Date : 12/04/16 Page : 1
Contenu
1. Vue de la structure..........................................................2
2. Donn...
Date : 12/04/16 Page : 2
1. Vue de la structure
2. Données - Noeuds
Noeud X [m] Y [m] Z [m] Appui
Code de
l'appui
1 0,0 0,...
Date : 12/04/16 Page : 3
Noeud X [m] Y [m] Z [m] Appui
Code de
l'appui
20 0,89 0,50 2,77
21 1,78 0,50 3,27
22 1,78 0,50 2,...
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Barre Longueur [m] Gamma [Deg] Type de barre
15 2,67 0,0 Barre
16 2,67 0,0 Barre
17 0,71 0,0 Barr...
Date : 12/04/16 Page : 5
7. Chargements - Cas
Cas Préfixe Nom du cas Nature Type d'analyse
1 PERM1 POIDS PROPRE permanente...
Date : 12/04/16 Page : 6
Cas Type de charge Liste
9 charge trapézoïdale (2p) 3
9 charge trapézoïdale (2p) 4
9 charge trapé...
Date : 12/04/16 Page : 7
Cas Valeurs de la charge
tives
9
PX2=0,02[kN/m] PY2=0,05[kN/m] PZ2=-0,04[kN/m] PX1=0,02[kN/m] PY1...
Date : 12/04/16 Page : 8
ELU/ 18 1*1.35 + 9*1.50
ELU/ 19 1*1.35 + 7*1.05 + 9*1.50
ELU/ 20 1*1.00 + 2*1.05 + 3*1.05 + 4*1.0...
Date : 12/04/16 Page : 9
ELU/ 59 1*1.00 + 3*1.50 + 6*1.50
ELU/ 60 1*1.35 + 2*1.05 + 4*1.05 + 7*1.05 + 9*1.50
ELU/ 61 1*1.3...
Date : 12/04/16 Page : 10
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
E...
Date : 12/04/16 Page : 11
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
E...
Date : 12/04/16 Page : 12
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 +...
Date : 12/04/16 Page : 13
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...
Date : 12/04/16 Page : 14
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...
Date : 12/04/16 Page : 15
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...
Date : 12/04/16 Page : 16
ELS/ 149 1*1.00 + 5*1.00 + 7*1.00 + 9*0.60
ELS/ 150 1*1.00 + 5*1.00 + 6*1.00 + 7*1.00 + 8*0.60
E...
Date : 12/04/16 Page : 17
12. Efforts EFF: Enveloppe
Barre FX [kN] FY [kN] FZ [kN] MX [kNm] MY [kNm] MZ [kNm]
1 / MAX 66,6...
Date : 12/04/16 Page : 18
Barre FX [kN] FY [kN] FZ [kN] MX [kNm] MY [kNm] MZ [kNm]
Noeud 10 9 10 9 10 10
Cas ELU/18 8 ELU/...
Date : 12/04/16 Page : 19
Barre FX [kN] FY [kN] FZ [kN] MX [kNm] MY [kNm] MZ [kNm]
17 / MIN -0,04 -0,00 -0,01 -0,00 -0,00 ...
Date : 12/04/16 Page : 20
S max
[MPa]
S min
[MPa]
S max(My)
[MPa]
S max(Mz)
[MPa]
S min(My)
[MPa]
S min(Mz)
[MPa]
Fx/Ax
[M...
Date : 12/04/16 Page : 21
Nb,Rd = 944.70 kN My,c,Rd = 64.05 kN*m Mz,c,Rd = 64.05 kN*m Vz,Ed = 3.98 kN
MN,y,Rd = 63.72 kN*m...
Date : 12/04/16 Page : 22
PARAMETRES DE LA SECTION : CIRF 219.1x6
h=21.9 cm gM0=1.00 gM1=1.00
Ay=25.59 cm2 Az=25.59 cm2 Ax...
Date : 12/04/16 Page : 23
CHARGEMENTS :
Cas de charge décisif : 10 ELU /4/ 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*...
Date : 12/04/16 Page : 24
NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures.
TYPE D'ANALYS...
Date : 12/04/16 Page : 25
N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.11 < 1.00
(6.3.3.(4))...
Date : 12/04/16 Page : 26
N,Ed/Nc,Rd = 0.07 < 1.00 (6.2.4.(1))
(My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.02 < 1.00 ...
Date : 12/04/16 Page : 27
------
PARAMETRES DE FLAMBEMENT :
en y : en z :
Ly = 1.30 m Lam_y = 0.09 Lz = 1.30 m Lam_z = 0.0...
Date : 12/04/16 Page : 28
Nb,Rd = 944.70 kN My,c,Rd = 64.05 kN*m Mz,c,Rd = 64.05 kN*m Vz,Ed = -60.53 kN
MN,y,Rd = 63.80 kN...
Date : 12/04/16 Page : 29
tw=3.8 cm Iy=155.32 cm4 Iz=155.32 cm4 Ix=310.63 cm4
Wply=70.31 cm3 Wplz=70.31 cm3
--------------...
Date : 12/04/16 Page : 30
------------------------------------------------------------------------------------------------...
Date : 12/04/16 Page : 31
PIECE : 10 POINT : 1 COORDONNEE : x = 0.00
L = 0.00 m
------------------------------------------...
Date : 12/04/16 Page : 32
------
FAMILLE :
PIECE : 11 POINT : 7 COORDONNEE : x = 1.00
L = 2.60 m
-------------------------...
Date : 12/04/16 Page : 33
CALCUL DES STRUCTURES ACIER
--------------------------------------------------------------------...
Date : 12/04/16 Page : 34
Lambda,y = 59.13 < Lambda,max = 210.00 Lambda,z = 59.13 < Lambda,max = 210.00 STABLE
N,Ed/(Xy*N,...
Date : 12/04/16 Page : 35
FORMULES DE VERIFICATION :
Contrôle de la résistance de la section :
N,Ed/Nc,Rd + My,Ed/My,c,Rd ...
Date : 12/04/16 Page : 36
------
FORMULES DE VERIFICATION :
Contrôle de la résistance de la section :
N,Ed/Nc,Rd + My,Ed/M...
Date : 12/04/16 Page : 37
------------------------------------------------------------------------------------------------...
Date : 12/04/16 Page : 38
en y : en z :
Ly = 2.67 m Lam_y = 3.36 Lz = 2.67 m Lam_z = 3.36
Lcr,y = 2.67 m Xy = 0.08 Lcr,z =...
Date : 12/04/16 Page : 39
MN,y,Rd = 0.42 kN*m MN,z,Rd = 0.42 kN*m Vz,T,Rd = 19.79 kN
Tt,Ed = 0.01 kN*m
Classe de la sectio...
Date : 12/04/16 Page : 40
PARAMETRES DE LA SECTION : TRON 26x3.2
h=2.7 cm gM0=1.00 gM1=1.00
Ay=1.52 cm2 Az=1.52 cm2 Ax=2.3...
Date : 12/04/16 Page : 41
------------------------------------------------------------------------------------------------...
Date : 12/04/16 Page : 42
PIECE : 20 POINT : 7 COORDONNEE : x = 1.00
L = 0.50 m
------------------------------------------...
Date : 12/04/16 Page : 43
------
FAMILLE :
PIECE : 21 POINT : 4 COORDONNEE : x = 0.50
L = 0.25 m
-------------------------...
