Ingegneria, Università degli Studi di Roma “La Sapienza”
Via Eudossiana 18 – 00184 ROMA
2
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32,85 m
65,6
4m
Vista A-A
Vista B-B
CC
Vista A-A
Vista B-B
GEOMETRIA DELLA STRUTTURA
Sezione C-C
32,82 m 32,82 m
7,00 m
12,8
2 m
9,0
2 m
16,425 m
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MODELLAZIONE DELL’INCENDIO
Curva standard ISO 834
0
100
200
300
400
500
600
700
800
900
1000
0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000
t (sec)
T (
°C)
7,00 m
6,54m
Zona di incendio : 45,8 m2
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SCENARIO DI INCENDIO
1° Scenario:
7,00 m
6,54 m
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2°Scenario
SCENARIO DI INCENDIO
7,00 m
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3°Scenario
SCENARIO DI INCENDIO
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MODELLAZIONE DELLA STRUTTURA
N°nodi : 1205
N°equazioni : 7230
N°elementi : 4422
N°sezioni : 24
Elementi : Isobeam
N°discretizzazione per elemento : 2
Materiali utilizzati :
• Acciaio Fe360;
• Cls Rck 35;
Comportamento del materiale:
• Acciaio, Termo-Plastico;
• Cls, Elastico.
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Tensioni-Deformazioni al variare della Temperatura
0
50000
100000
150000
200000
250000
300000
0 0,02 0,04 0,06 0,08 0,1 0,12 0,14 0,16 0,18 0,2
Deformazioni (%)
Ten
sio
ni (K
N/m
2)
1100°C
1000°C
900°C
800°C
700°C
600°C
500°C
400°C
300°C
200°C
100°C
Fattori riduttivi delle caratteristiche meccaniche
0,0
0,2
0,4
0,6
0,8
1,0
1,2
0 100 200 300 400 500 600 700 800 900 1000 1100 1200
T (°C)
Fatt
ori
rid
utt
ivi
Ky,T
Kp,T
K E,T
CARATTERISTICHE DEL MATERIALE
T (°C) E (Pa) σy
(Pa) α (1/°C)
0 210000000000 235000000 0,00001170
20 210000000000 235000000 0,00001170
100 210000000000 235000000 0,00001195
200 189000000000 232884193 0,00001227
300 168000000000 230689179 0,00001258
400 147000000000 228405976 0,00001297
500 126000000000 178561976 0,00001313
600 65100000000 107131683 0,00001338
700 27300000000 52248249 0,00001360
800 18900000000 25174565 0,00001382
900 14175000000 13851676 0,00001401
1000 9450000000 9234450,5 0,00001419
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SCENARIO DI INCENDIO
1° Scenario:
7,00 m
6,54 m
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2°Scenario
SCENARIO DI INCENDIO
7,00 m
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3°Scenario
SCENARIO DI INCENDIO
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X
Z
λ•F
Livello IV:
SISTEMA
STRUTTURALE
Livello III:
ELEMENTO
STRUTTURALE
Livello II:
SEZIONE
STRUTTURALE
Livello I:
PUNTO
MATERIALE
X
Z
λ•F
Livello IV:
SISTEMA
STRUTTURALE
Livello III:
ELEMENTO
STRUTTURALE
Livello II:
SEZIONE
STRUTTURALE
Livello I:
PUNTO
MATERIALE
LIVELLI DI CRISI
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PERFORMANCE ROBUSTNESS
QUALITY
DAMAGE or ERROR
REQUIRED PERFORMANCE
NOMINALPERFORMANCE
NOMINAL SITUATION
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CONFRONTI IN TERMINI DI SPOSTAMENTI
Scenario 1 Scenario 2 Scenario 3
Confronti spostamenti laterali Y
-2,50E-01
-2,00E-01
-1,50E-01
-1,00E-01
-5,00E-02
0,00E+00
5,00E-02
1,00E-01
1,50E-01
2,00E-01
0 1000 2000 3000 4000 5000
Tempo (sec)
Sp
osta
men
ti late
rali (
m)
Scenaio 3 Scenario 1
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2° Scenario
1° Scenario
3° Scenario
CONCLUSIONI
• Nell’ambito del Performance-based Design, l’analisi strutturale accoppiata termo-meccanica in campo non lineare puo’ :– in sede di progettazione, dimostrare e certificare le prestazioni del
prodotto-struttura in termini di resistenza al fuoco;
– in sede di retrofitting, identificare in modo mirato gli interventi per l’ottenimento di prestazioni ritenute adeguate, evitando interventi estensivi, spesso inutilmente costosi e talvolta illusori di sicurezza.
