portique verif

54
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....................4 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 Date : 12/04/16 Page :

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Contenu1. 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..........................................................4

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

Date : 12/04/16 Page :

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

Date : 12/04/16 Page :

Noeud X [m] Y [m] Z [m] Appui Code de l'appui

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

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

Date : 12/04/16 Page :

Barre Longueur [m] Gamma [Deg] Type de barre

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

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 80800,000,3

00,00 77,01 235,00

Date : 12/04/16 Page :

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

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 paroi I 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

Date : 12/04/16 Page :

Cas Type de charge Liste

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

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

Date : 12/04/16 Page :

Cas Valeurs de la charge

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 relatives

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 relatives

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] X-2=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 relatives

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 relatives

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 r-elatives

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 relatives

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 relatives

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 relatives

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 relatives

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 r-elatives

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 re-latives

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 re-latives

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 relatives

Date : 12/04/16 Page :

9. CombinaisonsCombinaison 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

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

Date : 12/04/16 Page :

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

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

Date : 12/04/16 Page :

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

ELU/ 99 1*1.35 + 3*1.50 + 6*1.50 + 7*1.50 + 8*0.90

ELU/ 100 1*1.35 + 4*1.50 + 5*1.50 + 7*1.50

ELU/ 101 1*1.00 + 3*1.05 + 5*1.05 + 7*1.05 + 8*1.50

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

Date : 12/04/16 Page :

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

ELU/ 140 1*1.35 + 2*1.05 + 4*1.05 + 5*1.05 + 9*1.50

ELU/ 141 1*1.00 + 3*1.05 + 7*1.05 + 9*1.50

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

ELU/ 169 1*1.35 + 6*1.50 + 7*1.50 + 9*0.90

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

Date : 12/04/16 Page :

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

ELU/ 177 1*1.00 + 4*1.50 + 7*1.50 + 9*0.90

ELU/ 178 1*1.35 + 2*1.50 + 3*1.50 + 6*1.50 + 7*1.50

ELU/ 179 1*1.00 + 4*1.05 + 5*1.05 + 9*1.50

ELU/ 180 1*1.00 + 2*1.05 + 4*1.05 + 6*1.05 + 8*1.50

ELU/ 181 1*1.35 + 3*1.50 + 7*1.50

ELU/ 182 1*1.00 + 3*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 9*1.50

ELU/ 183 1*1.35 + 2*1.05 + 3*1.05 + 4*1.05 + 6*1.05 + 8*1.50

ELU/ 184 1*1.00 + 5*1.50 + 7*1.50 + 9*0.90

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

ELU/ 195 1*1.00 + 2*1.50 + 6*1.50 + 7*1.50

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

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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

Date : 12/04/16 Page :

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

ELS/ 24 1*1.00 + 2*0.70 + 3*0.70 + 4*0.70 + 8*1.00

ELS/ 25 1*1.00 + 4*0.70 + 5*0.70 + 6*0.70 + 9*1.00

ELS/ 26 1*1.00 + 3*1.00 + 5*1.00 + 6*1.00

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

ELS/ 62 1*1.00 + 2*0.70 + 3*0.70 + 5*0.70 + 7*0.70 + 9*1.00

Date : 12/04/16 Page :