PORTIQUE VERIF
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PORTIQUE VERIF

  1. 1. Date : 12/04/16 Page : 1 Contenu 1. Vue de la structure..........................................................2 2. Données - Noeuds...........................................................2 3. Données - Barres.............................................................3 4. Données - Sections..........................................................4 5. Données - Matériaux ......................................................4 6. Données - Appuis............................................................4 7. Chargements - Cas ..........................................................5 8. Chargements - Valeurs....................................................5 9. Combinaisons..................................................................7 10. Réactions EFF: Extrêmes globaux...............................16 11. Déplacements DEP: Extrêmes globaux.......................16 12. Efforts EFF: Enveloppe................................................17 13. Contraintes - Extrêmes globaux .................................19 14. Données - Familles .....................................................20 15. Vérification des barres acier.......................................20 16. Vérification des barres acier : flèche de la barre 4 ....45
  2. 2. Date : 12/04/16 Page : 2 1. Vue de la structure 2. Données - Noeuds Noeud X [m] Y [m] Z [m] Appui Code de l'appui 1 0,0 0,0 0,0 Encastrement bbbbbb 2 0,0 0,0 0,38 3 0,0 0,0 3,05 4 0,65 0,0 4,17 5 2,67 0,0 0,0 Encastrement bbbbbb 6 2,67 0,0 0,38 7 2,67 0,0 3,05 8 2,02 0,0 4,17 9 2,67 1,26 0,0 Rotule bbblll 10 2,67 0,0 2,27 11 2,67 0,50 2,77 12 2,67 0,50 3,27 13 2,67 0,0 2,77 14 0,0 1,26 0,0 Rotule bbblll 15 0,0 0,0 2,27 16 0,0 0,50 2,77 17 0,0 0,50 3,27 18 0,0 0,0 2,77 19 0,89 0,50 3,27
  3. 3. Date : 12/04/16 Page : 3 Noeud X [m] Y [m] Z [m] Appui Code de l'appui 20 0,89 0,50 2,77 21 1,78 0,50 3,27 22 1,78 0,50 2,77 23 1,78 0,0 2,77 24 0,89 0,0 2,77 3. Données - Barres Barre Noeud 1 Noeud 2 Section Matériau 1 1 2 CIRF 219.1x6 ACIER E24 2 2 3 CIRF 219.1x6 ACIER E24 3 3 4 CIRF 219.1x6 ACIER E24 4 5 6 CIRF 219.1x6 ACIER E24 5 6 7 CIRF 219.1x6 ACIER E24 6 7 8 CIRF 219.1x6 ACIER E24 7 8 4 CIRF 219.1x6 ACIER E24 8 9 10 ROND 75 ACIER E24 9 11 12 TRON 26x3.2 ACIER E24 10 13 11 CAE 50x5 ACIER E24 11 14 15 ROND 75 ACIER E24 12 16 17 TRON 26x3.2 ACIER E24 13 18 16 CAE 50x5 ACIER E24 14 18 13 CAE 50x5 ACIER E24 15 16 11 CAE 50x5 ACIER E24 16 17 12 TRON 26x3.2 ACIER E24 17 11 10 TRON 26x3.2 ACIER E24 18 16 15 TRON 26x3.2 ACIER E24 19 19 20 TRON 26x3.2 ACIER E24 20 21 22 TRON 26x3.2 ACIER E24 21 22 23 CAE 50x5 ACIER E24 22 20 24 CAE 50x5 ACIER E24 Barre Longueur [m] Gamma [Deg] Type de barre 1 0,38 0,0 Barre_Portique 2 2,67 0,0 Barre_Portique 3 1,30 0,0 Barre_Portique 4 0,38 0,0 Barre_Portique 5 2,67 0,0 Barre_Portique 6 1,30 0,0 Barre_Portique 7 1,37 0,0 Barre_Portique 8 2,60 0,0 Barre 9 0,50 0,0 Barre 10 0,50 0,0 Barre 11 2,60 0,0 Barre 12 0,50 0,0 Barre 13 0,50 0,0 Barre 14 2,67 0,0 Barre
  4. 4. Date : 12/04/16 Page : 4 Barre Longueur [m] Gamma [Deg] Type de barre 15 2,67 0,0 Barre 16 2,67 0,0 Barre 17 0,71 0,0 Barre 18 0,71 0,0 Barre 19 0,50 0,0 Barre 20 0,50 0,0 Barre 21 0,50 0,0 Barre 22 0,50 0,0 Barre 4. Données - Sections Nom de la section Liste des barres AX [cm2] AY [cm2] AZ [cm2] CAE 50x5 10 13A15 21 22 4,80 0,0 0,0 CIRF 219.1x6 1A7 40,20 20,10 20,10 ROND 75 8 11 44,18 37,28 37,28 TRON 26x3.2 9 12 16A20 2,38 1,63 1,63 Nom de la section IX [cm4] IY [cm4] IZ [cm4] CAE 50x5 0,40 10,96 10,96 CIRF 219.1x6 4564,00 2282,00 2282,00 ROND 75 310,63 155,32 155,32 TRON 26x3.2 3,41 1,70 1,70 5. Données - Matériaux Matériau E [MPa] G [MPa] NU LX [1/°C] RO [kN/m3] Re [MPa] 1 ACIER E24 210000,00 80800,00 0,30 0,00 77,01 235,00 6. Données - Appuis Nom de l'appui Liste de noeuds Liste de bords Liste d'objets Conditions d'appui Encastrement 1 5 UX UY UZ RX RY RZ Rotule 9 14 UX UY UZ
  5. 5. Date : 12/04/16 Page : 5 7. Chargements - Cas Cas Préfixe Nom du cas Nature Type d'analyse 1 PERM1 POIDS PROPRE permanente Statique linéaire 2 EXPL1 POMPE d'exploitation Statique linéaire 3 EXPL2 CABLES d'exploitation Statique linéaire 4 EXPL3 PIPES SOUS L'EAU d'exploitation Statique linéaire 5 EXPL4 PIPES FLOTTANTS d'exploitation Statique linéaire 6 EXPL5 PALAN d'exploitation Statique linéaire 7 EXPL6 SURCHARGE d'exploitation Statique linéaire 8 VPERPI Vent perpendiculaire paroi I vent Statique linéaire 9 VBPI_II Vent bissectrice paroiI et II vent Statique linéaire 10 ELU Statique linéaire 11 ELU+ Statique linéaire 12 ELU- Statique linéaire 13 ELS Statique linéaire 14 ELS+ Statique linéaire 15 ELS- Statique linéaire 8. Chargements - Valeurs Cas Type de charge Liste 1 poids propre 1A23 1 (EF) surfacique uniforme 23 2 force sur barre 7 3 force sur barre 7 4 force sur barre 7 5 force sur barre 7 6 force sur barre 7 7 (EF) surfacique uniforme 23 8 charge trapézoïdale (2p) 1 8 charge trapézoïdale (2p) 2 8 charge trapézoïdale (2p) 4 8 charge trapézoïdale (2p) 5 8 charge trapézoïdale (2p) 8 8 charge trapézoïdale (2p) 9 8 charge trapézoïdale (2p) 10 8 charge trapézoïdale (2p) 11 8 charge trapézoïdale (2p) 12 8 charge trapézoïdale (2p) 13 8 charge trapézoïdale (2p) 17 8 charge trapézoïdale (2p) 18 8 charge trapézoïdale (2p) 19 8 charge trapézoïdale (2p) 20 8 charge trapézoïdale (2p) 7 9 charge trapézoïdale (2p) 1 9 charge trapézoïdale (2p) 2
  6. 6. Date : 12/04/16 Page : 6 Cas Type de charge Liste 9 charge trapézoïdale (2p) 3 9 charge trapézoïdale (2p) 4 9 charge trapézoïdale (2p) 5 9 charge trapézoïdale (2p) 6 9 charge trapézoïdale (2p) 7 9 charge trapézoïdale (2p) 8 9 charge trapézoïdale (2p) 9 9 charge trapézoïdale (2p) 10 9 charge trapézoïdale (2p) 11 9 charge trapézoïdale (2p) 12 9 charge trapézoïdale (2p) 13 9 charge trapézoïdale (2p) 14 9 charge trapézoïdale (2p) 17 9 charge trapézoïdale (2p) 18 9 charge trapézoïdale (2p) 19 9 charge trapézoïdale (2p) 20 9 charge trapézoïdale (2p) 7 Cas Valeurs de la charge 1 PZ Moins Coef=1,00 1 PZ=-0,50[kN/m2] 2 FZ=-35,00[kN] X=0,50 relatives 3 FZ=-1,20[kN] X=0,50 relatives 4 FZ=-30,00[kN] X=0,50 relatives 5 FZ=-14,00[kN] X=0,50 relatives 6 FZ=-0,50[kN] X=0,50 relatives 7 PZ=-1,50[kN/m2] 8 PZ2=-0,27[kN/m] PZ1=-0,27[kN/m] X2=1,00 X1=0,0 local non projetés relatives 8 PZ2=-0,30[kN/m] PZ1=-0,30[kN/m] X2=1,00 X1=0,0 local non projetés relatives 8 PZ2=-0,27[kN/m] PZ1=-0,27[kN/m] X2=1,00 X1=0,0 local non projetés relatives 8 PZ2=-0,30[kN/m] PZ1=-0,30[kN/m] X2=1,00 X1=0,0 local non projetés relatives 8 PY2=0,10[kN/m] PY1=0,10[kN/m] X2=1,00 X1=0,0 local non projetés relatives 8 PZ2=-0,04[kN/m] PZ1=-0,04[kN/m] X2=1,00 X1=0,0 local non projetés relatives 8 PY2=-0,07[kN/m] PY1=-0,07[kN/m] X2=1,00 X1=0,0 local non projetés relatives 8 PY2=0,10[kN/m] PY1=0,10[kN/m] X2=1,00 X1=0,0 local non projetés relatives 8 PZ2=-0,04[kN/m] PZ1=-0,04[kN/m] X2=1,00 X1=0,0 local non projetés relatives 8 PY2=-0,12[kN/m] PY1=-0,12[kN/m] X2=1,00 X1=0,0 local non projetés relatives 8 