This document provides structural analysis data for a building frame, including: - Node coordinates and supports - Beam properties and materials - Load cases such as self-weight, pumps, cables, pipes, and wind - Load values applied to nodes and beams - Combinations of load cases for analysis - Results such as reactions, displacements, forces, and stresses The document contains detailed input data for linear static analysis of the frame.

1. Date : 12/04/16 Page : 1
Contenu
1. Vue de la structure..........................................................2
2. Données - Noeuds...........................................................2
3. Données - Barres.............................................................3
4. Données - Sections..........................................................4
5. Données - Matériaux ......................................................4
6. Données - Appuis............................................................4
7. Chargements - Cas ..........................................................5
8. Chargements - Valeurs....................................................5
9. Combinaisons..................................................................7
10. Réactions EFF: Extrêmes globaux...............................16
11. Déplacements DEP: Extrêmes globaux.......................16
12. Efforts EFF: Enveloppe................................................17
13. Contraintes - Extrêmes globaux .................................19
14. Données - Familles .....................................................20
15. Vérification des barres acier.......................................20
16. Vérification des barres acier : flèche de la barre 4 ....45

2. Date : 12/04/16 Page : 2
1. Vue de la structure
2. Données - Noeuds
Noeud X [m] Y [m] Z [m] Appui
Code de
l'appui
1 0,0 0,0 0,0 Encastrement bbbbbb
2 0,0 0,0 0,38
3 0,0 0,0 3,05
4 0,65 0,0 4,17
5 2,67 0,0 0,0 Encastrement bbbbbb
6 2,67 0,0 0,38
7 2,67 0,0 3,05
8 2,02 0,0 4,17
9 2,67 1,26 0,0 Rotule bbblll
10 2,67 0,0 2,27
11 2,67 0,50 2,77
12 2,67 0,50 3,27
13 2,67 0,0 2,77
14 0,0 1,26 0,0 Rotule bbblll
15 0,0 0,0 2,27
16 0,0 0,50 2,77
17 0,0 0,50 3,27
18 0,0 0,0 2,77
19 0,89 0,50 3,27

3. Date : 12/04/16 Page : 3
Noeud X [m] Y [m] Z [m] Appui
Code de
l'appui
20 0,89 0,50 2,77
21 1,78 0,50 3,27
22 1,78 0,50 2,77
23 1,78 0,0 2,77
24 0,89 0,0 2,77
3. Données - Barres
Barre Noeud 1 Noeud 2 Section Matériau
1 1 2 CIRF 219.1x6 ACIER E24
2 2 3 CIRF 219.1x6 ACIER E24
3 3 4 CIRF 219.1x6 ACIER E24
4 5 6 CIRF 219.1x6 ACIER E24
5 6 7 CIRF 219.1x6 ACIER E24
6 7 8 CIRF 219.1x6 ACIER E24
7 8 4 CIRF 219.1x6 ACIER E24
8 9 10 ROND 75 ACIER E24
9 11 12 TRON 26x3.2 ACIER E24
10 13 11 CAE 50x5 ACIER E24
11 14 15 ROND 75 ACIER E24
12 16 17 TRON 26x3.2 ACIER E24
13 18 16 CAE 50x5 ACIER E24
14 18 13 CAE 50x5 ACIER E24
15 16 11 CAE 50x5 ACIER E24
16 17 12 TRON 26x3.2 ACIER E24
17 11 10 TRON 26x3.2 ACIER E24
18 16 15 TRON 26x3.2 ACIER E24
19 19 20 TRON 26x3.2 ACIER E24
20 21 22 TRON 26x3.2 ACIER E24
21 22 23 CAE 50x5 ACIER E24
22 20 24 CAE 50x5 ACIER E24
Barre Longueur [m] Gamma [Deg] Type de barre
1 0,38 0,0 Barre_Portique
2 2,67 0,0 Barre_Portique
3 1,30 0,0 Barre_Portique
4 0,38 0,0 Barre_Portique
5 2,67 0,0 Barre_Portique
6 1,30 0,0 Barre_Portique
7 1,37 0,0 Barre_Portique
8 2,60 0,0 Barre
9 0,50 0,0 Barre
10 0,50 0,0 Barre
11 2,60 0,0 Barre
12 0,50 0,0 Barre
13 0,50 0,0 Barre
14 2,67 0,0 Barre

4. Date : 12/04/16 Page : 4
Barre Longueur [m] Gamma [Deg] Type de barre
15 2,67 0,0 Barre
16 2,67 0,0 Barre
17 0,71 0,0 Barre
18 0,71 0,0 Barre
19 0,50 0,0 Barre
20 0,50 0,0 Barre
21 0,50 0,0 Barre
22 0,50 0,0 Barre
4. Données - Sections
Nom de la section Liste des barres AX [cm2] AY [cm2] AZ [cm2]
CAE 50x5 10 13A15 21 22 4,80 0,0 0,0
CIRF 219.1x6 1A7 40,20 20,10 20,10
ROND 75 8 11 44,18 37,28 37,28
TRON 26x3.2 9 12 16A20 2,38 1,63 1,63
Nom de la section IX [cm4] IY [cm4] IZ [cm4]
CAE 50x5 0,40 10,96 10,96
CIRF 219.1x6 4564,00 2282,00 2282,00
ROND 75 310,63 155,32 155,32
TRON 26x3.2 3,41 1,70 1,70
5. Données - Matériaux
Matériau E [MPa] G [MPa] NU LX [1/°C] RO [kN/m3] Re [MPa]
1 ACIER E24 210000,00 80800,00 0,30 0,00 77,01 235,00
6. Données - Appuis
Nom de l'appui Liste de noeuds
Liste de
bords
Liste d'objets Conditions d'appui
Encastrement 1 5 UX UY UZ RX RY RZ
Rotule 9 14 UX UY UZ

5. Date : 12/04/16 Page : 5
7. Chargements - Cas
Cas Préfixe Nom du cas Nature Type d'analyse
1 PERM1 POIDS PROPRE permanente Statique linéaire
2 EXPL1 POMPE d'exploitation Statique linéaire
3 EXPL2 CABLES d'exploitation Statique linéaire
4 EXPL3 PIPES SOUS L'EAU d'exploitation Statique linéaire
5 EXPL4 PIPES FLOTTANTS d'exploitation Statique linéaire
6 EXPL5 PALAN d'exploitation Statique linéaire
7 EXPL6 SURCHARGE d'exploitation Statique linéaire
8 VPERPI Vent perpendiculaire paroi I vent Statique linéaire
9 VBPI_II Vent bissectrice paroiI et II vent Statique linéaire
10 ELU Statique linéaire
11 ELU+ Statique linéaire
12 ELU- Statique linéaire
13 ELS Statique linéaire
14 ELS+ Statique linéaire
15 ELS- Statique linéaire
8. Chargements - Valeurs
Cas Type de charge Liste
1 poids propre 1A23
1 (EF) surfacique uniforme 23
2 force sur barre 7
3 force sur barre 7
4 force sur barre 7
5 force sur barre 7
6 force sur barre 7
7 (EF) surfacique uniforme 23
8 charge trapézoïdale (2p) 1
8 charge trapézoïdale (2p) 2
8 charge trapézoïdale (2p) 4
8 charge trapézoïdale (2p) 5
8 charge trapézoïdale (2p) 8
8 charge trapézoïdale (2p) 9
8 charge trapézoïdale (2p) 10
8 charge trapézoïdale (2p) 11
8 charge trapézoïdale (2p) 12
8 charge trapézoïdale (2p) 13
8 charge trapézoïdale (2p) 17
8 charge trapézoïdale (2p) 18
8 charge trapézoïdale (2p) 19
8 charge trapézoïdale (2p) 20
8 charge trapézoïdale (2p) 7
9 charge trapézoïdale (2p) 1
9 charge trapézoïdale (2p) 2

6. Date : 12/04/16 Page : 6
Cas Type de charge Liste
9 charge trapézoïdale (2p) 3
9 charge trapézoïdale (2p) 4
9 charge trapézoïdale (2p) 5
9 charge trapézoïdale (2p) 6
9 charge trapézoïdale (2p) 7
9 charge trapézoïdale (2p) 8
9 charge trapézoïdale (2p) 9
9 charge trapézoïdale (2p) 10
9 charge trapézoïdale (2p) 11
9 charge trapézoïdale (2p) 12
9 charge trapézoïdale (2p) 13
9 charge trapézoïdale (2p) 14
9 charge trapézoïdale (2p) 17
9 charge trapézoïdale (2p) 18
9 charge trapézoïdale (2p) 19
9 charge trapézoïdale (2p) 20
9 charge trapézoïdale (2p) 7
Cas Valeurs de la charge
1 PZ Moins Coef=1,00
1 PZ=-0,50[kN/m2]
2 FZ=-35,00[kN] X=0,50 relatives
3 FZ=-1,20[kN] X=0,50 relatives
4 FZ=-30,00[kN] X=0,50 relatives
5 FZ=-14,00[kN] X=0,50 relatives
6 FZ=-0,50[kN] X=0,50 relatives
7 PZ=-1,50[kN/m2]
8 PZ2=-0,27[kN/m] PZ1=-0,27[kN/m] X2=1,00 X1=0,0 local non projetés relatives
8 PZ2=-0,30[kN/m] PZ1=-0,30[kN/m] X2=1,00 X1=0,0 local non projetés relatives
8 PZ2=-0,27[kN/m] PZ1=-0,27[kN/m] X2=1,00 X1=0,0 local non projetés relatives
8 PZ2=-0,30[kN/m] PZ1=-0,30[kN/m] X2=1,00 X1=0,0 local non projetés relatives
8 PY2=0,10[kN/m] PY1=0,10[kN/m] X2=1,00 X1=0,0 local non projetés relatives
8 PZ2=-0,04[kN/m] PZ1=-0,04[kN/m] X2=1,00 X1=0,0 local non projetés relatives
8 PY2=-0,07[kN/m] PY1=-0,07[kN/m] X2=1,00 X1=0,0 local non projetés relatives
8 PY2=0,10[kN/m] PY1=0,10[kN/m] X2=1,00 X1=0,0 local non projetés relatives
8 PZ2=-0,04[kN/m] PZ1=-0,04[kN/m] X2=1,00 X1=0,0 local non projetés relatives
8 PY2=-0,12[kN/m] PY1=-0,12[kN/m] X2=1,00 X1=0,0 local non projetés relatives
8 PY2=0,04[kN/m] PY1=0,04[kN/m] X2=1,00 X1=0,0 local non projetés relatives
8 PY2=0,04[kN/m] PY1=0,04[kN/m] X2=1,00 X1=0,0 local non projetés relatives
8 PZ2=0,04[kN/m] PZ1=0,04[kN/m] X2=1,00 X1=0,0 local non projetés relatives
8 PZ2=0,04[kN/m] PZ1=0,04[kN/m] X2=1,00 X1=0,0 local non projetés relatives
8 PX2=1,64[kN/m] PX1=1,64[kN/m] X2=1,00 X1=0,0 global non projetés relatives
9
PY2=-0,20[kN/m] PZ2=-0,20[kN/m] PY1=-0,20[kN/m] PZ1=-0,20[kN/m] X2=1,00 X1=0,0 local non projetés rel-
atives
9
PY2=-0,21[kN/m] PZ2=-0,21[kN/m] PY1=-0,21[kN/m] PZ1=-0,21[kN/m] X2=1,00 X1=0,0 local non projetés rel-
atives
9
PX2=0,06[kN/m] PY2=-0,11[kN/m] PZ2=-0,10[kN/m] PX1=0,06[kN/m] PY1=-0,11[kN/m] PZ1=-0,10[kN/m] X2-
=1,00 X1=0,0 local non projetés relatives
9
PY2=-0,20[kN/m] PZ2=-0,20[kN/m] PY1=-0,20[kN/m] PZ1=-0,20[kN/m] X2=1,00 X1=0,0 local non projetés rel-
atives
9
PY2=-0,21[kN/m] PZ2=-0,21[kN/m] PY1=-0,21[kN/m] PZ1=-0,21[kN/m] X2=1,00 X1=0,0 local non projetés rel-
atives
9
PX2=-0,06[kN/m] PY2=0,11[kN/m] PZ2=0,10[kN/m] PX1=-0,06[kN/m] PY1=0,11[kN/m] PZ1=0,10[kN/m] X2=-
1,00 X1=0,0 local non projetés relatives
9 PX2=-0,11[kN/m] PY2=0,11[kN/m] PX1=-0,11[kN/m] PY1=0,11[kN/m] X2=1,00 X1=0,0 local non projetés rela-

7. Date : 12/04/16 Page : 7
Cas Valeurs de la charge
tives
9
PX2=0,02[kN/m] PY2=0,05[kN/m] PZ2=-0,04[kN/m] PX1=0,02[kN/m] PY1=0,05[kN/m] PZ1=-0,04[kN/m] X2=-
1,00 X1=0,0 local non projetés relatives
9
PY2=-0,01[kN/m] PZ2=-0,01[kN/m] PY1=-0,01[kN/m] PZ1=-0,01[kN/m] X2=1,00 X1=0,0 local non projetés rel-
atives
9
PX2=-0,02[kN/m] PY2=-0,02[kN/m] PX1=-0,02[kN/m] PY1=-0,02[kN/m] X2=1,00 X1=0,0 local non projetés re-
latives
9
PX2=0,02[kN/m] PY2=0,05[kN/m] PZ2=-0,04[kN/m] PX1=0,02[kN/m] PY1=0,05[kN/m] PZ1=-0,04[kN/m] X2=-
1,00 X1=0,0 local non projetés relatives
9
PY2=-0,01[kN/m] PZ2=-0,01[kN/m] PY1=-0,01[kN/m] PZ1=-0,01[kN/m] X2=1,00 X1=0,0 local non projetés rel-
atives
9
PX2=-0,04[kN/m] PY2=-0,04[kN/m] PX1=-0,04[kN/m] PY1=-0,04[kN/m] X2=1,00 X1=0,0 local non projetés re-
latives
9
PX2=0,02[kN/m] PY2=-0,02[kN/m] PX1=0,02[kN/m] PY1=-0,02[kN/m] X2=1,00 X1=0,0 local non projetés rela-
tives
9
PX2=0,01[kN/m] PY2=0,01[kN/m] PZ2=0,01[kN/m] PX1=0,01[kN/m] PY1=0,01[kN/m] PZ1=0,01[kN/m] X2=1,-
00 X1=0,0 local non projetés relatives
9
PX2=0,01[kN/m] PY2=0,01[kN/m] PZ2=0,01[kN/m] PX1=0,01[kN/m] PY1=0,01[kN/m] PZ1=0,01[kN/m] X2=1,-
00 X1=0,0 local non projetés relatives
9
PY2=-0,01[kN/m] PZ2=0,01[kN/m] PY1=-0,01[kN/m] PZ1=0,01[kN/m] X2=1,00 X1=0,0 local non projetés rela-
tives
9
PY2=-0,01[kN/m] PZ2=0,01[kN/m] PY1=-0,01[kN/m] PZ1=0,01[kN/m] X2=1,00 X1=0,0 local non projetés rela-
tives
9
PX2=1,16[kN/m] PY2=-1,16[kN/m] PX1=1,16[kN/m] PY1=-1,16[kN/m] X2=1,00 X1=0,0 global non projetés rel-
atives
9. Combinaisons
Combinaison Comp.
ELU/ 1 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 + 9*0.90
ELU/ 2 1*1.00 + 8*1.50
ELU/ 3 1*1.35 + 7*1.50
ELU/ 4 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50
ELU/ 5 1*1.00 + 2*1.05 + 3*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 8*1.50
ELU/ 6 1*1.00 + 7*1.05 + 8*1.50
ELU/ 7 1*1.35 + 7*1.05 + 8*1.50
ELU/ 8 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50
ELU/ 9 1*1.00 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50
ELU/ 10 1*1.00
ELU/ 11 1*1.35 + 2*1.05 + 3*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 7*1.05 + 8*1.50
ELU/ 12 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 + 8*0.90
ELU/ 13 1*1.00 + 7*1.50
ELU/ 14 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 8*0.90
ELU/ 15 1*1.00 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 8*0.90
ELU/ 16 1*1.00 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50
ELU/ 17 1*1.00 + 9*1.50