ELS/ 63 1*1.00 + 3*1.00 + 4*1.00 + 5*1.00 + 8*0.60

ELS/ 64 1*1.00 + 2*1.00 + 6*1.00 + 7*1.00 + 9*0.60

ELS/ 65 1*1.00 + 2*0.70 + 5*0.70 + 9*1.00

ELS/ 66 1*1.00 + 3*1.00 + 4*1.00 + 6*1.00 + 7*1.00

ELS/ 67 1*1.00 + 2*0.70 + 3*0.70 + 4*0.70 + 5*0.70 + 8*1.00

ELS/ 68 1*1.00 + 6*1.00 + 7*1.00

ELS/ 69 1*1.00 + 2*1.00 + 3*1.00 + 4*1.00 + 6*1.00 + 9*0.60

ELS/ 70 1*1.00 + 3*1.00 + 4*1.00 + 5*1.00 + 6*1.00 + 8*0.60

ELS/ 71 1*1.00 + 2*1.00 + 4*1.00 + 5*1.00 + 7*1.00

ELS/ 72 1*1.00 + 3*0.70 + 6*0.70 + 9*1.00

ELS/ 73 1*1.00 + 2*0.70 + 3*0.70 + 5*0.70 + 8*1.00

ELS/ 74 1*1.00 + 4*1.00 + 6*1.00 + 7*1.00

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

ELS/ 77 1*1.00 + 2*0.70 + 3*0.70 + 4*0.70 + 6*0.70 + 9*1.00

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

ELS/ 80 1*1.00 + 2*1.00 + 6*1.00 + 8*0.60

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

ELS/ 83 1*1.00 + 3*1.00 + 6*1.00 + 7*1.00 + 8*0.60

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

ELS/ 88 1*1.00 + 2*1.00 + 3*1.00 + 5*1.00 + 8*0.60

ELS/ 89 1*1.00 + 4*0.70 + 6*0.70 + 7*0.70 + 9*1.00

ELS/ 90 1*1.00 + 2*1.00 + 4*1.00 + 5*1.00 + 9*0.60

ELS/ 91 1*1.00 + 3*1.00 + 6*1.00 + 7*1.00

ELS/ 92 1*1.00 + 2*1.00 + 5*1.00 + 7*1.00 + 9*0.60

ELS/ 93 1*1.00 + 3*1.00 + 4*1.00 + 6*1.00 + 8*0.60

ELS/ 94 1*1.00 + 2*1.00 + 4*1.00 + 5*1.00 + 8*0.60

ELS/ 95 1*1.00 + 2*1.00 + 4*1.00 + 6*1.00 + 7*1.00 + 8*0.60

ELS/ 96 1*1.00 + 4*0.70 + 6*0.70 + 9*1.00

ELS/ 97 1*1.00 + 2*1.00 + 3*1.00 + 5*1.00 + 7*1.00

ELS/ 98 1*1.00 + 3*0.70 + 7*0.70 + 8*1.00

ELS/ 99 1*1.00 + 2*1.00 + 4*1.00 + 5*1.00 + 6*1.00 + 9*0.60

ELS/ 100 1*1.00 + 2*0.70 + 6*0.70 + 7*0.70 + 8*1.00

ELS/ 101 1*1.00 + 2*0.70 + 3*0.70 + 6*0.70 + 8*1.00

ELS/ 102 1*1.00 + 2*1.00 + 3*1.00 + 5*1.00 + 6*1.00

ELS/ 103 1*1.00 + 5*1.00 + 7*1.00 + 8*0.60

ELS/ 104 1*1.00 + 2*1.00 + 5*1.00 + 6*1.00 + 7*1.00 + 8*0.60

ELS/ 105 1*1.00 + 3*1.00 + 4*1.00 + 9*0.60

ELS/ 106 1*1.00 + 5*1.00 + 9*0.60

Date : 12/04/16 Page :

ELS/ 107 1*1.00 + 2*1.00 + 3*1.00 + 4*1.00 + 6*1.00 + 7*1.00 + 8*0.60

ELS/ 108 1*1.00 + 2*1.00 + 6*1.00

ELS/ 109 1*1.00 + 3*0.70 + 4*0.70 + 7*0.70 + 9*1.00

ELS/ 110 1*1.00 + 2*0.70 + 3*0.70 + 4*0.70 + 5*0.70 + 7*0.70 + 9*1.00

ELS/ 111 1*1.00 + 3*0.70 + 8*1.00

ELS/ 112 1*1.00 + 2*1.00 + 7*1.00 + 9*0.60

ELS/ 113 1*1.00 + 3*1.00 + 4*1.00 + 5*1.00 + 6*1.00

ELS/ 114 1*1.00 + 2*0.70 + 4*0.70 + 5*0.70 + 6*0.70 + 8*1.00

ELS/ 115 1*1.00 + 3*1.00 + 7*1.00 + 9*0.60

ELS/ 116 1*1.00 + 3*0.70 + 6*0.70 + 7*0.70 + 8*1.00

ELS/ 117 1*1.00 + 3*0.70 + 7*0.70 + 9*1.00

ELS/ 118 1*1.00 + 4*0.70 + 5*0.70 + 6*0.70 + 8*1.00

ELS/ 119 1*1.00 + 2*0.70 + 3*0.70 + 5*0.70 + 6*0.70 + 7*0.70 + 9*1.00

ELS/ 120 1*1.00 + 4*1.00 + 8*0.60

ELS/ 121 1*1.00 + 3*0.70 + 5*0.70 + 6*0.70 + 8*1.00

ELS/ 122 1*1.00 + 3*1.00 + 5*1.00 + 7*1.00 + 9*0.60

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

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

Date : 12/04/16 Page :