PY2=0,04[kN/m] PY1=0,04[kN/m] X2=1,00 X1=0,0 local non projetés relatives 8 PY2=0,04[kN/m] PY1=0,04[kN/m] X2=1,00 X1=0,0 local non projetés relatives 8 PZ2=0,04[kN/m] PZ1=0,04[kN/m] X2=1,00 X1=0,0 local non projetés relatives 8 PZ2=0,04[kN/m] PZ1=0,04[kN/m] X2=1,00 X1=0,0 local non projetés relatives 8 PX2=1,64[kN/m] PX1=1,64[kN/m] X2=1,00 X1=0,0 global non projetés relatives 9 PY2=-0,20[kN/m] PZ2=-0,20[kN/m] PY1=-0,20[kN/m] PZ1=-0,20[kN/m] X2=1,00 X1=0,0 local non projetés rel- atives 9 PY2=-0,21[kN/m] PZ2=-0,21[kN/m] PY1=-0,21[kN/m] PZ1=-0,21[kN/m] X2=1,00 X1=0,0 local non projetés rel- atives 9 PX2=0,06[kN/m] PY2=-0,11[kN/m] PZ2=-0,10[kN/m] PX1=0,06[kN/m] PY1=-0,11[kN/m] PZ1=-0,10[kN/m] X2- =1,00 X1=0,0 local non projetés relatives 9 PY2=-0,20[kN/m] PZ2=-0,20[kN/m] PY1=-0,20[kN/m] PZ1=-0,20[kN/m] X2=1,00 X1=0,0 local non projetés rel- atives 9 PY2=-0,21[kN/m] PZ2=-0,21[kN/m] PY1=-0,21[kN/m] PZ1=-0,21[kN/m] X2=1,00 X1=0,0 local non projetés rel- atives 9 PX2=-0,06[kN/m] PY2=0,11[kN/m] PZ2=0,10[kN/m] PX1=-0,06[kN/m] PY1=0,11[kN/m] PZ1=0,10[kN/m] X2=- 1,00 X1=0,0 local non projetés relatives 9 PX2=-0,11[kN/m] PY2=0,11[kN/m] PX1=-0,11[kN/m] PY1=0,11[kN/m] X2=1,00 X1=0,0 local non projetés rela-
  7. 7. Date : 12/04/16 Page : 7 Cas Valeurs de la charge tives 9 PX2=0,02[kN/m] PY2=0,05[kN/m] PZ2=-0,04[kN/m] PX1=0,02[kN/m] PY1=0,05[kN/m] PZ1=-0,04[kN/m] X2=- 1,00 X1=0,0 local non projetés relatives 9 PY2=-0,01[kN/m] PZ2=-0,01[kN/m] PY1=-0,01[kN/m] PZ1=-0,01[kN/m] X2=1,00 X1=0,0 local non projetés rel- atives 9 PX2=-0,02[kN/m] PY2=-0,02[kN/m] PX1=-0,02[kN/m] PY1=-0,02[kN/m] X2=1,00 X1=0,0 local non projetés re- latives 9 PX2=0,02[kN/m] PY2=0,05[kN/m] PZ2=-0,04[kN/m] PX1=0,02[kN/m] PY1=0,05[kN/m] PZ1=-0,04[kN/m] X2=- 1,00 X1=0,0 local non projetés relatives 9 PY2=-0,01[kN/m] PZ2=-0,01[kN/m] PY1=-0,01[kN/m] PZ1=-0,01[kN/m] X2=1,00 X1=0,0 local non projetés rel- atives 9 PX2=-0,04[kN/m] PY2=-0,04[kN/m] PX1=-0,04[kN/m] PY1=-0,04[kN/m] X2=1,00 X1=0,0 local non projetés re- latives 9 PX2=0,02[kN/m] PY2=-0,02[kN/m] PX1=0,02[kN/m] PY1=-0,02[kN/m] X2=1,00 X1=0,0 local non projetés rela- tives 9 PX2=0,01[kN/m] PY2=0,01[kN/m] PZ2=0,01[kN/m] PX1=0,01[kN/m] PY1=0,01[kN/m] PZ1=0,01[kN/m] X2=1,- 00 X1=0,0 local non projetés relatives 9 PX2=0,01[kN/m] PY2=0,01[kN/m] PZ2=0,01[kN/m] PX1=0,01[kN/m] PY1=0,01[kN/m] PZ1=0,01[kN/m] X2=1,- 00 X1=0,0 local non projetés relatives 9 PY2=-0,01[kN/m] PZ2=0,01[kN/m] PY1=-0,01[kN/m] PZ1=0,01[kN/m] X2=1,00 X1=0,0 local non projetés rela- tives 9 PY2=-0,01[kN/m] PZ2=0,01[kN/m] PY1=-0,01[kN/m] PZ1=0,01[kN/m] X2=1,00 X1=0,0 local non projetés rela- tives 9 PX2=1,16[kN/m] PY2=-1,16[kN/m] PX1=1,16[kN/m] PY1=-1,16[kN/m] X2=1,00 X1=0,0 global non projetés rel- atives 9. Combinaisons Combinaison Comp. ELU/ 1 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 + 9*0.90 ELU/ 2 1*1.00 + 8*1.50 ELU/ 3 1*1.35 + 7*1.50 ELU/ 4 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 ELU/ 5 1*1.00 + 2*1.05 + 3*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 8*1.50 ELU/ 6 1*1.00 + 7*1.05 + 8*1.50 ELU/ 7 1*1.35 + 7*1.05 + 8*1.50 ELU/ 8 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 ELU/ 9 1*1.00 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 ELU/ 10 1*1.00 ELU/ 11 1*1.35 + 2*1.05 + 3*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 7*1.05 + 8*1.50 ELU/ 12 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 + 8*0.90 ELU/ 13 1*1.00 + 7*1.50 ELU/ 14 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 8*0.90 ELU/ 15 1*1.00 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 8*0.90 ELU/ 16 1*1.00 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 ELU/ 17 1*1.00 + 9*1.50
  8. 8. Date : 12/04/16 Page : 8 ELU/ 18 1*1.35 + 9*1.50 ELU/ 19 1*1.35 + 7*1.05 + 9*1.50 ELU/ 20 1*1.00 + 2*1.05 + 3*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 9*1.50 ELU/ 21 1*1.35 + 2*1.05 + 3*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 9*1.50 ELU/ 22 1*1.35 + 7*1.50 + 8*0.90 ELU/ 23 1*1.00 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 9*0.90 ELU/ 24 1*1.00 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 + 8*0.90 ELU/ 25 1*1.00 + 7*1.50 + 8*0.90 ELU/ 26 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 9*0.90 ELU/ 27 1*1.35 + 7*1.50 + 9*0.90 ELU/ 28 1*1.35 + 2*1.05 + 3*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 8*1.50 ELU/ 29 1*1.35 + 2*1.50 ELU/ 30 1*1.00 + 3*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 7*1.05 + 8*1.50 ELU/ 31 1*1.00 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 + 9*0.90 ELU/ 32 1*1.35 ELU/ 33 1*1.35 + 2*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 + 9*0.90 ELU/ 34 1*1.00 + 2*1.05 + 6*1.05 + 9*1.50 ELU/ 35 1*1.35 + 3*1.50 + 4*1.50 + 5*1.50 + 7*1.50 + 8*0.90 ELU/ 36 1*1.35 + 5*1.50 + 7*1.50 ELU/ 37 1*1.00 + 2*1.05 + 3*1.05 + 4*1.05 + 8*1.50 ELU/ 38 1*1.00 + 4*1.05 + 5*1.05 + 6*1.05 + 9*1.50 ELU/ 39 1*1.00 + 3*1.50 + 5*1.50 + 6*1.50 ELU/ 40 1*1.35 + 2*1.05 + 4*1.05 + 7*1.05 + 8*1.50 ELU/ 41 1*1.00 + 2*1.05 + 3*1.05 + 9*1.50 ELU/ 42 1*1.35 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 + 8*0.90 ELU/ 43 1*1.35 + 2*1.50 + 4*1.50 + 6*1.50 ELU/ 44 1*1.00 + 3*1.05 + 5*1.05 + 7*1.05 + 9*1.50 ELU/ 45 1*1.00 + 7*1.05 + 9*1.50 ELU/ 46 1*1.00 + 3*1.50 + 4*1.50 + 8*0.90 ELU/ 47 1*1.35 + 2*1.05 + 5*1.05 + 6*1.05 + 7*1.05 + 9*1.50 ELU/ 48 1*1.00 + 2*1.05 + 3*1.05 + 4*1.05 + 6*1.05 + 8*1.50 ELU/ 49 1*1.00 + 3*1.05 + 4*1.05 + 6*1.05 + 7*1.05 + 9*1.50 ELU/ 50 1*1.35 + 2*1.50 + 5*1.50 ELU/ 51 1*1.35 + 2*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 7*1.05 + 8*1.50 ELU/ 52 1*1.00 + 3*1.50 ELU/ 53 1*1.35 + 2*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 7*1.05 + 9*1.50 ELU/ 54 1*1.00 + 2*1.05 + 3*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 7*1.05 + 8*1.50 ELU/ 55 1*1.35 + 2*1.05 + 6*1.05 + 7*1.05 + 9*1.50 ELU/ 56 1*1.00 + 3*1.50 + 4*1.50 ELU/ 57 1*1.35 + 2*1.50 + 8*0.90 ELU/ 58 1*1.00 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50
  9. 9. Date : 12/04/16 Page : 9 ELU/ 59 1*1.00 + 3*1.50 + 6*1.50 ELU/ 60 1*1.35 + 2*1.05 + 4*1.05 + 7*1.05 + 9*1.50 ELU/ 61 1*1.35 + 4*1.05 + 7*1.05 + 8*1.50 ELU/ 62 1*1.35 + 3*1.05 + 5*1.05 + 9*1.50 ELU/ 63 1*1.00 + 2*1.50 + 4*1.50 + 6*1.50 + 7*1.50 ELU/ 64 1*1.00 + 2*1.50 + 3*1.50 + 6*1.50 ELU/ 65 1*1.35 + 4*1.05 + 5*1.05 + 7*1.05 + 8*1.50 ELU/ 66 1*1.00 + 2*1.05 + 3*1.05 + 5*1.05 + 6*1.05 + 9*1.50 ELU/ 67 1*1.35 + 4*1.50 + 7*1.50 + 8*0.90 ELU/ 68 1*1.00 + 2*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 8*0.90 ELU/ 69 1*1.35 + 3*1.05 + 9*1.50 ELU/ 70 1*1.35 + 2*1.50 + 6*1.50 + 7*1.50 + 8*0.90 ELU/ 71 1*1.00 + 3*1.05 + 4*1.05 + 5*1.05 + 9*1.50 ELU/ 72 1*1.35 + 2*1.05 + 3*1.05 + 5*1.05 + 6*1.05 + 8*1.50 ELU/ 73 1*1.00 + 4*1.05 + 7*1.05 + 9*1.50 ELU/ 74 1*1.35 + 2*1.50 + 5*1.50 + 6*1.50 + 7*1.50 ELU/ 75 1*1.00 + 3*1.05 + 4*1.05 + 9*1.50 ELU/ 76 1*1.35 + 4*1.50 + 6*1.50 ELU/ 77 1*1.00 + 2*1.05 + 3*1.05 + 5*1.05 + 7*1.05 + 9*1.50 ELU/ 78 1*1.00 + 2*1.05 + 6*1.05 + 7*1.05 + 9*1.50 ELU/ 79 1*1.35 + 3*1.50 + 4*1.50 + 5*1.50 + 8*0.90 ELU/ 80 1*1.00 + 2*1.50 + 6*1.50 + 7*1.50 + 9*0.90 ELU/ 81 1*1.00 + 2*1.05 + 5*1.05 + 9*1.50 ELU/ 82 1*1.35 + 3*1.50 + 4*1.50 + 6*1.50 + 7*1.50 ELU/ 83 1*1.35 + 2*1.05 + 3*1.05 + 4*1.05 + 5*1.05 + 8*1.50 ELU/ 84 1*1.00 + 6*1.50 + 7*1.50 ELU/ 85 1*1.00 + 2*1.50 + 3*1.50 + 4*1.50 + 6*1.50 + 9*0.90 ELU/ 86 1*1.35 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 8*0.90 ELU/ 87 1*1.35 + 2*1.50 + 4*1.50 + 5*1.50 + 7*1.50 ELU/ 88 1*1.00 + 3*1.05 + 6*1.05 + 9*1.50 ELU/ 89 1*1.35 + 2*1.05 + 3*1.05 + 5*1.05 + 8*1.50 ELU/ 90 1*1.00 + 4*1.50 + 6*1.50 + 7*1.50 ELU/ 91 1*1.00 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 7*1.50 + 9*0.90 ELU/ 92 1*1.35 + 6*1.50 ELU/ 93 1*1.00 + 2*1.05 + 3*1.05 + 4*1.05 + 6*1.05 + 9*1.50 ELU/ 94 1*1.00 + 2*1.50 + 3*1.50 + 4*1.50 + 8*0.90 ELU/ 95 1*1.35 + 5*1.05 + 6*1.05 + 7*1.05 + 9*1.50 ELU/ 96 1*1.35 + 2*1.50 + 6*1.50 + 8*0.90 ELU/ 97 1*1.00 + 3*1.50 + 4*1.50 + 5*1.50 + 7*1.50 + 9*0.90 ELU/ 98 1*1.00 + 2*1.05 + 4*1.05 + 5*1.05 + 9*1.50 ELU/ 99 1*1.35 + 3*1.50 + 6*1.50 + 7*1.50 + 8*0.90