8. Date : 12/04/16 Page : 8
ELU/ 18 1*1.35 + 9*1.50
ELU/ 19 1*1.35 + 7*1.05 + 9*1.50
ELU/ 20 1*1.00 + 2*1.05 + 3*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 9*1.50
ELU/ 21 1*1.35 + 2*1.05 + 3*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 9*1.50
ELU/ 22 1*1.35 + 7*1.50 + 8*0.90
ELU/ 23 1*1.00 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 9*0.90
ELU/ 24 1*1.00 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 + 8*0.90
ELU/ 25 1*1.00 + 7*1.50 + 8*0.90
ELU/ 26 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 9*0.90
ELU/ 27 1*1.35 + 7*1.50 + 9*0.90
ELU/ 28 1*1.35 + 2*1.05 + 3*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 8*1.50
ELU/ 29 1*1.35 + 2*1.50
ELU/ 30 1*1.00 + 3*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 7*1.05 + 8*1.50
ELU/ 31 1*1.00 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 + 9*0.90
ELU/ 32 1*1.35
ELU/ 33 1*1.35 + 2*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 + 9*0.90
ELU/ 34 1*1.00 + 2*1.05 + 6*1.05 + 9*1.50
ELU/ 35 1*1.35 + 3*1.50 + 4*1.50 + 5*1.50 + 7*1.50 + 8*0.90
ELU/ 36 1*1.35 + 5*1.50 + 7*1.50
ELU/ 37 1*1.00 + 2*1.05 + 3*1.05 + 4*1.05 + 8*1.50
ELU/ 38 1*1.00 + 4*1.05 + 5*1.05 + 6*1.05 + 9*1.50
ELU/ 39 1*1.00 + 3*1.50 + 5*1.50 + 6*1.50
ELU/ 40 1*1.35 + 2*1.05 + 4*1.05 + 7*1.05 + 8*1.50
ELU/ 41 1*1.00 + 2*1.05 + 3*1.05 + 9*1.50
ELU/ 42 1*1.35 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 + 8*0.90
ELU/ 43 1*1.35 + 2*1.50 + 4*1.50 + 6*1.50
ELU/ 44 1*1.00 + 3*1.05 + 5*1.05 + 7*1.05 + 9*1.50
ELU/ 45 1*1.00 + 7*1.05 + 9*1.50
ELU/ 46 1*1.00 + 3*1.50 + 4*1.50 + 8*0.90
ELU/ 47 1*1.35 + 2*1.05 + 5*1.05 + 6*1.05 + 7*1.05 + 9*1.50
ELU/ 48 1*1.00 + 2*1.05 + 3*1.05 + 4*1.05 + 6*1.05 + 8*1.50
ELU/ 49 1*1.00 + 3*1.05 + 4*1.05 + 6*1.05 + 7*1.05 + 9*1.50
ELU/ 50 1*1.35 + 2*1.50 + 5*1.50
ELU/ 51 1*1.35 + 2*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 7*1.05 + 8*1.50
ELU/ 52 1*1.00 + 3*1.50
ELU/ 53 1*1.35 + 2*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 7*1.05 + 9*1.50
ELU/ 54 1*1.00 + 2*1.05 + 3*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 7*1.05 + 8*1.50
ELU/ 55 1*1.35 + 2*1.05 + 6*1.05 + 7*1.05 + 9*1.50
ELU/ 56 1*1.00 + 3*1.50 + 4*1.50
ELU/ 57 1*1.35 + 2*1.50 + 8*0.90
ELU/ 58 1*1.00 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50

