portique cmu

Autodesk Robot Structural Analysis Professional 2012 Auteur : Fichier : PORTIQUE cmu.rtdAdresse : Projet : PORTIQUE cmu

Vue de la structure

1. Données - Noeuds

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

1 0,0 0,0 0,0 Encastrement bbbbbb

2 0,0 0,0 0,38

3 0,0 0,0 3,05

4 0,65 0,0 4,17

5 2,67 0,0 0,0 Encastrement bbbbbb

6 2,67 0,0 0,38

7 2,67 0,0 3,05

8 2,02 0,0 4,17

9 2,67 1,26 0,0 Rotule bbblll

10 2,67 0,0 2,27

11 2,67 0,50 2,77

12 2,67 0,50 3,27

13 2,67 0,0 2,77

14 0,0 1,26 0,0 Rotule bbblll

15 0,0 0,0 2,27

16 0,0 0,50 2,77

17 0,0 0,50 3,27

18 0,0 0,0 2,77

19 0,89 0,50 3,27

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

Date : 12/04/16 Page :


2. 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







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 BarreDate : 12/04/16 Page :


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

22 0,50 0,0 Barre

3. 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

4. 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

5. 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

Date : 12/04/16 Page :


6. Chargements - Cas

Cas Préfixe Nom du cas Nature Type d'analyse

1 PERM1 POIDS PROPRE permanente Statique linéaire

2 EXPL2 CMU d'exploitation Statique linéaire

3 EXPL3 SURCHARGE Catégorie A Statique linéaire

4 ELU Statique linéaire

5 ELU+ Statique linéaire

6 ELU- Statique linéaire

7 ELS Statique linéaire

8 VPERPI Vent perpendiculaire paroi I vent Statique linéaire

9 VBPI_II Vent bissectrice paroi I et II vent Statique linéaire

10 ELS+ Statique linéaire

11 ELS- Statique linéaire

7. Chargements - Valeurs

Cas Type de charge Liste

1 poids propre 1A23

1 (EF) surfacique uniforme 23

2 force sur barre 7

3 (EF) surfacique uniforme 23

8 charge trapézoïdale (2p) 1













Date : 12/04/16 Page :


Cas Type de charge Liste






















Cas Valeurs de la charge

1 PZ Moins Coef=1,00

1 PZ=-0,50[kN/m2]

2 FZ=-150,00[kN] X=0,50 relatives

3 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 PY2=0,10[kN/m] PY1=0,10[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=-0,12[kN/m] PY1=-0,12[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 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

Date : 12/04/16 Page :


Cas Valeurs de la charge



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 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 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

8. CombinaisonsCombinaison Comp.

ELU/ 1 1*1.35 + 2*1.50 + 3*1.05 + 9*0.90

ELU/ 2 1*1.00 + 8*1.50

ELU/ 3 1*1.35 + 3*1.50

ELU/ 4 1*1.35 + 2*1.50 + 3*1.05

ELU/ 5 1*1.00 + 2*1.05 + 8*1.50

ELU/ 6 1*1.00 + 3*1.05 + 8*1.50

ELU/ 7 1*1.35 + 3*1.05 + 8*1.50

ELU/ 8 1*1.35 + 2*1.50

ELU/ 9 1*1.00 + 2*1.50

ELU/ 10 1*1.00

Date : 12/04/16 Page :