  10. 10. Date : 12/04/16 Page : 10 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 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
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  13. 13. Date : 12/04/16 Page : 13 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 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
  14. 14. Date : 12/04/16 Page : 14 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 ELS/ 107 1*1.00 + 2*1.00 + 3*1.00 + 4*1.00 + 6*1.00 + 7*1.00 + 8*0.60
  15. 15. Date : 12/04/16 Page : 15 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
  16. 16. Date : 12/04/16 Page : 16 ELS/ 149 1*1.00 + 5*1.00 + 7*1.00 + 9*0.60 ELS/ 150 1*1.00 + 5*1.00 + 6*1.00 + 7*1.00 + 8*0.60 ELS/ 151 1*1.00 + 2*1.00 + 3*1.00 + 4*1.00 + 9*0.60 ELS/ 152 1*1.00 + 2*1.00 + 4*1.00 + 5*1.00 + 6*1.00 + 7*1.00 ELS/ 153 1*1.00 + 2*1.00 + 5*1.00 + 6*1.00 ELS/ 154 1*1.00 + 3*1.00 + 4*1.00 + 7*1.00 + 9*0.60 ELS/ 155 1*1.00 + 4*1.00 + 7*1.00 ELS/ 156 1*1.00 + 2*0.70 + 3*0.70 + 5*0.70 + 7*0.70 + 8*1.00 ELS/ 157 1*1.00 + 2*1.00 + 6*1.00 + 7*1.00 ELS/ 158 1*1.00 + 2*1.00 + 9*0.60 10. Réactions EFF: Extrêmes globaux FX [kN] FY [kN] FZ [kN] MX [kNm] MY [kNm] MZ [kNm] MAX 0,86 3,88 70,12 0,82 0,19 0,34 Noeud 5 14 5 1 5 1 Cas ELU/9 ELU/17 ELU/1 ELU/17 ELU/9 ELU/20 MIN -4,05 -1,10 -6,62 -1,23 -5,57 -0,25 Noeud 1 1 14 5 1 5 Cas ELU/5 ELU/17 ELU/17 ELU/12 ELU/5 ELU/20 11. Déplacements DEP: Extrêmes globaux UX [cm] UY [cm] UZ [cm] RX [Rad] RY [Rad] RZ [Rad] MAX 0,3 0,1 0,0 0,001 0,005 0,001 Noeud 7 21 16 8 16 11 Cas ELU/28 ELU/22 ELU/17 ELU/20 ELU/22 ELU/9 MIN -0,1 -0,2 -0,5 -0,003 -0,005 -0,001 Noeud 3 8 20 23 11 16 Cas ELU/8 ELU/20 ELU/12 ELU/12 ELU/3 ELU/15
  17. 17. Date : 12/04/16 Page : 17 12. Efforts EFF: Enveloppe Barre FX [kN] FY [kN] FZ [kN] MX [kNm] MY [kNm] MZ [kNm] 1 / MAX 66,69 0,86 4,05 0,23 0,19 1,21 Noeud 1 1 1 1 2 1 Cas ELU/1 ELU/4 ELU/5 ELU/1 ELU/4 ELU/4 1 / MIN -2,33 -0,93 -0,13 -0,01 -5,57 -0,65 Noeud 1 2 1 1 1 1 Cas 8 9 ELU/3 ELU/3 ELU/5 9 2 / MAX 66,53 1,51 3,90 0,34 2,72 1,60 Noeud 2 3 2 2 3 3 Cas ELU/1 ELU/41 ELU/5 ELU/20 ELU/6 ELU/20 2 / MIN -2,77 -1,21 -36,23 -0,11 -7,68 -0,38 Noeud 3 2 3 3 3 2 Cas ELU/2 ELU/17 ELU/4 ELU/15 ELU/8 ELU/17 3 / MAX 71,25 1,01 0,08 0,00 2,72 1,02 Noeud 3 3 3 3 3 3 Cas ELU/4 9 1 7 ELU/6 9 3 / MIN -3,46 -0,02 -0,97 -0,37 -8,60 -0,20 Noeud 4 3 4 3 4 4 Cas ELU/2 ELU/2 ELU/4 9 ELU/4 9 4 / MAX 70,12 0,69 3,56 0,08 0,19 0,96 Noeud 5 5 5 5 5 5 Cas ELU/1 ELU/11 ELU/7 ELU/7 ELU/9 ELU/9 4 / MIN 0,25 -0,91 -0,86 -0,18 -5,54 -0,60 Noeud 5 6 5 5 5 5 Cas 6 9 ELU/9 ELU/1 ELU/7 9 5 / MAX 69,96 1,53 37,24 0,09 9,25 1,58 Noeud 6 7 7 7 7 7 Cas ELU/1 ELU/20 ELU/12 ELU/9 ELU/14 ELU/19 5 / MIN -0,00 -1,18 -0,86 -0,32 -4,30 -0,32 Noeud 7 6 6 7 6 6 Cas 7 ELU/17 ELU/9 ELU/19 ELU/11 ELU/17 6 / MAX 73,51 0,00 0,19 0,34 0,15 0,21 Noeud 7 7 8 7 7 8 Cas ELU/12 2 9 9 ELU/13 9 6 / MIN 0,06 -1,02 -0,83 -0,02 -10,00 -1,02 Noeud 7 7 8 7 8 7 Cas 7 9 ELU/12 8 ELU/12 9 7 / MAX 37,24 1,30 62,84 0,00 2,29 0,69 Noeud 8 4 8 8 4 4 Cas ELU/12 ELU/47 ELU/12 ELU/3 ELU/2 ELU/20 7 / MIN -1,43 -1,32 -60,81 -0,04 -10,00 -0,02 Noeud 4 8 4 8 8 8 Cas ELU/2 ELU/18 ELU/4 ELU/5 ELU/12 ELU/7 8 / MAX 2,17 0,19 0,24 0,00 0,01 0,01 Noeud 9 10 9 9 10 10 Cas ELU/4 ELU/15 ELU/19 ELU/3 7 ELU/3 8 / MIN -8,36 -0,08 -0,52 -0,00 -0,37 -0,20
  18. 18. Date : 12/04/16 Page : 18 Barre FX [kN] FY [kN] FZ [kN] MX [kNm] MY [kNm] MZ [kNm] Noeud 10 9 10 9 10 10 Cas ELU/18 8 ELU/21 ELU/20 ELU/21 ELU/20 9 / MAX 0,25 0,01 0,53 0,00 0,10 0,00 Noeud 11 11 11 11 12 11 Cas ELU/22 9 ELU/22 ELU/23 ELU/22 9 9 / MIN -0,00 -0,01 -0,01 -0,00 -0,16 -0,01 Noeud 11 11 12 11 11 11 Cas 9 ELU/22 9 9 ELU/22 ELU/22 10 / MAX 0,07 0,09 0,15 0,00 0,01 0,09 Noeud 13 13 13 13 13 11 Cas 9 ELU/17 ELU/19 ELU/12 ELU/15 ELU/4 10 / MIN -1,17 -0,51 -0,11 0,00 -0,03 -0,17 Noeud 13 13 11 13 13 13 Cas ELU/4 ELU/4 ELU/12 6 ELU/19 ELU/4 11 / MAX 2,22 0,17 0,24 0,00 0,01 0,09 Noeud 14 15 14 14 15 15 Cas ELU/12 8 ELU/19 ELU/20 7 ELU/9 11 / MIN -8,38 -0,11 -0,52 -0,00 -0,37 -0,12 Noeud 15 14 15 14 15 15 Cas ELU/18 ELU/24 ELU/21 7 ELU/21 8 12 / MAX 0,25 0,01 0,01 0,00 0,16 0,00 Noeud 16 16 16 16 16 16 Cas ELU/3 9 8 9 ELU/3 9 12 / MIN -0,00 -0,01 -0,52 -0,00 -0,10 -0,01 Noeud 16 16 17 16 17 16 Cas 8 ELU/3 ELU/22 ELU/9 ELU/3 ELU/3 13 / MAX 0,08 0,57 0,15 0,00 0,01 0,18 Noeud 18 18 18 18 18 18 Cas 9 ELU/12 ELU/19 8 ELU/9 ELU/12 13 / MIN -1,17 -0,09 -0,11 -0,00 -0,04 -0,09 Noeud 18 16 16 18 18 16 Cas ELU/12 ELU/17 ELU/4 ELU/4 ELU/19 ELU/12 14 / MAX 0,04 0,08 0,99 0,00 0,03 0,04 Noeud 13 18 18 18 18 13 Cas 8 ELU/23 ELU/4 ELU/4 8 ELU/15 14 / MIN -36,74 -0,09 -1,00 -0,00 -0,50 -0,01 Noeud 18 13 13 13 13 18 Cas ELU/1 ELU/23 ELU/12 ELU/12 ELU/12 ELU/7 15 / MAX 0,07 0,06 0,76 0,00 0,01 0,03 Noeud 16 11 16 16 16 11 Cas 9 ELU/9 ELU/3 ELU/4 8 ELU/19 15 / MIN -0,89 -0,07 -0,77 -0,00 -0,22 -0,06 Noeud 11 16 11 11 11 16 Cas ELU/12 ELU/15 ELU/22 ELU/12 ELU/22 ELU/15 16 / MAX 0,52 0,01 0,23 0,00 0,00 0,00 Noeud 17 12 17 17 17 17 Cas ELU/22 ELU/12 ELU/3 ELU/1 8 9 16 / MIN -0,01 -0,01 -0,24 -0,00 -0,10 -0,01 Noeud 12 17 12 12 12 12 Cas 9 ELU/4 ELU/22 ELU/12 ELU/22 ELU/12 17 / MAX 1,59 0,16 0,01 0,01 0,00 0,07 Noeud 10 10 10 11 10 11 Cas ELU/12 ELU/12 9 ELU/12 ELU/17 ELU/12
  19. 19. Date : 12/04/16 Page : 19 Barre FX [kN] FY [kN] FZ [kN] MX [kNm] MY [kNm] MZ [kNm] 17 / MIN -0,04 -0,00 -0,01 -0,00 -0,00 -0,03 Noeud 11 11 10 11 10 10 Cas 9 2 ELU/12 2 ELU/12 ELU/19 18 / MAX 1,58 0,03 0,01 0,00 0,00 0,03 Noeud 15 15 15 16 15 15 Cas ELU/4 8 9 8 ELU/17 ELU/25 18 / MIN -0,05 -0,14 -0,01 -0,01 -0,00 -0,07 Noeud 16 16 15 16 15 16 Cas 9 ELU/4 ELU/4 ELU/4 ELU/4 ELU/4 19 / MAX 0,00 0,00 0,02 -0,00 0,09 0,01 Noeud 19 19 20 19 19 20 Cas 2 9 8 6 ELU/3 ELU/3 19 / MIN -0,20 -0,01 -0,39 -0,00 -0,11 -0,00 Noeud 19 20 19 19 20 20 Cas ELU/22 ELU/20 ELU/3 ELU/22 ELU/3 8 20 / MAX 0,00 -0,00 0,41 0,00 0,11 0,01 Noeud 21 21 22 21 22 22 Cas 9 6 ELU/22 ELU/3 ELU/22 ELU/27 20 / MIN -0,20 -0,02 -0,00 -0,00 -0,09 0,00 Noeud 21 22 21 21 21 21 Cas ELU/3 ELU/20 2 9 ELU/22 6 21 / MAX 0,07 0,05 0,17 0,00 0,01 0,02 Noeud 22 22 22 22 22 22 Cas ELU/9 ELU/19 ELU/12 2 ELU/1 ELU/19 21 / MIN -0,03 -0,03 -0,22 -0,00 -0,00 -0,02 Noeud 22 22 23 22 23 22 Cas ELU/19 ELU/9 ELU/1 ELU/12 ELU/12 ELU/9 22 / MAX 0,07 0,06 0,17 0,00 0,01 0,02 Noeud 20 20 20 20 20 20 Cas ELU/15 ELU/15 ELU/4 ELU/4 ELU/4 ELU/15 22 / MIN -0,03 -0,02 -0,22 -0,00 -0,00 -0,01 Noeud 20 20 24 20 20 24 Cas ELU/19 ELU/19 ELU/4 8 8 ELU/2 13. Contraintes - Extrêmes globaux S max [MPa] S min [MPa] S max(My) [MPa] S max(Mz) [MPa] S min(My) [MPa] S min(Mz) [MPa] Fx/Ax [MPa] MAX 123,55 11,80 122,06 56,79 2,88 5,47 18,26 Barre 9 4 9 17 10 14 6 Noeud 11 6 11 11 13 13 7 Cas ELU/12 ELU/8 ELU/12 ELU/22 ELU/17 ELU/15 ELU/14 MIN -59,29 -236,74 -1,00 -0,75 -165,53 -58,44 -76,55 Barre 14 14 21 15 14 13 14 Noeud 18 13 22 16 13 18 18