9. Date : 12/04/16 Page : 9
ELU/ 59 1*1.00 + 3*1.50 + 6*1.50
ELU/ 60 1*1.35 + 2*1.05 + 4*1.05 + 7*1.05 + 9*1.50
ELU/ 61 1*1.35 + 4*1.05 + 7*1.05 + 8*1.50
ELU/ 62 1*1.35 + 3*1.05 + 5*1.05 + 9*1.50
ELU/ 63 1*1.00 + 2*1.50 + 4*1.50 + 6*1.50 + 7*1.50
ELU/ 64 1*1.00 + 2*1.50 + 3*1.50 + 6*1.50
ELU/ 65 1*1.35 + 4*1.05 + 5*1.05 + 7*1.05 + 8*1.50
ELU/ 66 1*1.00 + 2*1.05 + 3*1.05 + 5*1.05 + 6*1.05 + 9*1.50
ELU/ 67 1*1.35 + 4*1.50 + 7*1.50 + 8*0.90
ELU/ 68 1*1.00 + 2*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 8*0.90
ELU/ 69 1*1.35 + 3*1.05 + 9*1.50
ELU/ 70 1*1.35 + 2*1.50 + 6*1.50 + 7*1.50 + 8*0.90
ELU/ 71 1*1.00 + 3*1.05 + 4*1.05 + 5*1.05 + 9*1.50
ELU/ 72 1*1.35 + 2*1.05 + 3*1.05 + 5*1.05 + 6*1.05 + 8*1.50
ELU/ 73 1*1.00 + 4*1.05 + 7*1.05 + 9*1.50
ELU/ 74 1*1.35 + 2*1.50 + 5*1.50 + 6*1.50 + 7*1.50
ELU/ 75 1*1.00 + 3*1.05 + 4*1.05 + 9*1.50
ELU/ 76 1*1.35 + 4*1.50 + 6*1.50
ELU/ 77 1*1.00 + 2*1.05 + 3*1.05 + 5*1.05 + 7*1.05 + 9*1.50
ELU/ 78 1*1.00 + 2*1.05 + 6*1.05 + 7*1.05 + 9*1.50
ELU/ 79 1*1.35 + 3*1.50 + 4*1.50 + 5*1.50 + 8*0.90
ELU/ 80 1*1.00 + 2*1.50 + 6*1.50 + 7*1.50 + 9*0.90
ELU/ 81 1*1.00 + 2*1.05 + 5*1.05 + 9*1.50
ELU/ 82 1*1.35 + 3*1.50 + 4*1.50 + 6*1.50 + 7*1.50
ELU/ 83 1*1.35 + 2*1.05 + 3*1.05 + 4*1.05 + 5*1.05 + 8*1.50
ELU/ 84 1*1.00 + 6*1.50 + 7*1.50
ELU/ 85 1*1.00 + 2*1.50 + 3*1.50 + 4*1.50 + 6*1.50 + 9*0.90
ELU/ 86 1*1.35 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 8*0.90
ELU/ 87 1*1.35 + 2*1.50 + 4*1.50 + 5*1.50 + 7*1.50
ELU/ 88 1*1.00 + 3*1.05 + 6*1.05 + 9*1.50
ELU/ 89 1*1.35 + 2*1.05 + 3*1.05 + 5*1.05 + 8*1.50
ELU/ 90 1*1.00 + 4*1.50 + 6*1.50 + 7*1.50
ELU/ 91 1*1.00 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 7*1.50 + 9*0.90
ELU/ 92 1*1.35 + 6*1.50
ELU/ 93 1*1.00 + 2*1.05 + 3*1.05 + 4*1.05 + 6*1.05 + 9*1.50
ELU/ 94 1*1.00 + 2*1.50 + 3*1.50 + 4*1.50 + 8*0.90
ELU/ 95 1*1.35 + 5*1.05 + 6*1.05 + 7*1.05 + 9*1.50
ELU/ 96 1*1.35 + 2*1.50 + 6*1.50 + 8*0.90
ELU/ 97 1*1.00 + 3*1.50 + 4*1.50 + 5*1.50 + 7*1.50 + 9*0.90
ELU/ 98 1*1.00 + 2*1.05 + 4*1.05 + 5*1.05 + 9*1.50
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ELU/ 102 1*1.35 + 2*1.05 + 4*1.05 + 6*1.05 + 9*1.50
ELU/ 103 1*1.35 + 2*1.05 + 3*1.05 + 5*1.05 + 6*1.05 + 9*1.50
ELU/ 104 1*1.00 + 4*1.50 + 7*1.50 + 8*0.90
ELU/ 105 1*1.00 + 2*1.50 + 4*1.50 + 6*1.50
ELU/ 106 1*1.35 + 3*1.50 + 5*1.50 + 7*1.50 + 8*0.90
ELU/ 107 1*1.00 + 2*1.50 + 3*1.50 + 5*1.50 + 8*0.90
ELU/ 108 1*1.35 + 4*1.05 + 6*1.05 + 7*1.05 + 9*1.50
ELU/ 109 1*1.35 + 3*1.05 + 5*1.05 + 7*1.05 + 8*1.50
ELU/ 110 1*1.35 + 2*1.50 + 4*1.50 + 5*1.50 + 9*0.90
ELU/ 111 1*1.00 + 3*1.50 + 6*1.50 + 7*1.50
ELU/ 112 1*1.00 + 2*1.50 + 5*1.50 + 7*1.50 + 9*0.90
ELU/ 113 1*1.35 + 3*1.50 + 4*1.50 + 6*1.50 + 8*0.90
ELU/ 114 1*1.35 + 3*1.50 + 6*1.50 + 7*1.50
ELU/ 115 1*1.00 + 2*1.50 + 4*1.50 + 5*1.50 + 8*0.90
ELU/ 116 1*1.00 + 2*1.50 + 4*1.50 + 6*1.50 + 7*1.50 + 8*0.90
ELU/ 117 1*1.00 + 4*1.05 + 6*1.05 + 9*1.50
ELU/ 118 1*1.35 + 2*1.50 + 3*1.50 + 5*1.50 + 7*1.50
ELU/ 119 1*1.00 + 3*1.05 + 7*1.05 + 8*1.50
ELU/ 120 1*1.35 + 2*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 9*0.90
ELU/ 121 1*1.00 + 2*1.05 + 6*1.05 + 7*1.05 + 8*1.50
ELU/ 122 1*1.35 + 3*1.05 + 4*1.05 + 5*1.05 + 9*1.50
ELU/ 123 1*1.00 + 2*1.05 + 3*1.05 + 6*1.05 + 8*1.50
ELU/ 124 1*1.35 + 2*1.50 + 3*1.50 + 5*1.50 + 6*1.50
ELU/ 125 1*1.35 + 5*1.50 + 7*1.50 + 8*0.90
ELU/ 126 1*1.00 + 2*1.50 + 5*1.50 + 6*1.50 + 7*1.50 + 8*0.90
ELU/ 127 1*1.35 + 3*1.50 + 4*1.50 + 9*0.90
ELU/ 128 1*1.00 + 5*1.50 + 9*0.90
ELU/ 129 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 6*1.50 + 7*1.50 + 8*0.90
ELU/ 130 1*1.35 + 2*1.50 + 6*1.50
ELU/ 131 1*1.00 + 3*1.05 + 4*1.05 + 7*1.05 + 9*1.50
ELU/ 132 1*1.35 + 2*1.05 + 3*1.05 + 4*1.05 + 5*1.05 + 7*1.05 + 9*1.50
ELU/ 133 1*1.35 + 3*1.05 + 8*1.50
ELU/ 134 1*1.00 + 2*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 7*1.05 + 9*1.50
ELU/ 135 1*1.35 + 2*1.50 + 7*1.50 + 9*0.90
ELU/ 136 1*1.00 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50
ELU/ 137 1*1.00 + 2*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 8*1.50
ELU/ 138 1*1.35 + 3*1.50 + 7*1.50 + 9*0.90
ELU/ 139 1*1.00 + 3*1.05 + 6*1.05 + 7*1.05 + 8*1.50
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ELU/ 142 1*1.35 + 4*1.05 + 5*1.05 + 6*1.05 + 8*1.50
ELU/ 143 1*1.00 + 4*1.05 + 7*1.05 + 8*1.50
ELU/ 144 1*1.35 + 2*1.05 + 3*1.05 + 5*1.05 + 6*1.05 + 7*1.05 + 9*1.50
ELU/ 145 1*1.00 + 4*1.50 + 8*0.90
ELU/ 146 1*1.35 + 3*1.05 + 5*1.05 + 6*1.05 + 8*1.50
ELU/ 147 1*1.00 + 2*1.05 + 4*1.05 + 7*1.05 + 9*1.50
ELU/ 148 1*1.35 + 3*1.50 + 5*1.50 + 7*1.50 + 9*0.90
ELU/ 149 1*1.00 + 2*1.05 + 4*1.05 + 8*1.50
ELU/ 150 1*1.35 + 2*1.50 + 4*1.50 + 6*1.50 + 8*0.90
ELU/ 151 1*1.35 + 3*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 9*1.50
ELU/ 152 1*1.00 + 2*1.50 + 7*1.50
ELU/ 153 1*1.35 + 2*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 9*1.50
ELU/ 154 1*1.35 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50
ELU/ 155 1*1.35 + 4*1.50 + 5*1.50 + 7*1.50 + 8*0.90
ELU/ 156 1*1.00 + 3*1.50 + 7*1.50 + 8*0.90
ELU/ 157 1*1.35 + 2*1.50 + 4*1.50 + 5*1.50 + 7*1.50 + 9*0.90
ELU/ 158 1*1.00 + 2*1.05 + 3*1.05 + 5*1.05 + 6*1.05 + 7*1.05 + 9*1.50
ELU/ 159 1*1.35 + 4*1.50
ELU/ 160 1*1.00 + 3*1.05 + 9*1.50
ELU/ 161 1*1.35 + 2*1.50 + 5*1.50 + 7*1.50 + 9*0.90
ELU/ 162 1*1.00 + 3*1.50 + 4*1.50 + 6*1.50
ELU/ 163 1*1.35 + 4*1.50 + 6*1.50 + 7*1.50
ELU/ 164 1*1.00 + 2*1.05 + 3*1.05 + 5*1.05 + 9*1.50
ELU/ 165 1*1.35 + 2*1.05 + 3*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 7*1.05 + 9*1.50
ELU/ 166 1*1.35 + 3*1.05 + 6*1.05 + 7*1.05 + 9*1.50
ELU/ 167 1*1.00 + 2*1.05 + 4*1.05 + 5*1.05 + 8*1.50
ELU/ 168 1*1.00 + 7*1.50 + 9*0.90
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ELU/ 170 1*1.00 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 8*0.90
ELU/ 171 1*1.35 + 2*1.05 + 5*1.05 + 6*1.05 + 8*1.50
ELU/ 172 1*1.35 + 4*1.50 + 5*1.50 + 7*1.50 + 9*0.90
ELU/ 173 1*1.00 + 4*1.05 + 5*1.05 + 7*1.05 + 8*1.50
ELU/ 174 1*1.35 + 2*1.05 + 3*1.05 + 6*1.05 + 9*1.50
ELU/ 175 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 7*1.50 + 8*0.90
ELU/ 176 1*1.00 + 6*1.05 + 9*1.50
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ELU/ 180 1*1.00 + 2*1.05 + 4*1.05 + 6*1.05 + 8*1.50
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ELU/ 185 1*1.35 + 5*1.50 + 6*1.50 + 7*1.50 + 8*0.90
ELU/ 186 1*1.00 + 2*1.50 + 3*1.50 + 4*1.50 + 9*0.90
ELU/ 187 1*1.35 + 2*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50
ELU/ 188 1*1.35 + 3*1.05 + 5*1.05 + 7*1.05 + 9*1.50
ELU/ 189 1*1.00 + 2*1.50 + 4*1.50 + 5*1.50 + 9*0.90
ELU/ 190 1*1.00 + 2*1.50 + 5*1.50 + 6*1.50
ELU/ 191 1*1.35 + 3*1.50 + 4*1.50 + 7*1.50 + 9*0.90
ELU/ 192 1*1.00 + 2*1.05 + 3*1.05 + 5*1.05 + 6*1.05 + 8*1.50
ELU/ 193 1*1.35 + 4*1.50 + 7*1.50
ELU/ 194 1*1.00 + 2*1.05 + 3*1.05 + 5*1.05 + 7*1.05 + 8*1.50
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ELU/ 196 1*1.35 + 3*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 7*1.05 + 8*1.50
ELU/ 197 1*1.00 + 2*1.50 + 9*0.90
ELS/ 1 1*1.00 + 2*1.00 + 3*1.00 + 4*1.00 + 5*1.00 + 6*1.00 + 7*1.00 + 9*0.60
ELS/ 2 1*1.00 + 8*1.00
ELS/ 3 1*1.00 + 7*1.00
ELS/ 4 1*1.00 + 2*1.00 + 3*1.00 + 4*1.00 + 5*1.00 + 6*1.00 + 7*1.00
ELS/ 5 1*1.00 + 2*0.70 + 3*0.70 + 4*0.70 + 5*0.70 + 6*0.70 + 8*1.00
ELS/ 6 1*1.00 + 7*0.70 + 8*1.00
ELS/ 7 1*1.00 + 2*1.00 + 3*1.00 + 4*1.00 + 5*1.00 + 6*1.00
ELS/ 8 1*1.00
ELS/ 9 1*1.00 + 2*0.70 + 3*0.70 + 4*0.70 + 5*0.70 + 6*0.70 + 7*0.70 + 8*1.00
ELS/ 10 1*1.00 + 2*1.00 + 3*1.00 + 4*1.00 + 5*1.00 + 6*1.00 + 7*1.00 + 8*0.60
ELS/ 11 1*1.00 + 2*1.00 + 3*1.00 + 4*1.00 + 5*1.00 + 6*1.00 + 8*0.60
ELS/ 12 1*1.00 + 9*1.00
ELS/ 13 1*1.00 + 7*0.70 + 9*1.00
ELS/ 14 1*1.00 + 2*0.70 + 3*0.70 + 4*0.70 + 5*0.70 + 6*0.70 + 9*1.00
ELS/ 15 1*1.00 + 7*1.00 + 8*0.60
ELS/ 16 1*1.00 + 2*1.00 + 3*1.00 + 4*1.00 + 5*1.00 + 6*1.00 + 9*0.60
ELS/ 17 1*1.00 + 7*1.00 + 9*0.60
ELS/ 18 1*1.00 + 2*1.00
ELS/ 19 1*1.00 + 3*0.70 + 4*0.70 + 5*0.70 + 6*0.70 + 7*0.70 + 8*1.00
ELS/ 20 1*1.00 + 2*1.00 + 4*1.00 + 5*1.00 + 6*1.00 + 7*1.00 + 9*0.60
ELS/ 21 1*1.00 + 2*0.70 + 6*0.70 + 9*1.00
ELS/ 22 1*1.00 + 3*1.00 + 4*1.00 + 5*1.00 + 7*1.00 + 8*0.60
ELS/ 23 1*1.00 + 5*1.00 + 7*1.00
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ELS/ 27 1*1.00 + 2*0.70 + 4*0.70 + 7*0.70 + 8*1.00
ELS/ 28 1*1.00 + 2*0.70 + 3*0.70 + 9*1.00
ELS/ 29 1*1.00 + 4*1.00 + 5*1.00 + 6*1.00 + 7*1.00 + 8*0.60
ELS/ 30 1*1.00 + 2*1.00 + 4*1.00 + 6*1.00
ELS/ 31 1*1.00 + 3*0.70 + 5*0.70 + 7*0.70 + 9*1.00
ELS/ 32 1*1.00 + 3*1.00 + 4*1.00 + 8*0.60
ELS/ 33 1*1.00 + 2*0.70 + 5*0.70 + 6*0.70 + 7*0.70 + 9*1.00
ELS/ 34 1*1.00 + 2*0.70 + 3*0.70 + 4*0.70 + 6*0.70 + 8*1.00
ELS/ 35 1*1.00 + 3*0.70 + 4*0.70 + 6*0.70 + 7*0.70 + 9*1.00
ELS/ 36 1*1.00 + 2*1.00 + 5*1.00
ELS/ 37 1*1.00 + 2*0.70 + 4*0.70 + 5*0.70 + 6*0.70 + 7*0.70 + 8*1.00
ELS/ 38 1*1.00 + 3*1.00
ELS/ 39 1*1.00 + 2*0.70 + 4*0.70 + 5*0.70 + 6*0.70 + 7*0.70 + 9*1.00
ELS/ 40 1*1.00 + 2*0.70 + 6*0.70 + 7*0.70 + 9*1.00
ELS/ 41 1*1.00 + 3*1.00 + 4*1.00
ELS/ 42 1*1.00 + 2*1.00 + 8*0.60
ELS/ 43 1*1.00 + 3*1.00 + 4*1.00 + 5*1.00 + 6*1.00 + 7*1.00
ELS/ 44 1*1.00 + 3*1.00 + 6*1.00
ELS/ 45 1*1.00 + 2*0.70 + 4*0.70 + 7*0.70 + 9*1.00
ELS/ 46 1*1.00 + 4*0.70 + 7*0.70 + 8*1.00
ELS/ 47 1*1.00 + 3*0.70 + 5*0.70 + 9*1.00
ELS/ 48 1*1.00 + 2*1.00 + 4*1.00 + 6*1.00 + 7*1.00
ELS/ 49 1*1.00 + 2*1.00 + 3*1.00 + 6*1.00
ELS/ 50 1*1.00 + 4*0.70 + 5*0.70 + 7*0.70 + 8*1.00
ELS/ 51 1*1.00 + 2*0.70 + 3*0.70 + 5*0.70 + 6*0.70 + 9*1.00
ELS/ 52 1*1.00 + 4*1.00 + 7*1.00 + 8*0.60
ELS/ 53 1*1.00 + 2*1.00 + 4*1.00 + 5*1.00 + 6*1.00 + 8*0.60
ELS/ 54 1*1.00 + 3*0.70 + 9*1.00
ELS/ 55 1*1.00 + 2*1.00 + 6*1.00 + 7*1.00 + 8*0.60
ELS/ 56 1*1.00 + 3*0.70 + 4*0.70 + 5*0.70 + 9*1.00
ELS/ 57 1*1.00 + 2*0.70 + 3*0.70 + 5*0.70 + 6*0.70 + 8*1.00
ELS/ 58 1*1.00 + 4*0.70 + 7*0.70 + 9*1.00
ELS/ 59 1*1.00 + 2*1.00 + 5*1.00 + 6*1.00 + 7*1.00
ELS/ 60 1*1.00 + 3*0.70 + 4*0.70 + 9*1.00
ELS/ 61 1*1.00 + 4*1.00 + 6*1.00
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ELS/ 70 1*1.00 + 3*1.00 + 4*1.00 + 5*1.00 + 6*1.00 + 8*0.60
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ELS/ 75 1*1.00 + 2*1.00 + 3*1.00 + 4*1.00 + 5*1.00 + 7*1.00 + 9*0.60
ELS/ 76 1*1.00 + 6*1.00
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ELS/ 78 1*1.00 + 2*1.00 + 3*1.00 + 4*1.00 + 8*0.60
ELS/ 79 1*1.00 + 5*0.70 + 6*0.70 + 7*0.70 + 9*1.00
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ELS/ 81 1*1.00 + 3*1.00 + 4*1.00 + 5*1.00 + 7*1.00 + 9*0.60
ELS/ 82 1*1.00 + 2*0.70 + 4*0.70 + 5*0.70 + 9*1.00
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ELS/ 84 1*1.00 + 4*1.00 + 5*1.00 + 7*1.00
ELS/ 85 1*1.00 + 3*0.70 + 5*0.70 + 7*0.70 + 8*1.00
ELS/ 86 1*1.00 + 2*0.70 + 4*0.70 + 6*0.70 + 9*1.00
ELS/ 87 1*1.00 + 3*1.00 + 5*1.00 + 7*1.00 + 8*0.60
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ELS/ 89 1*1.00 + 4*0.70 + 6*0.70 + 7*0.70 + 9*1.00
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ELS/ 91 1*1.00 + 3*1.00 + 6*1.00 + 7*1.00
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ELS/ 96 1*1.00 + 4*0.70 + 6*0.70 + 9*1.00
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ELS/ 123 1*1.00 + 2*0.70 + 4*0.70 + 8*1.00
ELS/ 124 1*1.00 + 2*1.00 + 4*1.00 + 6*1.00 + 8*0.60
ELS/ 125 1*1.00 + 3*0.70 + 4*0.70 + 5*0.70 + 6*0.70 + 9*1.00
ELS/ 126 1*1.00 + 2*1.00 + 7*1.00
ELS/ 127 1*1.00 + 2*0.70 + 4*0.70 + 5*0.70 + 6*0.70 + 9*1.00
ELS/ 128 1*1.00 + 4*1.00 + 5*1.00 + 7*1.00 + 8*0.60
ELS/ 129 1*1.00 + 3*1.00 + 7*1.00 + 8*0.60
ELS/ 130 1*1.00 + 2*1.00 + 4*1.00 + 5*1.00 + 7*1.00 + 9*0.60
ELS/ 131 1*1.00 + 4*1.00
ELS/ 132 1*1.00 + 3*1.00 + 4*1.00 + 6*1.00
ELS/ 133 1*1.00 + 2*0.70 + 3*0.70 + 5*0.70 + 9*1.00
ELS/ 134 1*1.00 + 2*0.70 + 3*0.70 + 4*0.70 + 5*0.70 + 6*0.70 + 7*0.70 + 9*1.00
ELS/ 135 1*1.00 + 3*0.70 + 6*0.70 + 7*0.70 + 9*1.00
ELS/ 136 1*1.00 + 2*0.70 + 4*0.70 + 5*0.70 + 8*1.00
ELS/ 137 1*1.00 + 6*1.00 + 7*1.00 + 9*0.60
ELS/ 138 1*1.00 + 2*1.00 + 3*1.00 + 4*1.00 + 5*1.00 + 8*0.60
ELS/ 139 1*1.00 + 2*0.70 + 5*0.70 + 6*0.70 + 8*1.00
ELS/ 140 1*1.00 + 4*1.00 + 5*1.00 + 7*1.00 + 9*0.60
ELS/ 141 1*1.00 + 2*0.70 + 3*0.70 + 6*0.70 + 9*1.00
ELS/ 142 1*1.00 + 2*1.00 + 3*1.00 + 4*1.00 + 5*1.00 + 7*1.00 + 8*0.60
ELS/ 143 1*1.00 + 6*0.70 + 9*1.00
ELS/ 144 1*1.00 + 4*1.00 + 7*1.00 + 9*0.60
ELS/ 145 1*1.00 + 2*1.00 + 3*1.00 + 6*1.00 + 7*1.00
ELS/ 146 1*1.00 + 4*0.70 + 5*0.70 + 9*1.00
ELS/ 147 1*1.00 + 2*0.70 + 4*0.70 + 6*0.70 + 8*1.00
ELS/ 148 1*1.00 + 3*1.00 + 7*1.00

16. Date : 12/04/16 Page : 16
ELS/ 149 1*1.00 + 5*1.00 + 7*1.00 + 9*0.60
ELS/ 150 1*1.00 + 5*1.00 + 6*1.00 + 7*1.00 + 8*0.60
ELS/ 151 1*1.00 + 2*1.00 + 3*1.00 + 4*1.00 + 9*0.60
ELS/ 152 1*1.00 + 2*1.00 + 4*1.00 + 5*1.00 + 6*1.00 + 7*1.00
ELS/ 153 1*1.00 + 2*1.00 + 5*1.00 + 6*1.00
ELS/ 154 1*1.00 + 3*1.00 + 4*1.00 + 7*1.00 + 9*0.60
ELS/ 155 1*1.00 + 4*1.00 + 7*1.00
ELS/ 156 1*1.00 + 2*0.70 + 3*0.70 + 5*0.70 + 7*0.70 + 8*1.00
ELS/ 157 1*1.00 + 2*1.00 + 6*1.00 + 7*1.00
ELS/ 158 1*1.00 + 2*1.00 + 9*0.60
10. Réactions EFF: Extrêmes globaux
FX [kN] FY [kN] FZ [kN] MX [kNm] MY [kNm] MZ [kNm]
MAX 0,86 3,88 70,12 0,82 0,19 0,34
Noeud 5 14 5 1 5 1
Cas ELU/9 ELU/17 ELU/1 ELU/17 ELU/9 ELU/20
MIN -4,05 -1,10 -6,62 -1,23 -5,57 -0,25
Noeud 1 1 14 5 1 5
Cas ELU/5 ELU/17 ELU/17 ELU/12 ELU/5 ELU/20
11. Déplacements DEP: Extrêmes globaux
UX [cm] UY [cm] UZ [cm] RX [Rad] RY [Rad] RZ [Rad]
MAX 0,3 0,1 0,0 0,001 0,005 0,001
Noeud 7 21 16 8 16 11
Cas ELU/28 ELU/22 ELU/17 ELU/20 ELU/22 ELU/9
MIN -0,1 -0,2 -0,5 -0,003 -0,005 -0,001
Noeud 3 8 20 23 11 16
Cas ELU/8 ELU/20 ELU/12 ELU/12 ELU/3 ELU/15