ELU/ 11 1*1.35 + 2*1.05 + 3*0.73 + 8*1.50

ELU/ 12 1*1.35 + 2*1.50 + 3*1.05 + 8*0.90

ELU/ 13 1*1.00 + 3*1.50

ELU/ 14 1*1.35 + 2*1.50 + 8*0.90

ELU/ 15 1*1.00 + 2*1.50 + 8*0.90

ELU/ 16 1*1.00 + 2*1.50 + 3*1.05

ELU/ 17 1*1.00 + 9*1.50

ELU/ 18 1*1.35 + 9*1.50

ELU/ 19 1*1.35 + 3*1.05 + 9*1.50

ELU/ 20 1*1.00 + 2*1.05 + 9*1.50

ELU/ 21 1*1.35 + 2*1.05 + 9*1.50

ELU/ 22 1*1.35 + 3*1.50 + 8*0.90

ELU/ 23 1*1.00 + 2*1.50 + 9*0.90

ELU/ 24 1*1.35 + 2*1.05 + 3*1.50

ELU/ 25 1*1.00 + 2*1.50 + 3*1.05 + 8*0.90

ELU/ 26 1*1.00 + 3*1.50 + 8*0.90

ELU/ 27 1*1.35 + 2*1.05 + 3*1.50 + 8*0.90

ELU/ 28 1*1.35 + 2*1.50 + 9*0.90

ELU/ 29 1*1.35 + 3*1.50 + 9*0.90

ELU/ 30 1*1.35 + 2*1.05 + 3*1.50 + 9*0.90

ELU/ 31 1*1.00 + 3*1.05 + 9*1.50

ELU/ 32 1*1.35

ELU/ 33 1*1.00 + 2*1.05 + 3*0.73 + 9*1.50

ELU/ 34 1*1.35 + 2*1.05 + 3*0.73 + 9*1.50

ELU/ 35 1*1.00 + 2*1.05 + 3*0.73 + 8*1.50

ELU/ 36 1*1.35 + 2*1.05 + 8*1.50

ELU/ 37 1*1.35 + 8*1.50

ELU/ 38 1*1.00 + 2*1.50 + 3*1.05 + 9*0.90

ELU/ 39 1*1.35 + 2*0.73 + 3*1.05 + 9*1.50

ELU/ 40 1*1.00 + 2*0.73 + 3*1.05 + 9*1.50

ELU/ 41 1*1.00 + 2*1.05 + 3*1.50 + 8*0.90

ELU/ 42 1*1.00 + 2*0.73 + 3*1.05 + 8*1.50

ELU/ 43 1*1.00 + 3*1.50 + 9*0.90

ELU/ 44 1*1.00 + 2*1.05 + 3*1.50 + 9*0.90

ELS/ 1 1*1.00 + 2*1.00 + 3*0.70 + 9*0.60

ELS/ 2 1*1.00 + 8*1.00

ELS/ 3 1*1.00 + 3*1.00

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

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

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

ELS/ 7 1*1.00 + 2*1.00

ELS/ 8 1*1.00

Date : 12/04/16 Page :


ELS/ 9 1*1.00 + 2*0.70 + 3*0.49 + 8*1.00

ELS/ 10 1*1.00 + 2*1.00 + 3*0.70 + 8*0.60

ELS/ 11 1*1.00 + 2*1.00 + 8*0.60

ELS/ 12 1*1.00 + 9*1.00

ELS/ 13 1*1.00 + 3*0.70 + 9*1.00

ELS/ 14 1*1.00 + 2*0.70 + 9*1.00

ELS/ 15 1*1.00 + 3*1.00 + 8*0.60

ELS/ 16 1*1.00 + 2*1.00 + 9*0.60

ELS/ 17 1*1.00 + 2*0.70 + 3*1.00

ELS/ 18 1*1.00 + 2*0.70 + 3*1.00 + 8*0.60

ELS/ 19 1*1.00 + 3*1.00 + 9*0.60

ELS/ 20 1*1.00 + 2*0.70 + 3*1.00 + 9*0.60

ELS/ 21 1*1.00 + 2*0.70 + 3*0.49 + 9*1.00

ELS/ 22 1*1.00 + 2*0.49 + 3*0.70 + 9*1.00

ELS/ 23 1*1.00 + 2*0.49 + 3*0.70 + 8*1.00

9. Réactions EFF: Extrêmes globaux

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

MAX 1,62 3,88 121,23 0,82 0,38 0,38

Noeud 5 14 5 1 5 1

Cas ELU/9 ELU/17 ELU/1 ELU/17 ELU/9 ELU/20

MIN -4,58 -1,13 -6,62 -1,87 -5,70 -0,29

Noeud 1 14 14 5 1 5


10. 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 0,002

Noeud 7 21 16 8 16 11


MIN -0,1 -0,2 -0,5 -0,003 -0,005 -0,002

Noeud 3 8 20 23 11 16

Date : 12/04/16 Page :