  20. 20. Date : 12/04/16 Page : 20 S max [MPa] S min [MPa] S max(My) [MPa] S max(Mz) [MPa] S min(My) [MPa] S min(Mz) [MPa] Fx/Ax [MPa] Cas ELU/15 ELU/12 ELU/26 8 ELU/12 ELU/12 ELU/1 14. Données - Familles Famille Nom Composants 1 1 1A22 2 2 8 11 3 3 10 13A15 21 22 4 4 9 12 17A20 15. Vérificationdes barres acier CALCUL DES STRUCTURES ACIER ----------------------------------------------------------------------------------------------------------------------------- ----- ------ NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures. TYPE D'ANALYSE : Vérification des pièces ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FAMILLE : PIECE : 1 POINT : 1 COORDONNEE : x = 0.00 L = 0.00 m ----------------------------------------------------------------------------------------------------------------------------- ----- ------ CHARGEMENTS : Cas de charge décisif : 10 ELU /11/ 1*1.35 + 2*1.05 + 3*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 7*1.05 + 8*1.50 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ MATERIAU : ACIER E24 fy = 235.00 MPa ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE LA SECTION : CIRF 219.1x6 h=21.9 cm gM0=1.00 gM1=1.00 Ay=25.59 cm2 Az=25.59 cm2 Ax=40.20 cm2 tw=0.6 cm Iy=2282.00 cm4 Iz=2282.00 cm4 Ix=4564.00 cm4 Wply=272.54 cm3 Wplz=272.54 cm3 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ EFFORTS INTERNES ET RESISTANCES ULTIMES : N,Ed = 42.24 kN My,Ed = -5.50 kN*m Mz,Ed = 0.87 kN*m Vy,Ed = 0.67 kN Nc,Rd = 944.70 kN My,pl,Rd = 64.05 kN*m Mz,pl,Rd = 64.05 kN*m Vy,T,Rd = 346.58 kN
  21. 21. Date : 12/04/16 Page : 21 Nb,Rd = 944.70 kN My,c,Rd = 64.05 kN*m Mz,c,Rd = 64.05 kN*m Vz,Ed = 3.98 kN MN,y,Rd = 63.72 kN*m MN,z,Rd = 63.72 kN*m Vz,T,Rd = 346.58 kN Tt,Ed = 0.10 kN*m Classe de la section = 1 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE DEVERSEMENT : ---------------------------------------------------------------------------------------------------------------------------------- ------ PARAMETRES DE FLAMBEMENT : en y : en z : Ly = 0.38 m Lam_y = 0.03 Lz = 0.38 m Lam_z = 0.03 Lcr,y = 0.19 m Xy = 1.00 Lcr,z = 0.19 m Xz = 1.00 Lamy = 2.52 kyy = 0.92 Lamz = 2.52 kyz = 0.55 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FORMULES DE VERIFICATION : Contrôle de la résistance de la section : N,Ed/Nc,Rd = 0.04 < 1.00 (6.2.4.(1)) (My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.01 < 1.00 (6.2.9.1.(6)) Vy,Ed/Vy,T,Rd = 0.00 < 1.00 (6.2.6-7) Vz,Ed/Vz,T,Rd = 0.01 < 1.00 (6.2.6-7) Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.00 < 1.00 (6.2.6) Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.00 < 1.00 (6.2.6) Contrôle de la stabilité globale de la barre : Lambda,y = 2.52 < Lambda,max = 210.00 Lambda,z = 2.52 < Lambda,max = 210.00 STABLE N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.13 < 1.00 (6.3.3.(4)) N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.10 < 1.00 (6.3.3.(4)) ----------------------------------------------------------------------------------------------------------------------------- ----- ------ Profil correct !!! CALCUL DES STRUCTURES ACIER ---------------------------------------------------------------------------------------------------------------------------------- ------ NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures. TYPE D'ANALYSE : Vérification des pièces ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FAMILLE : PIECE : 2 POINT : 7 COORDONNEE : x = 1.00 L = 2.67 m ----------------------------------------------------------------------------------------------------------------------------- ----- ------ CHARGEMENTS : Cas de charge décisif : 10 ELU /8/ 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ MATERIAU : ACIER E24 fy = 235.00 MPa ---------------------------------------------------------------------------------------------------------------------------------- ------
  22. 22. Date : 12/04/16 Page : 22 PARAMETRES DE LA SECTION : CIRF 219.1x6 h=21.9 cm gM0=1.00 gM1=1.00 Ay=25.59 cm2 Az=25.59 cm2 Ax=40.20 cm2 tw=0.6 cm Iy=2282.00 cm4 Iz=2282.00 cm4 Ix=4564.00 cm4 Wply=272.54 cm3 Wplz=272.54 cm3 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ EFFORTS INTERNES ET RESISTANCES ULTIMES : N,Ed = 61.35 kN My,Ed = -7.68 kN*m Nc,Rd = 944.70 kN My,pl,Rd = 64.05 kN*m Nb,Rd = 944.70 kN My,c,Rd = 64.05 kN*m Vz,Ed = -36.05 kN MN,y,Rd = 63.43 kN*m Vz,T,Rd = 346.66 kN Tt,Ed = -0.09 kN*m Classe de la section = 1 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE DEVERSEMENT : ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE FLAMBEMENT : en y : en z : Ly = 2.67 m Lam_y = 0.19 Lz = 2.67 m Lam_z = 0.19 Lcr,y = 1.34 m Xy = 1.00 Lcr,z = 1.34 m Xz = 1.00 Lamy = 17.72 kyy = 0.76 Lamz = 17.72 kzy = 0.46 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FORMULES DE VERIFICATION : Contrôle de la résistance de la section : N,Ed/Nc,Rd = 0.06 < 1.00 (6.2.4.(1)) My,Ed/My,c,Rd = 0.12 < 1.00 (6.2.5.(1)) My,Ed/MN,y,Rd = 0.12 < 1.00 (6.2.9.1.(2)) Vz,Ed/Vz,T,Rd = 0.10 < 1.00 (6.2.6-7) Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.00 < 1.00 (6.2.6) Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.00 < 1.00 (6.2.6) Contrôle de la stabilité globale de la barre : Lambda,y = 17.72 < Lambda,max = 210.00 Lambda,z = 17.72 < Lambda,max = 210.00 STABLE N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) = 0.16 < 1.00 (6.3.3.(4)) N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) = 0.12 < 1.00 (6.3.3.(4)) ----------------------------------------------------------------------------------------------------------------------------- ----- ------ Profil correct !!! CALCUL DES STRUCTURES ACIER ---------------------------------------------------------------------------------------------------------------------------------- ------ NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures. TYPE D'ANALYSE : Vérification des pièces ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FAMILLE : PIECE : 3 POINT : 7 COORDONNEE : x = 1.00 L = 1.30 m ----------------------------------------------------------------------------------------------------------------------------- ----- ------