17. Date : 12/04/16 Page : 17
12. Efforts EFF: Enveloppe
Barre FX [kN] FY [kN] FZ [kN] MX [kNm] MY [kNm] MZ [kNm]
1 / MAX 66,69 0,86 4,05 0,23 0,19 1,21
Noeud 1 1 1 1 2 1
Cas ELU/1 ELU/4 ELU/5 ELU/1 ELU/4 ELU/4
1 / MIN -2,33 -0,93 -0,13 -0,01 -5,57 -0,65
Noeud 1 2 1 1 1 1
Cas 8 9 ELU/3 ELU/3 ELU/5 9
2 / MAX 66,53 1,51 3,90 0,34 2,72 1,60
Noeud 2 3 2 2 3 3
Cas ELU/1 ELU/41 ELU/5 ELU/20 ELU/6 ELU/20
2 / MIN -2,77 -1,21 -36,23 -0,11 -7,68 -0,38
Noeud 3 2 3 3 3 2
Cas ELU/2 ELU/17 ELU/4 ELU/15 ELU/8 ELU/17
3 / MAX 71,25 1,01 0,08 0,00 2,72 1,02
Noeud 3 3 3 3 3 3
Cas ELU/4 9 1 7 ELU/6 9
3 / MIN -3,46 -0,02 -0,97 -0,37 -8,60 -0,20
Noeud 4 3 4 3 4 4
Cas ELU/2 ELU/2 ELU/4 9 ELU/4 9
4 / MAX 70,12 0,69 3,56 0,08 0,19 0,96
Noeud 5 5 5 5 5 5
Cas ELU/1 ELU/11 ELU/7 ELU/7 ELU/9 ELU/9
4 / MIN 0,25 -0,91 -0,86 -0,18 -5,54 -0,60
Noeud 5 6 5 5 5 5
Cas 6 9 ELU/9 ELU/1 ELU/7 9
5 / MAX 69,96 1,53 37,24 0,09 9,25 1,58
Noeud 6 7 7 7 7 7
Cas ELU/1 ELU/20 ELU/12 ELU/9 ELU/14 ELU/19
5 / MIN -0,00 -1,18 -0,86 -0,32 -4,30 -0,32
Noeud 7 6 6 7 6 6
Cas 7 ELU/17 ELU/9 ELU/19 ELU/11 ELU/17
6 / MAX 73,51 0,00 0,19 0,34 0,15 0,21
Noeud 7 7 8 7 7 8
Cas ELU/12 2 9 9 ELU/13 9
6 / MIN 0,06 -1,02 -0,83 -0,02 -10,00 -1,02
Noeud 7 7 8 7 8 7
Cas 7 9 ELU/12 8 ELU/12 9
7 / MAX 37,24 1,30 62,84 0,00 2,29 0,69
Noeud 8 4 8 8 4 4
Cas ELU/12 ELU/47 ELU/12 ELU/3 ELU/2 ELU/20
7 / MIN -1,43 -1,32 -60,81 -0,04 -10,00 -0,02
Noeud 4 8 4 8 8 8
Cas ELU/2 ELU/18 ELU/4 ELU/5 ELU/12 ELU/7
8 / MAX 2,17 0,19 0,24 0,00 0,01 0,01
Noeud 9 10 9 9 10 10
Cas ELU/4 ELU/15 ELU/19 ELU/3 7 ELU/3
8 / MIN -8,36 -0,08 -0,52 -0,00 -0,37 -0,20

18. Date : 12/04/16 Page : 18
Barre FX [kN] FY [kN] FZ [kN] MX [kNm] MY [kNm] MZ [kNm]
Noeud 10 9 10 9 10 10
Cas ELU/18 8 ELU/21 ELU/20 ELU/21 ELU/20
9 / MAX 0,25 0,01 0,53 0,00 0,10 0,00
Noeud 11 11 11 11 12 11
Cas ELU/22 9 ELU/22 ELU/23 ELU/22 9
9 / MIN -0,00 -0,01 -0,01 -0,00 -0,16 -0,01
Noeud 11 11 12 11 11 11
Cas 9 ELU/22 9 9 ELU/22 ELU/22
10 / MAX 0,07 0,09 0,15 0,00 0,01 0,09
Noeud 13 13 13 13 13 11
Cas 9 ELU/17 ELU/19 ELU/12 ELU/15 ELU/4
10 / MIN -1,17 -0,51 -0,11 0,00 -0,03 -0,17
Noeud 13 13 11 13 13 13
Cas ELU/4 ELU/4 ELU/12 6 ELU/19 ELU/4
11 / MAX 2,22 0,17 0,24 0,00 0,01 0,09
Noeud 14 15 14 14 15 15
Cas ELU/12 8 ELU/19 ELU/20 7 ELU/9
11 / MIN -8,38 -0,11 -0,52 -0,00 -0,37 -0,12
Noeud 15 14 15 14 15 15
Cas ELU/18 ELU/24 ELU/21 7 ELU/21 8
12 / MAX 0,25 0,01 0,01 0,00 0,16 0,00
Noeud 16 16 16 16 16 16
Cas ELU/3 9 8 9 ELU/3 9
12 / MIN -0,00 -0,01 -0,52 -0,00 -0,10 -0,01
Noeud 16 16 17 16 17 16
Cas 8 ELU/3 ELU/22 ELU/9 ELU/3 ELU/3
13 / MAX 0,08 0,57 0,15 0,00 0,01 0,18
Noeud 18 18 18 18 18 18
Cas 9 ELU/12 ELU/19 8 ELU/9 ELU/12
13 / MIN -1,17 -0,09 -0,11 -0,00 -0,04 -0,09
Noeud 18 16 16 18 18 16
Cas ELU/12 ELU/17 ELU/4 ELU/4 ELU/19 ELU/12
14 / MAX 0,04 0,08 0,99 0,00 0,03 0,04
Noeud 13 18 18 18 18 13
Cas 8 ELU/23 ELU/4 ELU/4 8 ELU/15
14 / MIN -36,74 -0,09 -1,00 -0,00 -0,50 -0,01
Noeud 18 13 13 13 13 18
Cas ELU/1 ELU/23 ELU/12 ELU/12 ELU/12 ELU/7
15 / MAX 0,07 0,06 0,76 0,00 0,01 0,03
Noeud 16 11 16 16 16 11
Cas 9 ELU/9 ELU/3 ELU/4 8 ELU/19
15 / MIN -0,89 -0,07 -0,77 -0,00 -0,22 -0,06
Noeud 11 16 11 11 11 16
Cas ELU/12 ELU/15 ELU/22 ELU/12 ELU/22 ELU/15
16 / MAX 0,52 0,01 0,23 0,00 0,00 0,00
Noeud 17 12 17 17 17 17
Cas ELU/22 ELU/12 ELU/3 ELU/1 8 9
16 / MIN -0,01 -0,01 -0,24 -0,00 -0,10 -0,01
Noeud 12 17 12 12 12 12
Cas 9 ELU/4 ELU/22 ELU/12 ELU/22 ELU/12
17 / MAX 1,59 0,16 0,01 0,01 0,00 0,07
Noeud 10 10 10 11 10 11
Cas ELU/12 ELU/12 9 ELU/12 ELU/17 ELU/12

19. Date : 12/04/16 Page : 19
Barre FX [kN] FY [kN] FZ [kN] MX [kNm] MY [kNm] MZ [kNm]
17 / MIN -0,04 -0,00 -0,01 -0,00 -0,00 -0,03
Noeud 11 11 10 11 10 10
Cas 9 2 ELU/12 2 ELU/12 ELU/19
18 / MAX 1,58 0,03 0,01 0,00 0,00 0,03
Noeud 15 15 15 16 15 15
Cas ELU/4 8 9 8 ELU/17 ELU/25
18 / MIN -0,05 -0,14 -0,01 -0,01 -0,00 -0,07
Noeud 16 16 15 16 15 16
Cas 9 ELU/4 ELU/4 ELU/4 ELU/4 ELU/4
19 / MAX 0,00 0,00 0,02 -0,00 0,09 0,01
Noeud 19 19 20 19 19 20
Cas 2 9 8 6 ELU/3 ELU/3
19 / MIN -0,20 -0,01 -0,39 -0,00 -0,11 -0,00
Noeud 19 20 19 19 20 20
Cas ELU/22 ELU/20 ELU/3 ELU/22 ELU/3 8
20 / MAX 0,00 -0,00 0,41 0,00 0,11 0,01
Noeud 21 21 22 21 22 22
Cas 9 6 ELU/22 ELU/3 ELU/22 ELU/27
20 / MIN -0,20 -0,02 -0,00 -0,00 -0,09 0,00
Noeud 21 22 21 21 21 21
Cas ELU/3 ELU/20 2 9 ELU/22 6
21 / MAX 0,07 0,05 0,17 0,00 0,01 0,02
Noeud 22 22 22 22 22 22
Cas ELU/9 ELU/19 ELU/12 2 ELU/1 ELU/19
21 / MIN -0,03 -0,03 -0,22 -0,00 -0,00 -0,02
Noeud 22 22 23 22 23 22
Cas ELU/19 ELU/9 ELU/1 ELU/12 ELU/12 ELU/9
22 / MAX 0,07 0,06 0,17 0,00 0,01 0,02
Noeud 20 20 20 20 20 20
Cas ELU/15 ELU/15 ELU/4 ELU/4 ELU/4 ELU/15
22 / MIN -0,03 -0,02 -0,22 -0,00 -0,00 -0,01
Noeud 20 20 24 20 20 24
Cas ELU/19 ELU/19 ELU/4 8 8 ELU/2
13. Contraintes - Extrêmes globaux
S max
[MPa]
S min
[MPa]
S max(My)
[MPa]
S max(Mz)
[MPa]
S min(My)
[MPa]
S min(Mz)
[MPa]
Fx/Ax
[MPa]
MAX 123,55 11,80 122,06 56,79 2,88 5,47 18,26
Barre 9 4 9 17 10 14 6
Noeud 11 6 11 11 13 13 7
Cas ELU/12 ELU/8 ELU/12 ELU/22 ELU/17 ELU/15 ELU/14
MIN -59,29 -236,74 -1,00 -0,75 -165,53 -58,44 -76,55
Barre 14 14 21 15 14 13 14
Noeud 18 13 22 16 13 18 18

20. Date : 12/04/16 Page : 20
S max
[MPa]
S min
[MPa]
S max(My)
[MPa]
S max(Mz)
[MPa]
S min(My)
[MPa]
S min(Mz)
[MPa]
Fx/Ax
[MPa]
Cas ELU/15 ELU/12 ELU/26 8 ELU/12 ELU/12 ELU/1
14. Données - Familles
Famille Nom Composants
1 1 1A22
2 2 8 11
3 3 10 13A15 21 22
4 4 9 12 17A20
15. Vérificationdes barres acier
CALCUL DES STRUCTURES ACIER
----------------------------------------------------------------------------------------------------------------------------- -----
------
NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures.
TYPE D'ANALYSE : Vérification des pièces
----------------------------------------------------------------------------------------------------------------------------- -----
------
FAMILLE :
PIECE : 1 POINT : 1 COORDONNEE : x = 0.00
L = 0.00 m
----------------------------------------------------------------------------------------------------------------------------- -----
------
CHARGEMENTS :
Cas de charge décisif : 10 ELU /11/ 1*1.35 + 2*1.05 + 3*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 7*1.05 +
8*1.50
----------------------------------------------------------------------------------------------------------------------------- -----
------
MATERIAU :
ACIER E24 fy = 235.00 MPa
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE LA SECTION : CIRF 219.1x6
h=21.9 cm gM0=1.00 gM1=1.00
Ay=25.59 cm2 Az=25.59 cm2 Ax=40.20 cm2
tw=0.6 cm Iy=2282.00 cm4 Iz=2282.00 cm4 Ix=4564.00 cm4
Wply=272.54 cm3 Wplz=272.54 cm3
----------------------------------------------------------------------------------------------------------------------------- -----
------
EFFORTS INTERNES ET RESISTANCES ULTIMES :
N,Ed = 42.24 kN My,Ed = -5.50 kN*m Mz,Ed = 0.87 kN*m Vy,Ed = 0.67 kN
Nc,Rd = 944.70 kN My,pl,Rd = 64.05 kN*m Mz,pl,Rd = 64.05 kN*m Vy,T,Rd = 346.58 kN

21. Date : 12/04/16 Page : 21
Nb,Rd = 944.70 kN My,c,Rd = 64.05 kN*m Mz,c,Rd = 64.05 kN*m Vz,Ed = 3.98 kN
MN,y,Rd = 63.72 kN*m MN,z,Rd = 63.72 kN*m Vz,T,Rd = 346.58 kN
Tt,Ed = 0.10 kN*m
Classe de la section =
1
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE DEVERSEMENT :
----------------------------------------------------------------------------------------------------------------------------------
------
PARAMETRES DE FLAMBEMENT :
en y : en z :
Ly = 0.38 m Lam_y = 0.03 Lz = 0.38 m Lam_z = 0.03
Lcr,y = 0.19 m Xy = 1.00 Lcr,z = 0.19 m Xz = 1.00
Lamy = 2.52 kyy = 0.92 Lamz = 2.52 kyz = 0.55
----------------------------------------------------------------------------------------------------------------------------- -----
------
FORMULES DE VERIFICATION :
Contrôle de la résistance de la section :
N,Ed/Nc,Rd = 0.04 < 1.00 (6.2.4.(1))
(My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.01 < 1.00 (6.2.9.1.(6))
Vy,Ed/Vy,T,Rd = 0.00 < 1.00 (6.2.6-7)
Vz,Ed/Vz,T,Rd = 0.01 < 1.00 (6.2.6-7)
Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.00 < 1.00 (6.2.6)
Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.00 < 1.00 (6.2.6)
Contrôle de la stabilité globale de la barre :
Lambda,y = 2.52 < Lambda,max = 210.00 Lambda,z = 2.52 < Lambda,max = 210.00 STABLE
N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.13 < 1.00
(6.3.3.(4))
N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.10 < 1.00
(6.3.3.(4))
----------------------------------------------------------------------------------------------------------------------------- -----
------
Profil correct !!!
CALCUL DES STRUCTURES ACIER
----------------------------------------------------------------------------------------------------------------------------------
------
NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures.
TYPE D'ANALYSE : Vérification des pièces
----------------------------------------------------------------------------------------------------------------------------- -----
------
FAMILLE :
PIECE : 2 POINT : 7 COORDONNEE : x = 1.00
L = 2.67 m
----------------------------------------------------------------------------------------------------------------------------- -----
------
CHARGEMENTS :
Cas de charge décisif : 10 ELU /8/ 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50
----------------------------------------------------------------------------------------------------------------------------- -----
------
MATERIAU :
ACIER E24 fy = 235.00 MPa
----------------------------------------------------------------------------------------------------------------------------------
------