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

12. Efforts EFF: Enveloppe

Barre FX [kN] FY [kN] FZ [kN] MX [kNm] MY [kNm] MZ [kNm]Date : 12/04/16 Page :

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

Noeud 10 9 10 9 10 10

Date : 12/04/16 Page :

Barre FX [kN] FY [kN] FZ [kN] MX [kNm] MY [kNm] MZ [kNm]

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

Date : 12/04/16 Page :

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

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

Date : 12/04/16 Page :

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/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

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. Vérification des 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 219.1x6h=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----------------------------------------------------------------------------------------------------------------------------------Date : 12/04/16 Page :

------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 kNNc,Rd = 944.70 kN My,pl,Rd = 64.05 kN*m Mz,pl,Rd = 64.05 kN*m Vy,T,Rd = 346.58 kNNb,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*mClasse 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 STABLEN,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 :

Date : 12/04/16 Page :

ACIER E24 fy = 235.00 MPa ----------------------------------------------------------------------------------------------------------------------------------------

PARAMETRES DE LA SECTION : CIRF 219.1x6h=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*mClasse 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 STABLEN,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 Date : 12/04/16 Page :

L = 1.30 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 : CIRF 219.1x6h=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*mNb,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*mClasse 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 STABLEN,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 !!!

Date : 12/04/16 Page :

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 : 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 219.1x6h=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 kNNc,Rd = 944.70 kN My,pl,Rd = 64.05 kN*m Mz,pl,Rd = 64.05 kN*m Vy,T,Rd = 347.01 kNNb,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*mClasse 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)Date : 12/04/16 Page :

Contrôle de la stabilité globale de la barre :Lambda,y = 2.52 < Lambda,max = 210.00 Lambda,z = 2.52 < Lambda,max = 210.00 STABLEN,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))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 219.1x6h=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 kNNc,Rd = 944.70 kN My,pl,Rd = 64.05 kN*m Mz,pl,Rd = 64.05 kN*m Vy,T,Rd = 346.63 kNNb,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*mClasse 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 = 0.53Date : 12/04/16 Page :

----------------------------------------------------------------------------------------------------------------------------------------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))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 STABLEN,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 219.1x6h=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 kNNc,Rd = 944.70 kN My,pl,Rd = 64.05 kN*m Mz,pl,Rd = 64.05 kN*m Vy,T,Rd = 346.89 kNNb,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*mClasse de la section =

1

Date : 12/04/16 Page :

----------------------------------------------------------------------------------------------------------------------------------------

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 = 0.94 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 STABLEN,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 219.1x6h=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 cm3Date : 12/04/16 Page :

----------------------------------------------------------------------------------------------------------------------------------------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*mNb,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 STABLEN,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 ----------------------------------------------------------------------------------------------------------------------------------

Date : 12/04/16 Page :

------

PARAMETRES DE LA SECTION : ROND 75h=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 = 0.67 kN My,Ed = -0.18 kN*m Mz,Ed = -0.24 kN*m Vy,Ed = 0.28 kNNc,Rd = 949.84 kN My,pl,Rd = 15.12 kN*m Mz,pl,Rd = 15.12 kN*m Vy,c,Rd = 349.12 kNNb,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 STABLEN,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----------------------------------------------------------------------------------------------------------------------------------------Date : 12/04/16 Page :

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 26x3.2h=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 kNNc,Rd = 55.99 kN My,pl,Rd = 0.42 kN*m Mz,pl,Rd = 0.42 kN*m Vy,T,Rd = 20.40 kNNb,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*mClasse 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 STABLEN,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----------------------------------------------------------------------------------------------------------------------------------Date : 12/04/16 Page :

------NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures.TYPE D'ANALYSE : Vérification des pièces----------------------------------------------------------------------------------------------------------------------------------------FAMILLE : 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 50x5h=5.0 cm gM0=1.00 gM1=1.00b=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 kNNt,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*mClasse 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 !!!