UX [cm] UY [cm] UZ [cm] RX [Rad] RY [Rad] RZ [Rad]


11. 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 116,05 21,80 113,15 97,56 2,88 9,94 33,28

Barre 6 4 9 10 10 14 6

Noeud 8 6 11 13 13 13 7

Cas ELU/14 ELU/8 ELU/26 ELU/4 ELU/17 ELU/15 ELU/14

MIN -118,11 -268,10 -2,00 -0,91 -166,84 -100,81 -141,22

Barre 14 14 10 21 14 13 14

Noeud 18 13 13 22 13 18 18

Cas ELU/15 ELU/12 ELU/14 ELU/20 ELU/27 ELU/12 ELU/1

12. Données - Familles

Famille Nom Composants

1 1 1A7

13. 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 : 4 ELU /12/ 1*1.35 + 2*1.50 + 3*1.05 + 8*0.90

Date : 12/04/16 Page :


----------------------------------------------------------------------------------------------------------------------------------------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 = 113.03 kN My,Ed = -3.58 kN*m Mz,Ed = 1.82 kN*m Vy,Ed = 1.10 kNNc,Rd = 944.70 kN My,pl,Rd = 64.05 kN*m Mz,pl,Rd = 64.05 kN*m Vy,T,Rd = 346.32 kNNb,Rd = 944.70 kN My,c,Rd = 64.05 kN*m Mz,c,Rd = 64.05 kN*m Vz,Ed = 3.62 kN MN,y,Rd = 62.31 kN*m MN,z,Rd = 62.31 kN*m Vz,T,Rd = 346.32 kN

Tt,Ed = 0.15 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 = 0.86 Lamz = 2.52 kyz = 0.53----------------------------------------------------------------------------------------------------------------------------------------FORMULES DE VERIFICATION : Contrôle de la résistance de la section :N,Ed/Nc,Rd = 0.12 < 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,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) = 0.18 < 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----------------------------------------------------------------------------------------------------------------------------------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 : 2 POINT : 7 COORDONNEE : x = 1.00 L = 2.67 m----------------------------------------------------------------------------------------------------------------------------------------CHARGEMENTS :Cas de charge décisif : 4 ELU /8/ 1*1.35 + 2*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 = 113.33 kN My,Ed = -14.26 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 = -66.71 kN MN,y,Rd = 62.31 kN*m Vz,T,Rd = 346.17 kN

Tt,Ed = -0.17 kN*mClasse de la section =

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


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 = 0.74 Lamz = 17.72 kzy = 0.44----------------------------------------------------------------------------------------------------------------------------------------FORMULES DE VERIFICATION : Contrôle de la résistance de la section :N,Ed/Nc,Rd = 0.12 < 1.00 (6.2.4.(1))My,Ed/My,c,Rd = 0.22 < 1.00 (6.2.5.(1))My,Ed/MN,y,Rd = 0.23 < 1.00 (6.2.9.1.(2))Vz,Ed/Vz,T,Rd = 0.19 < 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 STABLEDate : 12/04/16 Page :


N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) = 0.28 < 1.00 (6.3.3.(4))N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) = 0.22 < 1.00 (6.3.3.(4))----------------------------------------------------------------------------------------------------------------------------------------Profil correct !!!

CALCUL DES STRUCTURES ACIER----------------------------------------------------------------------------------------------------------------------------------------NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures.TYPE D'ANALYSE : Vérification des pièces----------------------------------------------------------------------------------------------------------------------------------------FAMILLE : PIECE : 3 POINT : 7 COORDONNEE : x = 1.00 L = 1.30 m----------------------------------------------------------------------------------------------------------------------------------------CHARGEMENTS :Cas de charge décisif : 4 ELU /4/ 1*1.35 + 2*1.50 + 3*1.05----------------------------------------------------------------------------------------------------------------------------------------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 = 131.09 kN My,Ed = -15.91 kN*m Mz,Ed = -0.08 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 = -1.49 kN MN,y,Rd = 61.82 kN*m MN,z,Rd = 61.82 kN*m Vz,T,Rd = 346.34 kN