22. Date : 12/04/16 Page : 22
PARAMETRES DE LA SECTION : CIRF 219.1x6
h=21.9 cm gM0=1.00 gM1=1.00
Ay=25.59 cm2 Az=25.59 cm2 Ax=40.20 cm2
tw=0.6 cm Iy=2282.00 cm4 Iz=2282.00 cm4 Ix=4564.00 cm4
Wply=272.54 cm3 Wplz=272.54 cm3
----------------------------------------------------------------------------------------------------------------------------- -----
------
EFFORTS INTERNES ET RESISTANCES ULTIMES :
N,Ed = 61.35 kN My,Ed = -7.68 kN*m
Nc,Rd = 944.70 kN My,pl,Rd = 64.05 kN*m
Nb,Rd = 944.70 kN My,c,Rd = 64.05 kN*m Vz,Ed = -36.05 kN
MN,y,Rd = 63.43 kN*m Vz,T,Rd = 346.66 kN
Tt,Ed = -0.09 kN*m
Classe de la section =
1
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE DEVERSEMENT :
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE FLAMBEMENT :
en y : en z :
Ly = 2.67 m Lam_y = 0.19 Lz = 2.67 m Lam_z = 0.19
Lcr,y = 1.34 m Xy = 1.00 Lcr,z = 1.34 m Xz = 1.00
Lamy = 17.72 kyy = 0.76 Lamz = 17.72 kzy = 0.46
----------------------------------------------------------------------------------------------------------------------------- -----
------
FORMULES DE VERIFICATION :
Contrôle de la résistance de la section :
N,Ed/Nc,Rd = 0.06 < 1.00 (6.2.4.(1))
My,Ed/My,c,Rd = 0.12 < 1.00 (6.2.5.(1))
My,Ed/MN,y,Rd = 0.12 < 1.00 (6.2.9.1.(2))
Vz,Ed/Vz,T,Rd = 0.10 < 1.00 (6.2.6-7)
Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.00 < 1.00 (6.2.6)
Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.00 < 1.00 (6.2.6)
Contrôle de la stabilité globale de la barre :
Lambda,y = 17.72 < Lambda,max = 210.00 Lambda,z = 17.72 < Lambda,max = 210.00 STABLE
N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) = 0.16 < 1.00 (6.3.3.(4))
N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) = 0.12 < 1.00 (6.3.3.(4))
----------------------------------------------------------------------------------------------------------------------------- -----
------
Profil correct !!!
CALCUL DES STRUCTURES ACIER
----------------------------------------------------------------------------------------------------------------------------------
------
NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures.
TYPE D'ANALYSE : Vérification des pièces
----------------------------------------------------------------------------------------------------------------------------- -----
------
FAMILLE :
PIECE : 3 POINT : 7 COORDONNEE : x = 1.00
L = 1.30 m
----------------------------------------------------------------------------------------------------------------------------- -----
------

23. Date : 12/04/16 Page : 23
CHARGEMENTS :
Cas de charge décisif : 10 ELU /4/ 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50
----------------------------------------------------------------------------------------------------------------------------- -----
------
MATERIAU :
ACIER E24 fy = 235.00 MPa
----------------------------------------------------------------------------------------------------------------------------------
------
PARAMETRES DE LA SECTION : CIRF 219.1x6
h=21.9 cm gM0=1.00 gM1=1.00
Ay=25.59 cm2 Az=25.59 cm2 Ax=40.20 cm2
tw=0.6 cm Iy=2282.00 cm4 Iz=2282.00 cm4 Ix=4564.00 cm4
Wply=272.54 cm3 Wplz=272.54 cm3
----------------------------------------------------------------------------------------------------------------------------- -----
------
EFFORTS INTERNES ET RESISTANCES ULTIMES :
N,Ed = 70.78 kN My,Ed = -8.60 kN*m Mz,Ed = -0.04 kN*m
Nc,Rd = 944.70 kN My,pl,Rd = 64.05 kN*m Mz,pl,Rd = 64.05 kN*m
Nb,Rd = 944.70 kN My,c,Rd = 64.05 kN*m Mz,c,Rd = 64.05 kN*m Vz,Ed = -0.97 kN
MN,y,Rd = 63.27 kN*m MN,z,Rd = 63.27 kN*m Vz,T,Rd = 346.77 kN
Tt,Ed = -0.07 kN*m
Classe de la section =
1
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE DEVERSEMENT :
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE FLAMBEMENT :
en y : en z :
Ly = 1.30 m Lam_y = 0.09 Lz = 1.30 m Lam_z = 0.09
Lcr,y = 0.65 m Xy = 1.00 Lcr,z = 0.65 m Xz = 1.00
Lamy = 8.61 kyy = 0.93 Lamz = 8.61 kyz = 0.57
----------------------------------------------------------------------------------------------------------------------------- -----
------
FORMULES DE VERIFICATION :
Contrôle de la résistance de la section :
N,Ed/Nc,Rd = 0.07 < 1.00 (6.2.4.(1))
(My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.02 < 1.00 (6.2.9.1.(6))
Vz,Ed/Vz,T,Rd = 0.00 < 1.00 (6.2.6-7)
Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.00 < 1.00 (6.2.6)
Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.00 < 1.00 (6.2.6)
Contrôle de la stabilité globale de la barre :
Lambda,y = 8.61 < Lambda,max = 210.00 Lambda,z = 8.61 < Lambda,max = 210.00 STABLE
N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.20 < 1.00
(6.3.3.(4))
N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.15 < 1.00
(6.3.3.(4))
----------------------------------------------------------------------------------------------------------------------------- -----
------
Profil correct !!!
CALCUL DES STRUCTURES ACIER
----------------------------------------------------------------------------------------------------------------------------------
------

24. Date : 12/04/16 Page : 24
NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures.
TYPE D'ANALYSE : Vérification des pièces
----------------------------------------------------------------------------------------------------------------------------- -----
------
FAMILLE :
PIECE : 4 POINT : 1 COORDONNEE : x = 0.00
L = 0.00 m
----------------------------------------------------------------------------------------------------------------------------- -----
------
CHARGEMENTS :
Cas de charge décisif : 10 ELU /11/ 1*1.35 + 2*1.05 + 3*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 7*1.05 +
8*1.50
----------------------------------------------------------------------------------------------------------------------------- -----
------
MATERIAU :
ACIER E24 fy = 235.00 MPa
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE LA SECTION : CIRF 219.1x6
h=21.9 cm gM0=1.00 gM1=1.00
Ay=25.59 cm2 Az=25.59 cm2 Ax=40.20 cm2
tw=0.6 cm Iy=2282.00 cm4 Iz=2282.00 cm4 Ix=4564.00 cm4
Wply=272.54 cm3 Wplz=272.54 cm3
----------------------------------------------------------------------------------------------------------------------------- -----
------
EFFORTS INTERNES ET RESISTANCES ULTIMES :
N,Ed = 49.25 kN My,Ed = -5.38 kN*m Mz,Ed = 0.95 kN*m Vy,Ed = 0.69 kN
Nc,Rd = 944.70 kN My,pl,Rd = 64.05 kN*m Mz,pl,Rd = 64.05 kN*m Vy,T,Rd = 347.01 kN
Nb,Rd = 944.70 kN My,c,Rd = 64.05 kN*m Mz,c,Rd = 64.05 kN*m Vz,Ed = 2.94 kN
MN,y,Rd = 63.63 kN*m MN,z,Rd = 63.63 kN*m Vz,T,Rd = 347.01 kN
Tt,Ed = 0.04 kN*m
Classe de la section =
1
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE DEVERSEMENT :
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE FLAMBEMENT :
en y : en z :
Ly = 0.38 m Lam_y = 0.03 Lz = 0.38 m Lam_z = 0.03
Lcr,y = 0.19 m Xy = 1.00 Lcr,z = 0.19 m Xz = 1.00
Lamy = 2.52 kyy = 0.93 Lamz = 2.52 kyz = 0.55
----------------------------------------------------------------------------------------------------------------------------- -----
------
FORMULES DE VERIFICATION :
Contrôle de la résistance de la section :
N,Ed/Nc,Rd = 0.05 < 1.00 (6.2.4.(1))
(My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.01 < 1.00 (6.2.9.1.(6))
Vy,Ed/Vy,T,Rd = 0.00 < 1.00 (6.2.6-7)
Vz,Ed/Vz,T,Rd = 0.01 < 1.00 (6.2.6-7)
Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.00 < 1.00 (6.2.6)
Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.00 < 1.00 (6.2.6)
Contrôle de la stabilité globale de la barre :
Lambda,y = 2.52 < Lambda,max = 210.00 Lambda,z = 2.52 < Lambda,max = 210.00 STABLE
N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.14 < 1.00
(6.3.3.(4))

25. Date : 12/04/16 Page : 25
N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.11 < 1.00
(6.3.3.(4))
----------------------------------------------------------------------------------------------------------------------------- -----
------
Profil correct !!!
CALCUL DES STRUCTURES ACIER
----------------------------------------------------------------------------------------------------------------------------- -----
------
NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures.
TYPE D'ANALYSE : Vérification des pièces
----------------------------------------------------------------------------------------------------------------------------- -----
------
FAMILLE :
PIECE : 5 POINT : 7 COORDONNEE : x = 1.00
L = 2.67 m
----------------------------------------------------------------------------------------------------------------------------- -----
------
CHARGEMENTS :
Cas de charge décisif : 10 ELU /26/ 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 9*0.90
----------------------------------------------------------------------------------------------------------------------------- -----
------
MATERIAU :
ACIER E24 fy = 235.00 MPa
----------------------------------------------------------------------------------------------------------------------------------
------
PARAMETRES DE LA SECTION : CIRF 219.1x6
h=21.9 cm gM0=1.00 gM1=1.00
Ay=25.59 cm2 Az=25.59 cm2 Ax=40.20 cm2
tw=0.6 cm Iy=2282.00 cm4 Iz=2282.00 cm4 Ix=4564.00 cm4
Wply=272.54 cm3 Wplz=272.54 cm3
----------------------------------------------------------------------------------------------------------------------------- -----
------
EFFORTS INTERNES ET RESISTANCES ULTIMES :
N,Ed = 63.05 kN My,Ed = 8.99 kN*m Mz,Ed = 0.95 kN*m Vy,Ed = 0.92 kN
Nc,Rd = 944.70 kN My,pl,Rd = 64.05 kN*m Mz,pl,Rd = 64.05 kN*m Vy,T,Rd = 346.63 kN
Nb,Rd = 944.70 kN My,c,Rd = 64.05 kN*m Mz,c,Rd = 64.05 kN*m Vz,Ed = 36.97 kN
MN,y,Rd = 63.40 kN*m MN,z,Rd = 63.40 kN*m Vz,T,Rd = 346.63 kN
Tt,Ed = -0.10 kN*m
Classe de la section =
1
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE DEVERSEMENT :
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE FLAMBEMENT :
en y : en z :
Ly = 2.67 m Lam_y = 0.19 Lz = 2.67 m Lam_z = 0.19
Lcr,y = 1.34 m Xy = 1.00 Lcr,z = 1.34 m Xz = 1.00
Lamy = 17.72 kyy = 0.71 Lamz = 17.72 kyz = 0.53
----------------------------------------------------------------------------------------------------------------------------- -----
------
FORMULES DE VERIFICATION :
Contrôle de la résistance de la section :

26. Date : 12/04/16 Page : 26
N,Ed/Nc,Rd = 0.07 < 1.00 (6.2.4.(1))
(My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.02 < 1.00 (6.2.9.1.(6))
Vy,Ed/Vy,T,Rd = 0.00 < 1.00 (6.2.6-7)
Vz,Ed/Vz,T,Rd = 0.11 < 1.00 (6.2.6-7)
Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.00 < 1.00 (6.2.6)
Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.00 < 1.00 (6.2.6)
Contrôle de la stabilité globale de la barre :
Lambda,y = 17.72 < Lambda,max = 210.00 Lambda,z = 17.72 < Lambda,max = 210.00 STABLE
N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.17 < 1.00
(6.3.3.(4))
N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.14 < 1.00
(6.3.3.(4))
----------------------------------------------------------------------------------------------------------------------------- -----
------
Profil correct !!!
CALCUL DES STRUCTURES ACIER
----------------------------------------------------------------------------------------------------------------------------- -----
------
NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures.
TYPE D'ANALYSE : Vérification des pièces
----------------------------------------------------------------------------------------------------------------------------- -----
------
FAMILLE :
PIECE : 6 POINT : 7 COORDONNEE : x = 1.00
L = 1.30 m
----------------------------------------------------------------------------------------------------------------------------- -----
------
CHARGEMENTS :
Cas de charge décisif : 10 ELU /12/ 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 +
8*0.90
----------------------------------------------------------------------------------------------------------------------------- -----
------
MATERIAU :
ACIER E24 fy = 235.00 MPa
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE LA SECTION : CIRF 219.1x6
h=21.9 cm gM0=1.00 gM1=1.00
Ay=25.59 cm2 Az=25.59 cm2 Ax=40.20 cm2
tw=0.6 cm Iy=2282.00 cm4 Iz=2282.00 cm4 Ix=4564.00 cm4
Wply=272.54 cm3 Wplz=272.54 cm3
----------------------------------------------------------------------------------------------------------------------------- -----
------
EFFORTS INTERNES ET RESISTANCES ULTIMES :
N,Ed = 73.04 kN My,Ed = -10.00 kN*m Mz,Ed = 0.06 kN*m Vy,Ed = -0.01 kN
Nc,Rd = 944.70 kN My,pl,Rd = 64.05 kN*m Mz,pl,Rd = 64.05 kN*m Vy,T,Rd = 346.89 kN
Nb,Rd = 944.70 kN My,c,Rd = 64.05 kN*m Mz,c,Rd = 64.05 kN*m Vz,Ed = -0.83 kN
MN,y,Rd = 63.22 kN*m MN,z,Rd = 63.22 kN*m Vz,T,Rd = 346.89 kN
Tt,Ed = 0.05 kN*m
Classe de la section =
1
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE DEVERSEMENT :
----------------------------------------------------------------------------------------------------------------------------- -----