Date : 12/04/16 Page :

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 : 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 75h=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 kNNc,Rd = 949.84 kN My,pl,Rd = 15.12 kN*m Mz,pl,Rd = 15.12 kN*m Vy,c,Rd = 349.12 kNNb,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 STABLEN,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))Date : 12/04/16 Page :

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 : 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 26x3.2h=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 kNNc,Rd = 55.99 kN My,pl,Rd = 0.42 kN*m Mz,pl,Rd = 0.42 kN*m Vy,T,Rd = 20.43 kNNb,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*mClasse 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 :Date : 12/04/16 Page :

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 :Lambda,y = 59.13 < Lambda,max = 210.00 Lambda,z = 59.13 < Lambda,max = 210.00 STABLEN,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 50x5h=5.0 cm gM0=1.00 gM1=1.00b=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 kNNt,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*mClasse de la section =

3----------------------------------------------------------------------------------------------------------------------------------------

PARAMETRES DE DEVERSEMENT :

Date : 12/04/16 Page :

----------------------------------------------------------------------------------------------------------------------------------------PARAMETRES DE FLAMBEMENT :

en y : en z : ----------------------------------------------------------------------------------------------------------------------------------------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 50x5h=5.0 cm gM0=1.00 gM1=1.00b=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 kNNt,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*mClasse de la section =

3----------------------------------------------------------------------------------------------------------------------------------------

Date : 12/04/16 Page :

PARAMETRES DE DEVERSEMENT : ----------------------------------------------------------------------------------------------------------------------------------------PARAMETRES DE FLAMBEMENT :

en y : en z : ----------------------------------------------------------------------------------------------------------------------------------------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 50x5h=5.0 cm gM0=1.00 gM1=1.00b=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 kNNt,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*mClasse de la section =

Date : 12/04/16 Page :

3----------------------------------------------------------------------------------------------------------------------------------------

PARAMETRES DE DEVERSEMENT : ----------------------------------------------------------------------------------------------------------------------------------------PARAMETRES DE FLAMBEMENT :

en y : en z : ----------------------------------------------------------------------------------------------------------------------------------------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 26x3.2h=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 kNNc,Rd = 55.99 kN My,pl,Rd = 0.42 kN*m Mz,pl,Rd = 0.42 kN*m Vy,T,Rd = 20.41 kNNb,Rd = 4.65 kN My,c,Rd = 0.42 kN*m Mz,c,Rd = 0.42 kN*m Vz,Ed = -0.23 kN

Date : 12/04/16 Page :

MN,y,Rd = 0.42 kN*m MN,z,Rd = 0.42 kN*m Vz,T,Rd = 20.41 kNTt,Ed = -0.00 kN*mClasse de la section =

1----------------------------------------------------------------------------------------------------------------------------------------

PARAMETRES DE DEVERSEMENT : ----------------------------------------------------------------------------------------------------------------------------------------PARAMETRES DE FLAMBEMENT :

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 INSTABLEN,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 ----------------------------------------------------------------------------------------------------------------------------------------

Date : 12/04/16 Page :

PARAMETRES DE LA SECTION : TRON 26x3.2h=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 kNNc,Rd = 55.99 kN My,pl,Rd = 0.42 kN*m Mz,pl,Rd = 0.42 kN*m Vy,T,Rd = 19.79 kNNb,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 = 19.79 kN

Tt,Ed = 0.01 kN*mClasse 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 STABLEN,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 mDate : 12/04/16 Page :

----------------------------------------------------------------------------------------------------------------------------------------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 26x3.2h=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 kNNc,Rd = 55.99 kN My,pl,Rd = 0.42 kN*m Mz,pl,Rd = 0.42 kN*m Vy,T,Rd = 19.94 kNNb,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*mClasse 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 STABLEN,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 !!!

Date : 12/04/16 Page :

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----------------------------------------------------------------------------------------------------------------------------------------CHARGEMENTS :Cas de charge décisif : 10 ELU /3/ 1*1.35 + 7*1.50----------------------------------------------------------------------------------------------------------------------------------------MATERIAU :ACIER E24 fy = 235.00 MPa ----------------------------------------------------------------------------------------------------------------------------------------

PARAMETRES DE LA SECTION : TRON 26x3.2h=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 = -0.19 kN My,Ed = -0.11 kN*m Mz,Ed = 0.01 kN*m Vy,Ed = -0.01 kNNt,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*mClasse 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 = 0.00 < 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)----------------------------------------------------------------------------------------------------------------------------------------Date : 12/04/16 Page :

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 : 20 POINT : 7 COORDONNEE : x = 1.00 L = 0.50 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 ----------------------------------------------------------------------------------------------------------------------------------------

PARAMETRES DE LA SECTION : TRON 26x3.2h=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 = -0.19 kN My,Ed = 0.11 kN*m Mz,Ed = 0.01 kN*m Vy,Ed = -0.01 kNNt,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*mClasse 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 = 0.00 < 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)

Date : 12/04/16 Page :