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


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 = 0.91 Lamz = 8.61 kyz = 0.55----------------------------------------------------------------------------------------------------------------------------------------Date : 12/04/16 Page :


FORMULES DE VERIFICATION : Contrôle de la résistance de la section :N,Ed/Nc,Rd = 0.14 < 1.00 (6.2.4.(1))(My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.07 < 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) = 0.36 < 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 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 : 4 POINT : 1 COORDONNEE : x = 0.00 L = 0.00 m----------------------------------------------------------------------------------------------------------------------------------------CHARGEMENTS :Cas de charge décisif : 4 ELU /12/ 1*1.35 + 2*1.50 + 3*1.05 + 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 = 117.24 kN My,Ed = -2.95 kN*m Mz,Ed = 1.87 kN*m Vy,Ed = 1.11 kNNc,Rd = 944.70 kN My,pl,Rd = 64.05 kN*m Mz,pl,Rd = 64.05 kN*m Vy,T,Rd = 346.84 kNNb,Rd = 944.70 kN My,c,Rd = 64.05 kN*m Mz,c,Rd = 64.05 kN*m Vz,Ed = 0.52 kN MN,y,Rd = 62.20 kN*m MN,z,Rd = 62.20 kN*m Vz,T,Rd = 346.84 kN


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

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 : 5 POINT : 7 COORDONNEE : x = 1.00 L = 2.67 m----------------------------------------------------------------------------------------------------------------------------------------CHARGEMENTS :Cas de charge décisif : 4 ELU /28/ 1*1.35 + 2*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 cm3Date : 12/04/16 Page :


----------------------------------------------------------------------------------------------------------------------------------------EFFORTS INTERNES ET RESISTANCES ULTIMES :N,Ed = 115.03 kN My,Ed = 15.57 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 = 347.12 kNNb,Rd = 944.70 kN My,c,Rd = 64.05 kN*m Mz,c,Rd = 64.05 kN*m Vz,Ed = 67.63 kN MN,y,Rd = 62.26 kN*m MN,z,Rd = 62.26 kN*m Vz,T,Rd = 347.12 kN


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



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 : 4 ELU /12/ 1*1.35 + 2*1.50 + 3*1.05 + 8*0.90

Date : 12/04/16 Page :


----------------------------------------------------------------------------------------------------------------------------------------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 = 133.36 kN My,Ed = -17.30 kN*m Mz,Ed = 0.10 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 = 346.45 kNNb,Rd = 944.70 kN My,c,Rd = 64.05 kN*m Mz,c,Rd = 64.05 kN*m Vz,Ed = -1.36 kN MN,y,Rd = 61.75 kN*m MN,z,Rd = 61.75 kN*m Vz,T,Rd = 346.45 kN

Tt,Ed = 0.13 kN*mClasse de la section =

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



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 : 7 POINT : 1 COORDONNEE : x = 0.50 L = 0.69 m----------------------------------------------------------------------------------------------------------------------------------------CHARGEMENTS :Cas de charge décisif : 4 ELU /8/ 1*1.35 + 2*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 = 66.71 kN My,Ed = 61.45 kN*m Mz,Ed = 0.17 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 = -112.50 kN MN,y,Rd = 63.34 kN*m MN,z,Rd = 63.34 kN*m Vz,c,Rd = 347.23 kN

Classe de la section = 1----------------------------------------------------------------------------------------------------------------------------------------


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 = 0.96 Lamz = 9.11 kyz = 0.58----------------------------------------------------------------------------------------------------------------------------------------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 = 0.94 < 1.00 (6.2.9.1.(6))Vz,Ed/Vz,c,Rd = 0.32 < 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) = 0.99 < 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) = 0.63 < 1.00 (6.3.3.(4))Date : 12/04/16 Page :


----------------------------------------------------------------------------------------------------------------------------------------Profil correct !!!

Date : 12/04/16 Page :

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