27. Date : 12/04/16 Page : 27
------
PARAMETRES DE FLAMBEMENT :
en y : en z :
Ly = 1.30 m Lam_y = 0.09 Lz = 1.30 m Lam_z = 0.09
Lcr,y = 0.65 m Xy = 1.00 Lcr,z = 0.65 m Xz = 1.00
Lamy = 8.61 kyy = 0.94 Lamz = 8.61 kyz = 0.53
----------------------------------------------------------------------------------------------------------------------------- -----
------
FORMULES DE VERIFICATION :
Contrôle de la résistance de la section :
N,Ed/Nc,Rd = 0.08 < 1.00 (6.2.4.(1))
(My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.02 < 1.00 (6.2.9.1.(6))
Vy,Ed/Vy,T,Rd = 0.00 < 1.00 (6.2.6-7)
Vz,Ed/Vz,T,Rd = 0.00 < 1.00 (6.2.6-7)
Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.00 < 1.00 (6.2.6)
Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.00 < 1.00 (6.2.6)
Contrôle de la stabilité globale de la barre :
Lambda,y = 8.61 < Lambda,max = 210.00 Lambda,z = 8.61 < Lambda,max = 210.00 STABLE
N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.22 < 1.00
(6.3.3.(4))
N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.17 < 1.00
(6.3.3.(4))
----------------------------------------------------------------------------------------------------------------------------- -----
------
Profil correct !!!
CALCUL DES STRUCTURES ACIER
----------------------------------------------------------------------------------------------------------------------------- -----
------
NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures.
TYPE D'ANALYSE : Vérification des pièces
----------------------------------------------------------------------------------------------------------------------------- -----
------
FAMILLE :
PIECE : 7 POINT : 1 COORDONNEE : x = 0.50
L = 0.69 m
----------------------------------------------------------------------------------------------------------------------------- -----
------
CHARGEMENTS :
Cas de charge décisif : 10 ELU /8/ 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50
----------------------------------------------------------------------------------------------------------------------------- -----
------
MATERIAU :
ACIER E24 fy = 235.00 MPa
----------------------------------------------------------------------------------------------------------------------------------
------
PARAMETRES DE LA SECTION : CIRF 219.1x6
h=21.9 cm gM0=1.00 gM1=1.00
Ay=25.59 cm2 Az=25.59 cm2 Ax=40.20 cm2
tw=0.6 cm Iy=2282.00 cm4 Iz=2282.00 cm4 Ix=4564.00 cm4
Wply=272.54 cm3 Wplz=272.54 cm3
----------------------------------------------------------------------------------------------------------------------------- -----
------
EFFORTS INTERNES ET RESISTANCES ULTIMES :
N,Ed = 36.05 kN My,Ed = 33.09 kN*m Mz,Ed = 0.09 kN*m
Nc,Rd = 944.70 kN My,pl,Rd = 64.05 kN*m Mz,pl,Rd = 64.05 kN*m

28. Date : 12/04/16 Page : 28
Nb,Rd = 944.70 kN My,c,Rd = 64.05 kN*m Mz,c,Rd = 64.05 kN*m Vz,Ed = -60.53 kN
MN,y,Rd = 63.80 kN*m MN,z,Rd = 63.80 kN*m Vz,c,Rd = 347.23 kN
Classe de la section =
1
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE DEVERSEMENT :
----------------------------------------------------------------------------------------------------------------------------------
------
PARAMETRES DE FLAMBEMENT :
en y : en z :
Ly = 1.37 m Lam_y = 0.10 Lz = 1.37 m Lam_z = 0.10
Lcr,y = 0.69 m Xy = 1.00 Lcr,z = 0.69 m Xz = 1.00
Lamy = 9.11 kyy = 0.98 Lamz = 9.11 kyz = 0.59
----------------------------------------------------------------------------------------------------------------------------- -----
------
FORMULES DE VERIFICATION :
Contrôle de la résistance de la section :
N,Ed/Nc,Rd = 0.04 < 1.00 (6.2.4.(1))
(My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.27 < 1.00 (6.2.9.1.(6))
Vz,Ed/Vz,c,Rd = 0.17 < 1.00 (6.2.6.(1))
Contrôle de la stabilité globale de la barre :
Lambda,y = 9.11 < Lambda,max = 210.00 Lambda,z = 9.11 < Lambda,max = 210.00 STABLE
N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.54 < 1.00
(6.3.3.(4))
N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.34 < 1.00
(6.3.3.(4))
----------------------------------------------------------------------------------------------------------------------------- -----
------
Profil correct !!!
CALCUL DES STRUCTURES ACIER
----------------------------------------------------------------------------------------------------------------------------- -----
------
NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures.
TYPE D'ANALYSE : Vérification des pièces
----------------------------------------------------------------------------------------------------------------------------- -----
------
FAMILLE :
PIECE : 8 POINT : 7 COORDONNEE : x = 1.00
L = 2.60 m
----------------------------------------------------------------------------------------------------------------------------- -----
------
CHARGEMENTS :
Cas de charge décisif : 10 ELU /11/ 1*1.35 + 2*1.05 + 3*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 7*1.05 +
8*1.50
----------------------------------------------------------------------------------------------------------------------------- -----
------
MATERIAU :
ACIER E24 fy = 215.00 MPa
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE LA SECTION : ROND 75
h=7.5 cm gM0=1.00 gM1=1.00
Ay=28.13 cm2 Az=28.13 cm2 Ax=44.18 cm2

29. Date : 12/04/16 Page : 29
tw=3.8 cm Iy=155.32 cm4 Iz=155.32 cm4 Ix=310.63 cm4
Wply=70.31 cm3 Wplz=70.31 cm3
----------------------------------------------------------------------------------------------------------------------------- -----
------
EFFORTS INTERNES ET RESISTANCES ULTIMES :
N,Ed = 0.67 kN My,Ed = -0.18 kN*m Mz,Ed = -0.24 kN*m Vy,Ed = 0.28 kN
Nc,Rd = 949.84 kN My,pl,Rd = 15.12 kN*m Mz,pl,Rd = 15.12 kN*m Vy,c,Rd = 349.12 kN
Nb,Rd = 392.21 kN My,c,Rd = 15.12 kN*m Mz,c,Rd = 15.12 kN*m Vz,Ed = -0.36 kN
MN,y,Rd = 15.12 kN*m MN,z,Rd = 15.12 kN*m Vz,c,Rd = 349.12 kN
Classe de la section =
1
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE DEVERSEMENT :
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE FLAMBEMENT :
en y : en z :
Ly = 2.60 m Lam_y = 1.41 Lz = 2.60 m Lam_z = 1.41
Lcr,y = 2.60 m Xy = 0.41 Lcr,z = 2.60 m Xz = 0.41
Lamy = 138.47 kzy = 0.60 Lamz = 138.47 kzz = 1.00
----------------------------------------------------------------------------------------------------------------------------- -----
------
FORMULES DE VERIFICATION :
Contrôle de la résistance de la section :
N,Ed/Nc,Rd = 0.00 < 1.00 (6.2.4.(1))
(My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.00 < 1.00 (6.2.9.1.(6))
Vy,Ed/Vy,c,Rd = 0.00 < 1.00 (6.2.6.(1))
Vz,Ed/Vz,c,Rd = 0.00 < 1.00 (6.2.6.(1))
Contrôle de la stabilité globale de la barre :
Lambda,y = 138.47 < Lambda,max = 210.00 Lambda,z = 138.47 < Lambda,max = 210.00 STABLE
N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.02 < 1.00
(6.3.3.(4))
N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.02 < 1.00
(6.3.3.(4))
----------------------------------------------------------------------------------------------------------------------------- -----
------
Profil correct !!!
CALCUL DES STRUCTURES ACIER
----------------------------------------------------------------------------------------------------------------------------------
------
NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures.
TYPE D'ANALYSE : Vérification des pièces
----------------------------------------------------------------------------------------------------------------------------- -----
------
FAMILLE :
PIECE : 9 POINT : 1 COORDONNEE : x = 0.00
L = 0.00 m
----------------------------------------------------------------------------------------------------------------------------------
------
CHARGEMENTS :
Cas de charge décisif : 10 ELU /22/ 1*1.35 + 7*1.50 + 8*0.90
----------------------------------------------------------------------------------------------------------------------------- -----
------
MATERIAU :
ACIER E24 fy = 235.00 MPa

30. Date : 12/04/16 Page : 30
----------------------------------------------------------------------------------------------------------------------------------
------
PARAMETRES DE LA SECTION : TRON 26x3.2
h=2.7 cm gM0=1.00 gM1=1.00
Ay=1.52 cm2 Az=1.52 cm2 Ax=2.38 cm2
tw=0.3 cm Iy=1.70 cm4 Iz=1.70 cm4 Ix=3.41 cm4
Wply=1.81 cm3 Wplz=1.81 cm3
----------------------------------------------------------------------------------------------------------------------------- -----
------
EFFORTS INTERNES ET RESISTANCES ULTIMES :
N,Ed = 0.25 kN My,Ed = -0.16 kN*m Mz,Ed = -0.01 kN*m Vy,Ed = -0.01 kN
Nc,Rd = 55.99 kN My,pl,Rd = 0.42 kN*m Mz,pl,Rd = 0.42 kN*m Vy,T,Rd = 20.40 kN
Nb,Rd = 49.18 kN My,c,Rd = 0.42 kN*m Mz,c,Rd = 0.42 kN*m Vz,Ed = 0.53 kN
MN,y,Rd = 0.42 kN*m MN,z,Rd = 0.42 kN*m Vz,T,Rd = 20.40 kN
Tt,Ed = 0.00 kN*m
Classe de la section =
1
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE DEVERSEMENT :
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE FLAMBEMENT :
en y : en z :
Ly = 0.50 m Lam_y = 0.63 Lz = 0.50 m Lam_z = 0.63
Lcr,y = 0.50 m Xy = 0.88 Lcr,z = 0.50 m Xz = 0.88
Lamy = 59.13 kyy = 1.00 Lamz = 59.13 kyz = 0.51
----------------------------------------------------------------------------------------------------------------------------- -----
------
FORMULES DE VERIFICATION :
Contrôle de la résistance de la section :
N,Ed/Nc,Rd = 0.00 < 1.00 (6.2.4.(1))
(My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.14 < 1.00 (6.2.9.1.(6))
Vy,Ed/Vy,T,Rd = 0.00 < 1.00 (6.2.6-7)
Vz,Ed/Vz,T,Rd = 0.03 < 1.00 (6.2.6-7)
Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6)
Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6)
Contrôle de la stabilité globale de la barre :
Lambda,y = 59.13 < Lambda,max = 210.00 Lambda,z = 59.13 < Lambda,max = 210.00 STABLE
N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.38 < 1.00
(6.3.3.(4))
N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.24 < 1.00
(6.3.3.(4))
----------------------------------------------------------------------------------------------------------------------------- -----
------
Profil correct !!!
CALCUL DES STRUCTURES ACIER
----------------------------------------------------------------------------------------------------------------------------- -----
------
NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures.
TYPE D'ANALYSE : Vérification des pièces
----------------------------------------------------------------------------------------------------------------------------- -----
------
FAMILLE :

31. Date : 12/04/16 Page : 31
PIECE : 10 POINT : 1 COORDONNEE : x = 0.00
L = 0.00 m
----------------------------------------------------------------------------------------------------------------------------- -----
------
CHARGEMENTS :
Cas de charge décisif : 10 ELU /4/ 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50
----------------------------------------------------------------------------------------------------------------------------- -----
------
MATERIAU :
ACIER E24 fy = 235.00 MPa
----------------------------------------------------------------------------------------------------------------------------------
------
PARAMETRES DE LA SECTION : CAE 50x5
h=5.0 cm gM0=1.00 gM1=1.00
b=5.0 cm Ay=2.50 cm2 Az=2.50 cm2 Ax=4.80 cm2
tw=0.5 cm Iy=10.96 cm4 Iz=10.96 cm4 Ix=0.40 cm4
tf=0.5 cm Wply=5.68 cm3 Wplz=5.68 cm3
----------------------------------------------------------------------------------------------------------------------------- -----
------
EFFORTS INTERNES ET RESISTANCES ULTIMES :
N,Ed = -1.17 kN My,Ed = -0.01 kN*m Mz,Ed = -0.17 kN*m Vy,Ed = -0.51 kN
Nt,Rd = 112.80 kN My,pl,Rd = 1.34 kN*m Mz,pl,Rd = 1.34 kN*m Vy,T,Rd = 33.37 kN
My,c,Rd = 1.34 kN*m Mz,c,Rd = 1.34 kN*m Vz,Ed = 0.10 kN
MN,y,Rd = 1.34 kN*m MN,z,Rd = 1.34 kN*m Vz,T,Rd = 33.37 kN
Tt,Ed = 0.00 kN*m
Classe de la section =
1
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE DEVERSEMENT :
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE FLAMBEMENT :
en y : en z :
----------------------------------------------------------------------------------------------------------------------------- -----
------
FORMULES DE VERIFICATION :
Contrôle de la résistance de la section :
N,Ed/Nt,Rd = 0.01 < 1.00 (6.2.3.(1))
(My,Ed/MN,y,Rd)^ 1.00 + (Mz,Ed/MN,z,Rd)^1.00 = 0.13 < 1.00 (6.2.9.1.(6))
Vy,Ed/Vy,T,Rd = 0.02 < 1.00 (6.2.6-7)
Vz,Ed/Vz,T,Rd = 0.00 < 1.00 (6.2.6-7)
Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.03 < 1.00 (6.2.6)
Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.03 < 1.00 (6.2.6)
----------------------------------------------------------------------------------------------------------------------------------
------
Profil correct !!!
CALCUL DES STRUCTURES ACIER
----------------------------------------------------------------------------------------------------------------------------- -----
------
NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures.
TYPE D'ANALYSE : Vérification des pièces
----------------------------------------------------------------------------------------------------------------------------- -----

32. Date : 12/04/16 Page : 32
------
FAMILLE :
PIECE : 11 POINT : 7 COORDONNEE : x = 1.00
L = 2.60 m
----------------------------------------------------------------------------------------------------------------------------- -----
------
CHARGEMENTS :
Cas de charge décisif : 10 ELU /7/ 1*1.35 + 7*1.05 + 8*1.50
----------------------------------------------------------------------------------------------------------------------------------
------
MATERIAU :
ACIER E24 fy = 215.00 MPa
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE LA SECTION : ROND 75
h=7.5 cm gM0=1.00 gM1=1.00
Ay=28.13 cm2 Az=28.13 cm2 Ax=44.18 cm2
tw=3.8 cm Iy=155.32 cm4 Iz=155.32 cm4 Ix=310.63 cm4
Wply=70.31 cm3 Wplz=70.31 cm3
----------------------------------------------------------------------------------------------------------------------------- -----
------
EFFORTS INTERNES ET RESISTANCES ULTIMES :
N,Ed = 0.32 kN My,Ed = -0.16 kN*m Mz,Ed = -0.18 kN*m Vy,Ed = 0.26 kN
Nc,Rd = 949.84 kN My,pl,Rd = 15.12 kN*m Mz,pl,Rd = 15.12 kN*m Vy,c,Rd = 349.12 kN
Nb,Rd = 392.21 kN My,c,Rd = 15.12 kN*m Mz,c,Rd = 15.12 kN*m Vz,Ed = -0.35 kN
MN,y,Rd = 15.12 kN*m MN,z,Rd = 15.12 kN*m Vz,c,Rd = 349.12 kN
Classe de la section =
1
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE DEVERSEMENT :
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE FLAMBEMENT :
en y : en z :
Ly = 2.60 m Lam_y = 1.41 Lz = 2.60 m Lam_z = 1.41
Lcr,y = 2.60 m Xy = 0.41 Lcr,z = 2.60 m Xz = 0.41
Lamy = 138.47 kzy = 0.60 Lamz = 138.47 kzz = 1.00
----------------------------------------------------------------------------------------------------------------------------- -----
------
FORMULES DE VERIFICATION :
Contrôle de la résistance de la section :
N,Ed/Nc,Rd = 0.00 < 1.00 (6.2.4.(1))
(My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.00 < 1.00 (6.2.9.1.(6))
Vy,Ed/Vy,c,Rd = 0.00 < 1.00 (6.2.6.(1))
Vz,Ed/Vz,c,Rd = 0.00 < 1.00 (6.2.6.(1))
Contrôle de la stabilité globale de la barre :
Lambda,y = 138.47 < Lambda,max = 210.00 Lambda,z = 138.47 < Lambda,max = 210.00 STABLE
N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.02 < 1.00
(6.3.3.(4))
N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.02 < 1.00
(6.3.3.(4))
----------------------------------------------------------------------------------------------------------------------------- -----
------
Profil correct !!!