  23. 23. Date : 12/04/16 Page : 23 CHARGEMENTS : Cas de charge décisif : 10 ELU /4/ 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ MATERIAU : ACIER E24 fy = 235.00 MPa ---------------------------------------------------------------------------------------------------------------------------------- ------ PARAMETRES DE LA SECTION : CIRF 219.1x6 h=21.9 cm gM0=1.00 gM1=1.00 Ay=25.59 cm2 Az=25.59 cm2 Ax=40.20 cm2 tw=0.6 cm Iy=2282.00 cm4 Iz=2282.00 cm4 Ix=4564.00 cm4 Wply=272.54 cm3 Wplz=272.54 cm3 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ EFFORTS INTERNES ET RESISTANCES ULTIMES : N,Ed = 70.78 kN My,Ed = -8.60 kN*m Mz,Ed = -0.04 kN*m Nc,Rd = 944.70 kN My,pl,Rd = 64.05 kN*m Mz,pl,Rd = 64.05 kN*m Nb,Rd = 944.70 kN My,c,Rd = 64.05 kN*m Mz,c,Rd = 64.05 kN*m Vz,Ed = -0.97 kN MN,y,Rd = 63.27 kN*m MN,z,Rd = 63.27 kN*m Vz,T,Rd = 346.77 kN Tt,Ed = -0.07 kN*m Classe de la section = 1 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE DEVERSEMENT : ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE FLAMBEMENT : en y : en z : Ly = 1.30 m Lam_y = 0.09 Lz = 1.30 m Lam_z = 0.09 Lcr,y = 0.65 m Xy = 1.00 Lcr,z = 0.65 m Xz = 1.00 Lamy = 8.61 kyy = 0.93 Lamz = 8.61 kyz = 0.57 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FORMULES DE VERIFICATION : Contrôle de la résistance de la section : N,Ed/Nc,Rd = 0.07 < 1.00 (6.2.4.(1)) (My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.02 < 1.00 (6.2.9.1.(6)) Vz,Ed/Vz,T,Rd = 0.00 < 1.00 (6.2.6-7) Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.00 < 1.00 (6.2.6) Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.00 < 1.00 (6.2.6) Contrôle de la stabilité globale de la barre : Lambda,y = 8.61 < Lambda,max = 210.00 Lambda,z = 8.61 < Lambda,max = 210.00 STABLE N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.20 < 1.00 (6.3.3.(4)) N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.15 < 1.00 (6.3.3.(4)) ----------------------------------------------------------------------------------------------------------------------------- ----- ------ Profil correct !!! CALCUL DES STRUCTURES ACIER ---------------------------------------------------------------------------------------------------------------------------------- ------
  24. 24. Date : 12/04/16 Page : 24 NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures. TYPE D'ANALYSE : Vérification des pièces ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FAMILLE : PIECE : 4 POINT : 1 COORDONNEE : x = 0.00 L = 0.00 m ----------------------------------------------------------------------------------------------------------------------------- ----- ------ CHARGEMENTS : Cas de charge décisif : 10 ELU /11/ 1*1.35 + 2*1.05 + 3*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 7*1.05 + 8*1.50 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ MATERIAU : ACIER E24 fy = 235.00 MPa ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE LA SECTION : CIRF 219.1x6 h=21.9 cm gM0=1.00 gM1=1.00 Ay=25.59 cm2 Az=25.59 cm2 Ax=40.20 cm2 tw=0.6 cm Iy=2282.00 cm4 Iz=2282.00 cm4 Ix=4564.00 cm4 Wply=272.54 cm3 Wplz=272.54 cm3 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ EFFORTS INTERNES ET RESISTANCES ULTIMES : N,Ed = 49.25 kN My,Ed = -5.38 kN*m Mz,Ed = 0.95 kN*m Vy,Ed = 0.69 kN Nc,Rd = 944.70 kN My,pl,Rd = 64.05 kN*m Mz,pl,Rd = 64.05 kN*m Vy,T,Rd = 347.01 kN Nb,Rd = 944.70 kN My,c,Rd = 64.05 kN*m Mz,c,Rd = 64.05 kN*m Vz,Ed = 2.94 kN MN,y,Rd = 63.63 kN*m MN,z,Rd = 63.63 kN*m Vz,T,Rd = 347.01 kN Tt,Ed = 0.04 kN*m Classe de la section = 1 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE DEVERSEMENT : ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE FLAMBEMENT : en y : en z : Ly = 0.38 m Lam_y = 0.03 Lz = 0.38 m Lam_z = 0.03 Lcr,y = 0.19 m Xy = 1.00 Lcr,z = 0.19 m Xz = 1.00 Lamy = 2.52 kyy = 0.93 Lamz = 2.52 kyz = 0.55 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FORMULES DE VERIFICATION : Contrôle de la résistance de la section : N,Ed/Nc,Rd = 0.05 < 1.00 (6.2.4.(1)) (My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.01 < 1.00 (6.2.9.1.(6)) Vy,Ed/Vy,T,Rd = 0.00 < 1.00 (6.2.6-7) Vz,Ed/Vz,T,Rd = 0.01 < 1.00 (6.2.6-7) Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.00 < 1.00 (6.2.6) Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.00 < 1.00 (6.2.6) Contrôle de la stabilité globale de la barre : Lambda,y = 2.52 < Lambda,max = 210.00 Lambda,z = 2.52 < Lambda,max = 210.00 STABLE N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.14 < 1.00 (6.3.3.(4))
  25. 25. Date : 12/04/16 Page : 25 N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.11 < 1.00 (6.3.3.(4)) ----------------------------------------------------------------------------------------------------------------------------- ----- ------ Profil correct !!! CALCUL DES STRUCTURES ACIER ----------------------------------------------------------------------------------------------------------------------------- ----- ------ NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures. TYPE D'ANALYSE : Vérification des pièces ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FAMILLE : PIECE : 5 POINT : 7 COORDONNEE : x = 1.00 L = 2.67 m ----------------------------------------------------------------------------------------------------------------------------- ----- ------ CHARGEMENTS : Cas de charge décisif : 10 ELU /26/ 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 9*0.90 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ MATERIAU : ACIER E24 fy = 235.00 MPa ---------------------------------------------------------------------------------------------------------------------------------- ------ PARAMETRES DE LA SECTION : CIRF 219.1x6 h=21.9 cm gM0=1.00 gM1=1.00 Ay=25.59 cm2 Az=25.59 cm2 Ax=40.20 cm2 tw=0.6 cm Iy=2282.00 cm4 Iz=2282.00 cm4 Ix=4564.00 cm4 Wply=272.54 cm3 Wplz=272.54 cm3 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ EFFORTS INTERNES ET RESISTANCES ULTIMES : N,Ed = 63.05 kN My,Ed = 8.99 kN*m Mz,Ed = 0.95 kN*m Vy,Ed = 0.92 kN Nc,Rd = 944.70 kN My,pl,Rd = 64.05 kN*m Mz,pl,Rd = 64.05 kN*m Vy,T,Rd = 346.63 kN Nb,Rd = 944.70 kN My,c,Rd = 64.05 kN*m Mz,c,Rd = 64.05 kN*m Vz,Ed = 36.97 kN MN,y,Rd = 63.40 kN*m MN,z,Rd = 63.40 kN*m Vz,T,Rd = 346.63 kN Tt,Ed = -0.10 kN*m Classe de la section = 1 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE DEVERSEMENT : ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE FLAMBEMENT : en y : en z : Ly = 2.67 m Lam_y = 0.19 Lz = 2.67 m Lam_z = 0.19 Lcr,y = 1.34 m Xy = 1.00 Lcr,z = 1.34 m Xz = 1.00 Lamy = 17.72 kyy = 0.71 Lamz = 17.72 kyz = 0.53 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FORMULES DE VERIFICATION : Contrôle de la résistance de la section :