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 : 21 POINT : 4 COORDONNEE : x = 0.50 L = 0.25 m----------------------------------------------------------------------------------------------------------------------------------------CHARGEMENTS :Cas de charge décisif : 10 ELU /191/ 1*1.35 + 3*1.50 + 4*1.50 + 7*1.50 + 9*0.90----------------------------------------------------------------------------------------------------------------------------------------MATERIAU :ACIER E24 fy = 235.00 MPa ----------------------------------------------------------------------------------------------------------------------------------------

PARAMETRES DE LA SECTION : CAE 50x5h=5.0 cm gM0=1.00 gM1=1.00b=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 = 0.00 kN My,Ed = 0.04 kN*m Mz,Ed = -0.00 kN*m Vy,Ed = 0.02 kNNc,Rd = 112.80 kN My,el,Rd = 0.72 kN*m Mz,el,Rd = 0.72 kN*m Vy,T,Rd = 33.81 kNNb,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*mClasse de la section =

3----------------------------------------------------------------------------------------------------------------------------------------

PARAMETRES DE DEVERSEMENT : ----------------------------------------------------------------------------------------------------------------------------------------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----------------------------------------------------------------------------------------------------------------------------------------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))Date : 12/04/16 Page :

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 STABLEN,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))----------------------------------------------------------------------------------------------------------------------------------------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 : 22 POINT : 4 COORDONNEE : x = 0.50 L = 0.25 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 50x5h=5.0 cm gM0=1.00 gM1=1.00b=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 = 0.06 kN My,Ed = 0.04 kN*m Mz,Ed = 0.01 kN*m Vy,Ed = 0.03 kNNc,Rd = 112.80 kN My,el,Rd = 0.72 kN*m Mz,el,Rd = 0.72 kN*m Vy,T,Rd = 33.83 kNNb,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 = 33.83 kN

Tt,Ed = 0.00 kN*mClasse de la section =

3----------------------------------------------------------------------------------------------------------------------------------------

PARAMETRES DE DEVERSEMENT : ----------------------------------------------------------------------------------------------------------------------------------------PARAMETRES DE FLAMBEMENT :

Date : 12/04/16 Page :

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----------------------------------------------------------------------------------------------------------------------------------------FORMULES DE VERIFICATION : Contrôle de la résistance de la section :N,Ed/Nc,Rd + My,Ed/My,c,Rd + Mz,Ed/Mz,c,Rd = 0.06 < 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 STABLEN,Ed/(Xmin*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.06 < 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) = 0.06 < 1.00 (6.3.3.(4))----------------------------------------------------------------------------------------------------------------------------------------Profil correct !!!

16. Vérification des barres acier : flèche de la barre 4

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 : COORDONNEE : ----------------------------------------------------------------------------------------------------------------------------------------

PARAMETRES DE LA SECTION : CIRF 219.1x6ht=21.9 cm Ay=24.12 cm2 Az=24.12 cm2 Ax=40.20 cm2 ea=0.6 cm Iy=2282.00 cm4 Iz=2282.00 cm4 Ix=4564.00 cm4 Wely=208.21 cm3 Welz=208.21 cm3----------------------------------------------------------------------------------------------------------------------------------------DEPLACEMENTS LIMITES

Flèches uy = 0.0 cm < uy max = L/200.00 = 0.7 cm VérifiéCas de charge décisif : 13 ELS /14/ 1*1.00 + 2*0.70 + 3*0.70 + 4*0.70 + 5*0.70 + 6*0.70 + 9*1.00uz = 0.1 cm < uz max = L/200.00 = 0.7 cm VérifiéCas de charge décisif : 13 ELS /16/ 1*1.00 + 2*1.00 + 3*1.00 + 4*1.00 + 5*1.00 + 6*1.00 + 9*0.60

Déplacements vx = 0.0 cm < vx max = L/150.00 = 0.9 cm Vérifié

Date : 12/04/16 Page :

Cas de charge décisif : 13 ELS /10/ 1*1.00 + 2*1.00 + 3*1.00 + 4*1.00 + 5*1.00 + 6*1.00 + 7*1.00 + 8*0.60vy = 0.0 cm < vy max = L/150.00 = 0.9 cm VérifiéCas de charge décisif : 13 ELS /5/ 1*1.00 + 2*0.70 + 3*0.70 + 4*0.70 + 5*0.70 + 6*0.70 + 8*1.00----------------------------------------------------------------------------------------------------------------------------------------Profil correct !!!

Date : 12/04/16 Page :