33. Date : 12/04/16 Page : 33
CALCUL DES STRUCTURES ACIER
----------------------------------------------------------------------------------------------------------------------------- -----
------
NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures.
TYPE D'ANALYSE : Vérification des pièces
----------------------------------------------------------------------------------------------------------------------------- -----
------
FAMILLE :
PIECE : 12 POINT : 1 COORDONNEE : x = 0.00
L = 0.00 m
----------------------------------------------------------------------------------------------------------------------------------
------
CHARGEMENTS :
Cas de charge décisif : 10 ELU /27/ 1*1.35 + 7*1.50 + 9*0.90
----------------------------------------------------------------------------------------------------------------------------- -----
------
MATERIAU :
ACIER E24 fy = 235.00 MPa
----------------------------------------------------------------------------------------------------------------------------------
------
PARAMETRES DE LA SECTION : TRON 26x3.2
h=2.7 cm gM0=1.00 gM1=1.00
Ay=1.52 cm2 Az=1.52 cm2 Ax=2.38 cm2
tw=0.3 cm Iy=1.70 cm4 Iz=1.70 cm4 Ix=3.41 cm4
Wply=1.81 cm3 Wplz=1.81 cm3
----------------------------------------------------------------------------------------------------------------------------- -----
------
EFFORTS INTERNES ET RESISTANCES ULTIMES :
N,Ed = 0.25 kN My,Ed = 0.15 kN*m Mz,Ed = -0.00 kN*m Vy,Ed = -0.00 kN
Nc,Rd = 55.99 kN My,pl,Rd = 0.42 kN*m Mz,pl,Rd = 0.42 kN*m Vy,T,Rd = 20.43 kN
Nb,Rd = 49.18 kN My,c,Rd = 0.42 kN*m Mz,c,Rd = 0.42 kN*m Vz,Ed = -0.51 kN
MN,y,Rd = 0.42 kN*m MN,z,Rd = 0.42 kN*m Vz,T,Rd = 20.43 kN
Tt,Ed = -0.00 kN*m
Classe de la section =
1
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE DEVERSEMENT :
----------------------------------------------------------------------------------------------------------------------------------
------
PARAMETRES DE FLAMBEMENT :
en y : en z :
Ly = 0.50 m Lam_y = 0.63 Lz = 0.50 m Lam_z = 0.63
Lcr,y = 0.50 m Xy = 0.88 Lcr,z = 0.50 m Xz = 0.88
Lamy = 59.13 kyy = 1.00 Lamz = 59.13 kyz = 0.60
----------------------------------------------------------------------------------------------------------------------------- -----
------
FORMULES DE VERIFICATION :
Contrôle de la résistance de la section :
N,Ed/Nc,Rd = 0.00 < 1.00 (6.2.4.(1))
(My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.13 < 1.00 (6.2.9.1.(6))
Vy,Ed/Vy,T,Rd = 0.00 < 1.00 (6.2.6-7)
Vz,Ed/Vz,T,Rd = 0.02 < 1.00 (6.2.6-7)
Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6)
Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6)
Contrôle de la stabilité globale de la barre :

34. Date : 12/04/16 Page : 34
Lambda,y = 59.13 < Lambda,max = 210.00 Lambda,z = 59.13 < Lambda,max = 210.00 STABLE
N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.37 < 1.00
(6.3.3.(4))
N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.23 < 1.00
(6.3.3.(4))
----------------------------------------------------------------------------------------------------------------------------- -----
------
Profil correct !!!
CALCUL DES STRUCTURES ACIER
----------------------------------------------------------------------------------------------------------------------------- -----
------
NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures.
TYPE D'ANALYSE : Vérification des pièces
----------------------------------------------------------------------------------------------------------------------------- -----
------
FAMILLE :
PIECE : 13 POINT : 1 COORDONNEE : x = 0.00
L = 0.00 m
----------------------------------------------------------------------------------------------------------------------------------
------
CHARGEMENTS :
Cas de charge décisif : 10 ELU /12/ 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 +
8*0.90
----------------------------------------------------------------------------------------------------------------------------- -----
------
MATERIAU :
ACIER E24 fy = 235.00 MPa
----------------------------------------------------------------------------------------------------------------------------------
------
PARAMETRES DE LA SECTION : CAE 50x5
h=5.0 cm gM0=1.00 gM1=1.00
b=5.0 cm Ay=2.50 cm2 Az=2.50 cm2 Ax=4.80 cm2
tw=0.5 cm Iy=10.96 cm4 Iz=10.96 cm4 Ix=0.40 cm4
tf=0.5 cm Wely=3.04 cm3 Welz=3.04 cm3
----------------------------------------------------------------------------------------------------------------------------- -----
------
EFFORTS INTERNES ET RESISTANCES ULTIMES :
N,Ed = -1.17 kN My,Ed = -0.01 kN*m Mz,Ed = 0.18 kN*m Vy,Ed = 0.57 kN
Nt,Rd = 112.80 kN My,el,Rd = 0.72 kN*m Mz,el,Rd = 0.72 kN*m Vy,T,Rd = 33.40 kN
My,c,Rd = 0.72 kN*m Mz,c,Rd = 0.72 kN*m Vz,Ed = 0.10 kN
Vz,T,Rd = 33.40 kN
Tt,Ed = -0.00 kN*m
Classe de la section =
3
----------------------------------------------------------------------------------------------------------------------------------
------
PARAMETRES DE DEVERSEMENT :
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE FLAMBEMENT :
en y : en z :
----------------------------------------------------------------------------------------------------------------------------- -----
------

35. Date : 12/04/16 Page : 35
FORMULES DE VERIFICATION :
Contrôle de la résistance de la section :
N,Ed/Nc,Rd + My,Ed/My,c,Rd + Mz,Ed/Mz,c,Rd = 0.25 < 1.00 (6.2.9.3.(1))
Vy,Ed/Vy,T,Rd = 0.02 < 1.00 (6.2.6-7)
Vz,Ed/Vz,T,Rd = 0.00 < 1.00 (6.2.6-7)
Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.03 < 1.00 (6.2.6)
Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.03 < 1.00 (6.2.6)
----------------------------------------------------------------------------------------------------------------------------------
------
Profil correct !!!
CALCUL DES STRUCTURES ACIER
----------------------------------------------------------------------------------------------------------------------------- -----
------
NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures.
TYPE D'ANALYSE : Vérification des pièces
----------------------------------------------------------------------------------------------------------------------------- -----
------
FAMILLE :
PIECE : 14 POINT : 7 COORDONNEE : x = 1.00
L = 2.67 m
----------------------------------------------------------------------------------------------------------------------------- -----
------
CHARGEMENTS :
Cas de charge décisif : 10 ELU /161/ 1*1.35 + 2*1.50 + 5*1.50 + 7*1.50 + 9*0.90
----------------------------------------------------------------------------------------------------------------------------------
------
MATERIAU :
ACIER E24 fy = 235.00 MPa
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE LA SECTION : CAE 50x5
h=5.0 cm gM0=1.00 gM1=1.00
b=5.0 cm Ay=2.50 cm2 Az=2.50 cm2 Ax=4.80 cm2
tw=0.5 cm Iy=10.96 cm4 Iz=10.96 cm4 Ix=0.40 cm4
tf=0.5 cm Wely=3.04 cm3 Welz=3.04 cm3
----------------------------------------------------------------------------------------------------------------------------- -----
------
EFFORTS INTERNES ET RESISTANCES ULTIMES :
N,Ed = -22.45 kN My,Ed = -0.50 kN*m Mz,Ed = 0.02 kN*m Vy,Ed = -0.05 kN
Nt,Rd = 112.80 kN My,el,Rd = 0.72 kN*m Mz,el,Rd = 0.72 kN*m Vy,T,Rd = 33.75 kN
My,c,Rd = 0.72 kN*m Mz,c,Rd = 0.72 kN*m Vz,Ed = -1.00 kN
Vz,T,Rd = 33.75 kN
Tt,Ed = -0.00 kN*m
Classe de la section =
3
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE DEVERSEMENT :
----------------------------------------------------------------------------------------------------------------------------------
------
PARAMETRES DE FLAMBEMENT :
en y : en z :
----------------------------------------------------------------------------------------------------------------------------- -----

36. Date : 12/04/16 Page : 36
------
FORMULES DE VERIFICATION :
Contrôle de la résistance de la section :
N,Ed/Nc,Rd + My,Ed/My,c,Rd + Mz,Ed/Mz,c,Rd = 0.88 < 1.00 (6.2.9.3.(1))
Vy,Ed/Vy,T,Rd = 0.00 < 1.00 (6.2.6-7)
Vz,Ed/Vz,T,Rd = 0.03 < 1.00 (6.2.6-7)
Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6)
Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6)
----------------------------------------------------------------------------------------------------------------------------- -----
------
Profil correct !!!
CALCUL DES STRUCTURES ACIER
----------------------------------------------------------------------------------------------------------------------------- -----
------
NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures.
TYPE D'ANALYSE : Vérification des pièces
----------------------------------------------------------------------------------------------------------------------------- -----
------
FAMILLE :
PIECE : 15 POINT : 7 COORDONNEE : x = 1.00
L = 2.67 m
----------------------------------------------------------------------------------------------------------------------------------
------
CHARGEMENTS :
Cas de charge décisif : 10 ELU /12/ 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 +
8*0.90
----------------------------------------------------------------------------------------------------------------------------- -----
------
MATERIAU :
ACIER E24 fy = 235.00 MPa
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE LA SECTION : CAE 50x5
h=5.0 cm gM0=1.00 gM1=1.00
b=5.0 cm Ay=2.50 cm2 Az=2.50 cm2 Ax=4.80 cm2
tw=0.5 cm Iy=10.96 cm4 Iz=10.96 cm4 Ix=0.40 cm4
tf=0.5 cm Wely=3.04 cm3 Welz=3.04 cm3
----------------------------------------------------------------------------------------------------------------------------- -----
------
EFFORTS INTERNES ET RESISTANCES ULTIMES :
N,Ed = -0.89 kN My,Ed = -0.22 kN*m Mz,Ed = -0.04 kN*m Vy,Ed = 0.04 kN
Nt,Rd = 112.80 kN My,el,Rd = 0.72 kN*m Mz,el,Rd = 0.72 kN*m Vy,T,Rd = 33.77 kN
My,c,Rd = 0.72 kN*m Mz,c,Rd = 0.72 kN*m Vz,Ed = -0.76 kN
Vz,T,Rd = 33.77 kN
Tt,Ed = -0.00 kN*m
Classe de la section =
3
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE DEVERSEMENT :
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE FLAMBEMENT :
en y : en z :

37. Date : 12/04/16 Page : 37
----------------------------------------------------------------------------------------------------------------------------- -----
------
FORMULES DE VERIFICATION :
Contrôle de la résistance de la section :
N,Ed/Nc,Rd + My,Ed/My,c,Rd + Mz,Ed/Mz,c,Rd = 0.34 < 1.00 (6.2.9.3.(1))
Vy,Ed/Vy,T,Rd = 0.00 < 1.00 (6.2.6-7)
Vz,Ed/Vz,T,Rd = 0.02 < 1.00 (6.2.6-7)
Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6)
Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6)
----------------------------------------------------------------------------------------------------------------------------------
------
Profil correct !!!
CALCUL DES STRUCTURES ACIER
----------------------------------------------------------------------------------------------------------------------------- -----
------
NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures.
TYPE D'ANALYSE : Vérification des pièces
----------------------------------------------------------------------------------------------------------------------------- -----
------
FAMILLE :
PIECE : 16 POINT : 7 COORDONNEE : x = 1.00
L = 2.67 m
----------------------------------------------------------------------------------------------------------------------------------
------
CHARGEMENTS :
Cas de charge décisif : 10 ELU /12/ 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 +
8*0.90
----------------------------------------------------------------------------------------------------------------------------- -----
------
MATERIAU :
ACIER E24 fy = 235.00 MPa
----------------------------------------------------------------------------------------------------------------------------------
------
PARAMETRES DE LA SECTION : TRON 26x3.2
h=2.7 cm gM0=1.00 gM1=1.00
Ay=1.52 cm2 Az=1.52 cm2 Ax=2.38 cm2
tw=0.3 cm Iy=1.70 cm4 Iz=1.70 cm4 Ix=3.41 cm4
Wply=1.81 cm3 Wplz=1.81 cm3
----------------------------------------------------------------------------------------------------------------------------- -----
------
EFFORTS INTERNES ET RESISTANCES ULTIMES :
N,Ed = 0.50 kN My,Ed = -0.10 kN*m Mz,Ed = -0.01 kN*m Vy,Ed = 0.01 kN
Nc,Rd = 55.99 kN My,pl,Rd = 0.42 kN*m Mz,pl,Rd = 0.42 kN*m Vy,T,Rd = 20.41 kN
Nb,Rd = 4.65 kN My,c,Rd = 0.42 kN*m Mz,c,Rd = 0.42 kN*m Vz,Ed = -0.23 kN
MN,y,Rd = 0.42 kN*m MN,z,Rd = 0.42 kN*m Vz,T,Rd = 20.41 kN
Tt,Ed = -0.00 kN*m
Classe de la section =
1
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE DEVERSEMENT :
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE FLAMBEMENT :