  26. 26. Date : 12/04/16 Page : 26 N,Ed/Nc,Rd = 0.07 < 1.00 (6.2.4.(1)) (My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.02 < 1.00 (6.2.9.1.(6)) Vy,Ed/Vy,T,Rd = 0.00 < 1.00 (6.2.6-7) Vz,Ed/Vz,T,Rd = 0.11 < 1.00 (6.2.6-7) Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.00 < 1.00 (6.2.6) Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.00 < 1.00 (6.2.6) Contrôle de la stabilité globale de la barre : Lambda,y = 17.72 < Lambda,max = 210.00 Lambda,z = 17.72 < Lambda,max = 210.00 STABLE N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.17 < 1.00 (6.3.3.(4)) N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.14 < 1.00 (6.3.3.(4)) ----------------------------------------------------------------------------------------------------------------------------- ----- ------ Profil correct !!! CALCUL DES STRUCTURES ACIER ----------------------------------------------------------------------------------------------------------------------------- ----- ------ NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures. TYPE D'ANALYSE : Vérification des pièces ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FAMILLE : PIECE : 6 POINT : 7 COORDONNEE : x = 1.00 L = 1.30 m ----------------------------------------------------------------------------------------------------------------------------- ----- ------ CHARGEMENTS : Cas de charge décisif : 10 ELU /12/ 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 + 8*0.90 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ MATERIAU : ACIER E24 fy = 235.00 MPa ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE LA SECTION : CIRF 219.1x6 h=21.9 cm gM0=1.00 gM1=1.00 Ay=25.59 cm2 Az=25.59 cm2 Ax=40.20 cm2 tw=0.6 cm Iy=2282.00 cm4 Iz=2282.00 cm4 Ix=4564.00 cm4 Wply=272.54 cm3 Wplz=272.54 cm3 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ EFFORTS INTERNES ET RESISTANCES ULTIMES : N,Ed = 73.04 kN My,Ed = -10.00 kN*m Mz,Ed = 0.06 kN*m Vy,Ed = -0.01 kN Nc,Rd = 944.70 kN My,pl,Rd = 64.05 kN*m Mz,pl,Rd = 64.05 kN*m Vy,T,Rd = 346.89 kN Nb,Rd = 944.70 kN My,c,Rd = 64.05 kN*m Mz,c,Rd = 64.05 kN*m Vz,Ed = -0.83 kN MN,y,Rd = 63.22 kN*m MN,z,Rd = 63.22 kN*m Vz,T,Rd = 346.89 kN Tt,Ed = 0.05 kN*m Classe de la section = 1 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE DEVERSEMENT : ----------------------------------------------------------------------------------------------------------------------------- -----
  27. 27. Date : 12/04/16 Page : 27 ------ PARAMETRES DE FLAMBEMENT : en y : en z : Ly = 1.30 m Lam_y = 0.09 Lz = 1.30 m Lam_z = 0.09 Lcr,y = 0.65 m Xy = 1.00 Lcr,z = 0.65 m Xz = 1.00 Lamy = 8.61 kyy = 0.94 Lamz = 8.61 kyz = 0.53 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FORMULES DE VERIFICATION : Contrôle de la résistance de la section : N,Ed/Nc,Rd = 0.08 < 1.00 (6.2.4.(1)) (My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.02 < 1.00 (6.2.9.1.(6)) Vy,Ed/Vy,T,Rd = 0.00 < 1.00 (6.2.6-7) Vz,Ed/Vz,T,Rd = 0.00 < 1.00 (6.2.6-7) Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.00 < 1.00 (6.2.6) Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.00 < 1.00 (6.2.6) Contrôle de la stabilité globale de la barre : Lambda,y = 8.61 < Lambda,max = 210.00 Lambda,z = 8.61 < Lambda,max = 210.00 STABLE N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.22 < 1.00 (6.3.3.(4)) N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.17 < 1.00 (6.3.3.(4)) ----------------------------------------------------------------------------------------------------------------------------- ----- ------ Profil correct !!! CALCUL DES STRUCTURES ACIER ----------------------------------------------------------------------------------------------------------------------------- ----- ------ NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures. TYPE D'ANALYSE : Vérification des pièces ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FAMILLE : PIECE : 7 POINT : 1 COORDONNEE : x = 0.50 L = 0.69 m ----------------------------------------------------------------------------------------------------------------------------- ----- ------ CHARGEMENTS : Cas de charge décisif : 10 ELU /8/ 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ MATERIAU : ACIER E24 fy = 235.00 MPa ---------------------------------------------------------------------------------------------------------------------------------- ------ PARAMETRES DE LA SECTION : CIRF 219.1x6 h=21.9 cm gM0=1.00 gM1=1.00 Ay=25.59 cm2 Az=25.59 cm2 Ax=40.20 cm2 tw=0.6 cm Iy=2282.00 cm4 Iz=2282.00 cm4 Ix=4564.00 cm4 Wply=272.54 cm3 Wplz=272.54 cm3 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ EFFORTS INTERNES ET RESISTANCES ULTIMES : N,Ed = 36.05 kN My,Ed = 33.09 kN*m Mz,Ed = 0.09 kN*m Nc,Rd = 944.70 kN My,pl,Rd = 64.05 kN*m Mz,pl,Rd = 64.05 kN*m
  28. 28. Date : 12/04/16 Page : 28 Nb,Rd = 944.70 kN My,c,Rd = 64.05 kN*m Mz,c,Rd = 64.05 kN*m Vz,Ed = -60.53 kN MN,y,Rd = 63.80 kN*m MN,z,Rd = 63.80 kN*m Vz,c,Rd = 347.23 kN Classe de la section = 1 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE DEVERSEMENT : ---------------------------------------------------------------------------------------------------------------------------------- ------ PARAMETRES DE FLAMBEMENT : en y : en z : Ly = 1.37 m Lam_y = 0.10 Lz = 1.37 m Lam_z = 0.10 Lcr,y = 0.69 m Xy = 1.00 Lcr,z = 0.69 m Xz = 1.00 Lamy = 9.11 kyy = 0.98 Lamz = 9.11 kyz = 0.59 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FORMULES DE VERIFICATION : Contrôle de la résistance de la section : N,Ed/Nc,Rd = 0.04 < 1.00 (6.2.4.(1)) (My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.27 < 1.00 (6.2.9.1.(6)) Vz,Ed/Vz,c,Rd = 0.17 < 1.00 (6.2.6.(1)) Contrôle de la stabilité globale de la barre : Lambda,y = 9.11 < Lambda,max = 210.00 Lambda,z = 9.11 < Lambda,max = 210.00 STABLE N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.54 < 1.00 (6.3.3.(4)) N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.34 < 1.00 (6.3.3.(4)) ----------------------------------------------------------------------------------------------------------------------------- ----- ------ Profil correct !!! CALCUL DES STRUCTURES ACIER ----------------------------------------------------------------------------------------------------------------------------- ----- ------ NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures. TYPE D'ANALYSE : Vérification des pièces ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FAMILLE : PIECE : 8 POINT : 7 COORDONNEE : x = 1.00 L = 2.60 m ----------------------------------------------------------------------------------------------------------------------------- ----- ------ CHARGEMENTS : Cas de charge décisif : 10 ELU /11/ 1*1.35 + 2*1.05 + 3*1.05 + 4*1.05 + 5*1.05 + 6*1.05 + 7*1.05 + 8*1.50 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ MATERIAU : ACIER E24 fy = 215.00 MPa ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE LA SECTION : ROND 75 h=7.5 cm gM0=1.00 gM1=1.00 Ay=28.13 cm2 Az=28.13 cm2 Ax=44.18 cm2