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1 2 3 4 5 6 7 8 9 10 11
Elem.1 Elem.2 Elem.3 Elem.4 Elem.5 Elem.7 Elem.8 Elem.9 Elem.10
F=1410KN Y
X
Elem.6
L=3mSIα(T)σy (T)E(T)4
noα(T)σy (T)E(T)3
noCost.Cost.E(T)2
noCost.Cost.Cost.1
NLGαtσyEMOD.
E
0
0,3
0,6
0,9
1,2
1,5
0 100 200 300 400 500 600 700 800 900 1000
T(°C)
K
MODELLAZIONE N°3
E(T)
σy(T)
αt(T)
MODELLAZIONE N°2
0
0,3
0,6
0,9
1,2
1,5
0 100 200 300 400 500 600 700 800 900 1000
T(°C)
K
E(T)
αtσy
MODELLAZIONE N°1
0
0,3
0,6
0,9
1,2
1,5
0 100 200 300 400 500 600 700 800 900 1000
T(°C)
K
E αtσy
0
0,3
0,6
0,9
1,2
1,5
0 100 200 300 400 500 600 700 800 900 1000
T(°C)
K
MODELLAZIONE N°4
E(T)
σy(T)
αt(T)
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-1,4
-1,2
-1
-0,8
-0,6
-0,4
-0,2
0
0,2
0 1000 2000 3000 4000 5000 6000t (sec)
Dx
(m
)
Modellazione 1
Modellazione 2
Modellazione 3
Modellazione 4
Variazione E=f(T)nlm
nlm+nlg
-1,4
-1,2
-1
-0,8
-0,6
-0,4
-0,2
0
0 1000 2000 3000 4000 5000 6000
t (sec)
Dy
(m
)
Modellazione 1
Modellazione 2
Modellazione 3
Modellazione 4
nlm+nlg
nlm
Variazione E=f(T)
MOD. E σy α NLG
1 Cost. Cost. Cost. no
2 E(T) Cost. Cost. no
3 E(T) σy (T) α(T) no
4 E(T) σy (T) α(T) SI
I*E*48
L*P)6nodo(D
3
y
ΔT*L*α(nodo11)Dx
1 2 3 4 5 7 8 9 10 11
Elem.1 Elem.2 Elem.3 Elem.4 Elem.5 Elem.6 Elem.7 Elem.8 Elem.9 Elem.10
F Y
X6
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-2,5E-01
-2,0E-01
-1,5E-01
-1,0E-01
-5,0E-02
0,0E+00
5,0E-02
0 1000 2000 3000 4000 5000 6000
t (sec)
Def
orm
azi
on
i ass
iali
Modellazione1
Modellazione 2
Modellazione 3
Modellazione 4
Variazione E=f(T)
nlm+nlg
nlm
Comp.elastico
Effetto della
temperatura
Effetto del
carico
Sezione
+
εTrazione εCompressione
εTrazione εTrazione
Modellazione n°3: nlm
Modellazione n°4: nlm+nlg
Modellazione n°3: nlm
Modellazione n°4: nlm+nlg
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CONFRONTI IN TERMINI DI SPOSTAMENTI
Confronti spostamenti verticali Z
-2,50E-01
-2,00E-01
-1,50E-01
-1,00E-01
-5,00E-02
0,00E+00
5,00E-02
1,00E-01
1,50E-01
0 1000 2000 3000 4000 5000
Tempo (sec)S
po
sta
men
ti v
ert
icali (
m)
Scenario 1 Scenario 2 Scenario 3
Scenario 1 Scenario 2 Scenario 3
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