38. Date : 12/04/16 Page : 38
en y : en z :
Ly = 2.67 m Lam_y = 3.36 Lz = 2.67 m Lam_z = 3.36
Lcr,y = 2.67 m Xy = 0.08 Lcr,z = 2.67 m Xz = 0.08
Lamy = 315.78 kyy = 0.98 Lamz = 315.78 kyz = 0.62
----------------------------------------------------------------------------------------------------------------------------- -----
------
FORMULES DE VERIFICATION :
Contrôle de la résistance de la section :
N,Ed/Nc,Rd = 0.01 < 1.00 (6.2.4.(1))
(My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.06 < 1.00 (6.2.9.1.(6))
Vy,Ed/Vy,T,Rd = 0.00 < 1.00 (6.2.6-7)
Vz,Ed/Vz,T,Rd = 0.01 < 1.00 (6.2.6-7)
Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6)
Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6)
Contrôle de la stabilité globale de la barre :
Lambda,y = 315.78 > Lambda,max = 210.00 Lambda,z = 315.78 > Lambda,max = 210.00
INSTABLE
N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.35 < 1.00
(6.3.3.(4))
N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.27 < 1.00
(6.3.3.(4))
----------------------------------------------------------------------------------------------------------------------------- -----
------
Profil instable !!!
CALCUL DES STRUCTURES ACIER
----------------------------------------------------------------------------------------------------------------------------- -----
------
NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures.
TYPE D'ANALYSE : Vérification des pièces
----------------------------------------------------------------------------------------------------------------------------- -----
------
FAMILLE :
PIECE : 17 POINT : 1 COORDONNEE : x = 0.00
L = 0.00 m
----------------------------------------------------------------------------------------------------------------------------- -----
------
CHARGEMENTS :
Cas de charge décisif : 10 ELU /12/ 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 +
8*0.90
----------------------------------------------------------------------------------------------------------------------------- -----
------
MATERIAU :
ACIER E24 fy = 235.00 MPa
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE LA SECTION : TRON 26x3.2
h=2.7 cm gM0=1.00 gM1=1.00
Ay=1.52 cm2 Az=1.52 cm2 Ax=2.38 cm2
tw=0.3 cm Iy=1.70 cm4 Iz=1.70 cm4 Ix=3.41 cm4
Wply=1.81 cm3 Wplz=1.81 cm3
----------------------------------------------------------------------------------------------------------------------------- -----
------
EFFORTS INTERNES ET RESISTANCES ULTIMES :
N,Ed = 1.58 kN My,Ed = 0.00 kN*m Mz,Ed = 0.07 kN*m Vy,Ed = 0.14 kN
Nc,Rd = 55.99 kN My,pl,Rd = 0.42 kN*m Mz,pl,Rd = 0.42 kN*m Vy,T,Rd = 19.79 kN
Nb,Rd = 41.44 kN My,c,Rd = 0.42 kN*m Mz,c,Rd = 0.42 kN*m Vz,Ed = 0.00 kN

39. Date : 12/04/16 Page : 39
MN,y,Rd = 0.42 kN*m MN,z,Rd = 0.42 kN*m Vz,T,Rd = 19.79 kN
Tt,Ed = 0.01 kN*m
Classe de la section =
1
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE DEVERSEMENT :
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE FLAMBEMENT :
en y : en z :
Ly = 0.71 m Lam_y = 0.89 Lz = 0.71 m Lam_z = 0.89
Lcr,y = 0.71 m Xy = 0.74 Lcr,z = 0.71 m Xz = 0.74
Lamy = 83.63 kzy = 0.60 Lamz = 83.63 kzz = 1.00
----------------------------------------------------------------------------------------------------------------------------- -----
------
FORMULES DE VERIFICATION :
Contrôle de la résistance de la section :
N,Ed/Nc,Rd = 0.03 < 1.00 (6.2.4.(1))
(My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.03 < 1.00 (6.2.9.1.(6))
Vy,Ed/Vy,T,Rd = 0.01 < 1.00 (6.2.6-7)
Vz,Ed/Vz,T,Rd = 0.00 < 1.00 (6.2.6-7)
Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.04 < 1.00 (6.2.6)
Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.04 < 1.00 (6.2.6)
Contrôle de la stabilité globale de la barre :
Lambda,y = 83.63 < Lambda,max = 210.00 Lambda,z = 83.63 < Lambda,max = 210.00 STABLE
N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.15 < 1.00
(6.3.3.(4))
N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.21 < 1.00
(6.3.3.(4))
----------------------------------------------------------------------------------------------------------------------------- -----
------
Profil correct !!!
CALCUL DES STRUCTURES ACIER
----------------------------------------------------------------------------------------------------------------------------- -----
------
NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures.
TYPE D'ANALYSE : Vérification des pièces
----------------------------------------------------------------------------------------------------------------------------- -----
------
FAMILLE :
PIECE : 18 POINT : 1 COORDONNEE : x = 0.00
L = 0.00 m
----------------------------------------------------------------------------------------------------------------------------------
------
CHARGEMENTS :
Cas de charge décisif : 10 ELU /12/ 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 +
8*0.90
----------------------------------------------------------------------------------------------------------------------------- -----
------
MATERIAU :
ACIER E24 fy = 235.00 MPa
----------------------------------------------------------------------------------------------------------------------------------
------

40. Date : 12/04/16 Page : 40
PARAMETRES DE LA SECTION : TRON 26x3.2
h=2.7 cm gM0=1.00 gM1=1.00
Ay=1.52 cm2 Az=1.52 cm2 Ax=2.38 cm2
tw=0.3 cm Iy=1.70 cm4 Iz=1.70 cm4 Ix=3.41 cm4
Wply=1.81 cm3 Wplz=1.81 cm3
----------------------------------------------------------------------------------------------------------------------------- -----
------
EFFORTS INTERNES ET RESISTANCES ULTIMES :
N,Ed = 1.55 kN My,Ed = 0.00 kN*m Mz,Ed = -0.07 kN*m Vy,Ed = -0.14 kN
Nc,Rd = 55.99 kN My,pl,Rd = 0.42 kN*m Mz,pl,Rd = 0.42 kN*m Vy,T,Rd = 19.94 kN
Nb,Rd = 41.44 kN My,c,Rd = 0.42 kN*m Mz,c,Rd = 0.42 kN*m Vz,Ed = 0.00 kN
MN,y,Rd = 0.42 kN*m MN,z,Rd = 0.42 kN*m Vz,T,Rd = 19.94 kN
Tt,Ed = -0.01 kN*m
Classe de la section =
1
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE DEVERSEMENT :
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE FLAMBEMENT :
en y : en z :
Ly = 0.71 m Lam_y = 0.89 Lz = 0.71 m Lam_z = 0.89
Lcr,y = 0.71 m Xy = 0.74 Lcr,z = 0.71 m Xz = 0.74
Lamy = 83.63 kzy = 0.60 Lamz = 83.63 kzz = 1.00
----------------------------------------------------------------------------------------------------------------------------- -----
------
FORMULES DE VERIFICATION :
Contrôle de la résistance de la section :
N,Ed/Nc,Rd = 0.03 < 1.00 (6.2.4.(1))
(My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.02 < 1.00 (6.2.9.1.(6))
Vy,Ed/Vy,T,Rd = 0.01 < 1.00 (6.2.6-7)
Vz,Ed/Vz,T,Rd = 0.00 < 1.00 (6.2.6-7)
Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.03 < 1.00 (6.2.6)
Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.03 < 1.00 (6.2.6)
Contrôle de la stabilité globale de la barre :
Lambda,y = 83.63 < Lambda,max = 210.00 Lambda,z = 83.63 < Lambda,max = 210.00 STABLE
N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.13 < 1.00
(6.3.3.(4))
N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.19 < 1.00
(6.3.3.(4))
----------------------------------------------------------------------------------------------------------------------------- -----
------
Profil correct !!!
CALCUL DES STRUCTURES ACIER
----------------------------------------------------------------------------------------------------------------------------- -----
------
NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures.
TYPE D'ANALYSE : Vérification des pièces
----------------------------------------------------------------------------------------------------------------------------- -----
------
FAMILLE :
PIECE : 19 POINT : 7 COORDONNEE : x = 1.00
L = 0.50 m

41. Date : 12/04/16 Page : 41
----------------------------------------------------------------------------------------------------------------------------------
------
CHARGEMENTS :
Cas de charge décisif : 10 ELU /3/ 1*1.35 + 7*1.50
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MATERIAU :
ACIER E24 fy = 235.00 MPa
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PARAMETRES DE LA SECTION : TRON 26x3.2
h=2.7 cm gM0=1.00 gM1=1.00
Ay=1.52 cm2 Az=1.52 cm2 Ax=2.38 cm2
tw=0.3 cm Iy=1.70 cm4 Iz=1.70 cm4 Ix=3.41 cm4
Wply=1.81 cm3 Wplz=1.81 cm3
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EFFORTS INTERNES ET RESISTANCES ULTIMES :
N,Ed = -0.19 kN My,Ed = -0.11 kN*m Mz,Ed = 0.01 kN*m Vy,Ed = -0.01 kN
Nt,Rd = 55.99 kN My,pl,Rd = 0.42 kN*m Mz,pl,Rd = 0.42 kN*m Vy,T,Rd = 20.45 kN
My,c,Rd = 0.42 kN*m Mz,c,Rd = 0.42 kN*m Vz,Ed = -0.39 kN
MN,y,Rd = 0.42 kN*m MN,z,Rd = 0.42 kN*m Vz,T,Rd = 20.45 kN
Tt,Ed = -0.00 kN*m
Classe de la section =
1
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PARAMETRES DE DEVERSEMENT :
----------------------------------------------------------------------------------------------------------------------------- -----
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PARAMETRES DE FLAMBEMENT :
en y : en z :
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FORMULES DE VERIFICATION :
Contrôle de la résistance de la section :
N,Ed/Nt,Rd = 0.00 < 1.00 (6.2.3.(1))
(My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.07 < 1.00 (6.2.9.1.(6))
Vy,Ed/Vy,T,Rd = 0.00 < 1.00 (6.2.6-7)
Vz,Ed/Vz,T,Rd = 0.02 < 1.00 (6.2.6-7)
Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6)
Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6)
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Profil correct !!!
CALCUL DES STRUCTURES ACIER
----------------------------------------------------------------------------------------------------------------------------- -----
------
NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures.
TYPE D'ANALYSE : Vérification des pièces
----------------------------------------------------------------------------------------------------------------------------- -----
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FAMILLE :

42. Date : 12/04/16 Page : 42
PIECE : 20 POINT : 7 COORDONNEE : x = 1.00
L = 0.50 m
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CHARGEMENTS :
Cas de charge décisif : 10 ELU /22/ 1*1.35 + 7*1.50 + 8*0.90
----------------------------------------------------------------------------------------------------------------------------------
------
MATERIAU :
ACIER E24 fy = 235.00 MPa
----------------------------------------------------------------------------------------------------------------------------- -----
------
PARAMETRES DE LA SECTION : TRON 26x3.2
h=2.7 cm gM0=1.00 gM1=1.00
Ay=1.52 cm2 Az=1.52 cm2 Ax=2.38 cm2
tw=0.3 cm Iy=1.70 cm4 Iz=1.70 cm4 Ix=3.41 cm4
Wply=1.81 cm3 Wplz=1.81 cm3
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------
EFFORTS INTERNES ET RESISTANCES ULTIMES :
N,Ed = -0.19 kN My,Ed = 0.11 kN*m Mz,Ed = 0.01 kN*m Vy,Ed = -0.01 kN
Nt,Rd = 55.99 kN My,pl,Rd = 0.42 kN*m Mz,pl,Rd = 0.42 kN*m Vy,T,Rd = 20.46 kN
My,c,Rd = 0.42 kN*m Mz,c,Rd = 0.42 kN*m Vz,Ed = 0.41 kN
MN,y,Rd = 0.42 kN*m MN,z,Rd = 0.42 kN*m Vz,T,Rd = 20.46 kN
Tt,Ed = 0.00 kN*m
Classe de la section =
1
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------
PARAMETRES DE DEVERSEMENT :
----------------------------------------------------------------------------------------------------------------------------------
------
PARAMETRES DE FLAMBEMENT :
en y : en z :
----------------------------------------------------------------------------------------------------------------------------- -----
------
FORMULES DE VERIFICATION :
Contrôle de la résistance de la section :
N,Ed/Nt,Rd = 0.00 < 1.00 (6.2.3.(1))
(My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.07 < 1.00 (6.2.9.1.(6))
Vy,Ed/Vy,T,Rd = 0.00 < 1.00 (6.2.6-7)
Vz,Ed/Vz,T,Rd = 0.02 < 1.00 (6.2.6-7)
Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6)
Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6)
----------------------------------------------------------------------------------------------------------------------------- -----
------
Profil correct !!!
CALCUL DES STRUCTURES ACIER
----------------------------------------------------------------------------------------------------------------------------- -----
------
NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures.
TYPE D'ANALYSE : Vérification des pièces
----------------------------------------------------------------------------------------------------------------------------- -----

43. Date : 12/04/16 Page : 43
------
FAMILLE :
PIECE : 21 POINT : 4 COORDONNEE : x = 0.50
L = 0.25 m
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CHARGEMENTS :
Cas de charge décisif : 10 ELU /191/ 1*1.35 + 3*1.50 + 4*1.50 + 7*1.50 + 9*0.90
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MATERIAU :
ACIER E24 fy = 235.00 MPa
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PARAMETRES DE LA SECTION : CAE 50x5
h=5.0 cm gM0=1.00 gM1=1.00
b=5.0 cm Ay=2.50 cm2 Az=2.50 cm2 Ax=4.80 cm2
tw=0.5 cm Iy=10.96 cm4 Iz=10.96 cm4 Ix=0.40 cm4
tf=0.5 cm Wely=3.04 cm3 Welz=3.04 cm3
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EFFORTS INTERNES ET RESISTANCES ULTIMES :
N,Ed = 0.00 kN My,Ed = 0.04 kN*m Mz,Ed = -0.00 kN*m Vy,Ed = 0.02 kN
Nc,Rd = 112.80 kN My,el,Rd = 0.72 kN*m Mz,el,Rd = 0.72 kN*m Vy,T,Rd = 33.81 kN
Nb,Rd = 106.55 kN My,c,Rd = 0.72 kN*m Mz,c,Rd = 0.72 kN*m Vz,Ed = -0.02 kN
Vz,T,Rd = 33.81 kN
Tt,Ed = -0.00 kN*m
Classe de la section =
3
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PARAMETRES DE DEVERSEMENT :
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PARAMETRES DE FLAMBEMENT :
en y : en z :
Ly = 0.50 m Lam_y = 0.35 Lz = 0.50 m Lam_z = 0.35
Lcr,y = 0.50 m Xy = 0.94 Lcr,z = 0.50 m Xz = 0.94
Lamy = 33.09 kyy = 1.00 Lamz = 33.09 kzz = 1.00
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FORMULES DE VERIFICATION :
Contrôle de la résistance de la section :
N,Ed/Nc,Rd + My,Ed/My,c,Rd + Mz,Ed/Mz,c,Rd = 0.05 < 1.00 (6.2.9.3.(1))
Vy,Ed/Vy,T,Rd = 0.00 < 1.00 (6.2.6-7)
Vz,Ed/Vz,T,Rd = 0.00 < 1.00 (6.2.6-7)
Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6)
Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6)
Contrôle de la stabilité globale de la barre :
Lambda,y = 33.09 < Lambda,max = 210.00 Lambda,z = 33.09 < Lambda,max = 210.00 STABLE
N,Ed/(Xmin*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.05 < 1.00
(6.3.3.(4))
N,Ed/(Xmin*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.05 < 1.00
(6.3.3.(4))
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Profil correct !!!