  29. 29. Date : 12/04/16 Page : 29 tw=3.8 cm Iy=155.32 cm4 Iz=155.32 cm4 Ix=310.63 cm4 Wply=70.31 cm3 Wplz=70.31 cm3 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ EFFORTS INTERNES ET RESISTANCES ULTIMES : N,Ed = 0.67 kN My,Ed = -0.18 kN*m Mz,Ed = -0.24 kN*m Vy,Ed = 0.28 kN Nc,Rd = 949.84 kN My,pl,Rd = 15.12 kN*m Mz,pl,Rd = 15.12 kN*m Vy,c,Rd = 349.12 kN Nb,Rd = 392.21 kN My,c,Rd = 15.12 kN*m Mz,c,Rd = 15.12 kN*m Vz,Ed = -0.36 kN MN,y,Rd = 15.12 kN*m MN,z,Rd = 15.12 kN*m Vz,c,Rd = 349.12 kN Classe de la section = 1 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE DEVERSEMENT : ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE FLAMBEMENT : en y : en z : Ly = 2.60 m Lam_y = 1.41 Lz = 2.60 m Lam_z = 1.41 Lcr,y = 2.60 m Xy = 0.41 Lcr,z = 2.60 m Xz = 0.41 Lamy = 138.47 kzy = 0.60 Lamz = 138.47 kzz = 1.00 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FORMULES DE VERIFICATION : Contrôle de la résistance de la section : N,Ed/Nc,Rd = 0.00 < 1.00 (6.2.4.(1)) (My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.00 < 1.00 (6.2.9.1.(6)) Vy,Ed/Vy,c,Rd = 0.00 < 1.00 (6.2.6.(1)) Vz,Ed/Vz,c,Rd = 0.00 < 1.00 (6.2.6.(1)) Contrôle de la stabilité globale de la barre : Lambda,y = 138.47 < Lambda,max = 210.00 Lambda,z = 138.47 < Lambda,max = 210.00 STABLE N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.02 < 1.00 (6.3.3.(4)) N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.02 < 1.00 (6.3.3.(4)) ----------------------------------------------------------------------------------------------------------------------------- ----- ------ Profil correct !!! CALCUL DES STRUCTURES ACIER ---------------------------------------------------------------------------------------------------------------------------------- ------ NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures. TYPE D'ANALYSE : Vérification des pièces ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FAMILLE : PIECE : 9 POINT : 1 COORDONNEE : x = 0.00 L = 0.00 m ---------------------------------------------------------------------------------------------------------------------------------- ------ CHARGEMENTS : Cas de charge décisif : 10 ELU /22/ 1*1.35 + 7*1.50 + 8*0.90 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ MATERIAU : ACIER E24 fy = 235.00 MPa
  30. 30. Date : 12/04/16 Page : 30 ---------------------------------------------------------------------------------------------------------------------------------- ------ PARAMETRES DE LA SECTION : TRON 26x3.2 h=2.7 cm gM0=1.00 gM1=1.00 Ay=1.52 cm2 Az=1.52 cm2 Ax=2.38 cm2 tw=0.3 cm Iy=1.70 cm4 Iz=1.70 cm4 Ix=3.41 cm4 Wply=1.81 cm3 Wplz=1.81 cm3 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ EFFORTS INTERNES ET RESISTANCES ULTIMES : N,Ed = 0.25 kN My,Ed = -0.16 kN*m Mz,Ed = -0.01 kN*m Vy,Ed = -0.01 kN Nc,Rd = 55.99 kN My,pl,Rd = 0.42 kN*m Mz,pl,Rd = 0.42 kN*m Vy,T,Rd = 20.40 kN Nb,Rd = 49.18 kN My,c,Rd = 0.42 kN*m Mz,c,Rd = 0.42 kN*m Vz,Ed = 0.53 kN MN,y,Rd = 0.42 kN*m MN,z,Rd = 0.42 kN*m Vz,T,Rd = 20.40 kN Tt,Ed = 0.00 kN*m Classe de la section = 1 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE DEVERSEMENT : ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE FLAMBEMENT : en y : en z : Ly = 0.50 m Lam_y = 0.63 Lz = 0.50 m Lam_z = 0.63 Lcr,y = 0.50 m Xy = 0.88 Lcr,z = 0.50 m Xz = 0.88 Lamy = 59.13 kyy = 1.00 Lamz = 59.13 kyz = 0.51 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FORMULES DE VERIFICATION : Contrôle de la résistance de la section : N,Ed/Nc,Rd = 0.00 < 1.00 (6.2.4.(1)) (My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.14 < 1.00 (6.2.9.1.(6)) Vy,Ed/Vy,T,Rd = 0.00 < 1.00 (6.2.6-7) Vz,Ed/Vz,T,Rd = 0.03 < 1.00 (6.2.6-7) Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6) Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6) Contrôle de la stabilité globale de la barre : Lambda,y = 59.13 < Lambda,max = 210.00 Lambda,z = 59.13 < Lambda,max = 210.00 STABLE N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.38 < 1.00 (6.3.3.(4)) N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.24 < 1.00 (6.3.3.(4)) ----------------------------------------------------------------------------------------------------------------------------- ----- ------ Profil correct !!! CALCUL DES STRUCTURES ACIER ----------------------------------------------------------------------------------------------------------------------------- ----- ------ NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures. TYPE D'ANALYSE : Vérification des pièces ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FAMILLE :
  31. 31. Date : 12/04/16 Page : 31 PIECE : 10 POINT : 1 COORDONNEE : x = 0.00 L = 0.00 m ----------------------------------------------------------------------------------------------------------------------------- ----- ------ CHARGEMENTS : Cas de charge décisif : 10 ELU /4/ 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ MATERIAU : ACIER E24 fy = 235.00 MPa ---------------------------------------------------------------------------------------------------------------------------------- ------ PARAMETRES DE LA SECTION : CAE 50x5 h=5.0 cm gM0=1.00 gM1=1.00 b=5.0 cm Ay=2.50 cm2 Az=2.50 cm2 Ax=4.80 cm2 tw=0.5 cm Iy=10.96 cm4 Iz=10.96 cm4 Ix=0.40 cm4 tf=0.5 cm Wply=5.68 cm3 Wplz=5.68 cm3 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ EFFORTS INTERNES ET RESISTANCES ULTIMES : N,Ed = -1.17 kN My,Ed = -0.01 kN*m Mz,Ed = -0.17 kN*m Vy,Ed = -0.51 kN Nt,Rd = 112.80 kN My,pl,Rd = 1.34 kN*m Mz,pl,Rd = 1.34 kN*m Vy,T,Rd = 33.37 kN My,c,Rd = 1.34 kN*m Mz,c,Rd = 1.34 kN*m Vz,Ed = 0.10 kN MN,y,Rd = 1.34 kN*m MN,z,Rd = 1.34 kN*m Vz,T,Rd = 33.37 kN Tt,Ed = 0.00 kN*m Classe de la section = 1 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE DEVERSEMENT : ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE FLAMBEMENT : en y : en z : ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FORMULES DE VERIFICATION : Contrôle de la résistance de la section : N,Ed/Nt,Rd = 0.01 < 1.00 (6.2.3.(1)) (My,Ed/MN,y,Rd)^ 1.00 + (Mz,Ed/MN,z,Rd)^1.00 = 0.13 < 1.00 (6.2.9.1.(6)) Vy,Ed/Vy,T,Rd = 0.02 < 1.00 (6.2.6-7) Vz,Ed/Vz,T,Rd = 0.00 < 1.00 (6.2.6-7) Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.03 < 1.00 (6.2.6) Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.03 < 1.00 (6.2.6) ---------------------------------------------------------------------------------------------------------------------------------- ------ Profil correct !!! CALCUL DES STRUCTURES ACIER ----------------------------------------------------------------------------------------------------------------------------- ----- ------ NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures. TYPE D'ANALYSE : Vérification des pièces ----------------------------------------------------------------------------------------------------------------------------- -----
  32. 32. Date : 12/04/16 Page : 32 ------ FAMILLE : PIECE : 11 POINT : 7 COORDONNEE : x = 1.00 L = 2.60 m ----------------------------------------------------------------------------------------------------------------------------- ----- ------ CHARGEMENTS : Cas de charge décisif : 10 ELU /7/ 1*1.35 + 7*1.05 + 8*1.50 ---------------------------------------------------------------------------------------------------------------------------------- ------ MATERIAU : ACIER E24 fy = 215.00 MPa ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE LA SECTION : ROND 75 h=7.5 cm gM0=1.00 gM1=1.00 Ay=28.13 cm2 Az=28.13 cm2 Ax=44.18 cm2 tw=3.8 cm Iy=155.32 cm4 Iz=155.32 cm4 Ix=310.63 cm4 Wply=70.31 cm3 Wplz=70.31 cm3 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ EFFORTS INTERNES ET RESISTANCES ULTIMES : N,Ed = 0.32 kN My,Ed = -0.16 kN*m Mz,Ed = -0.18 kN*m Vy,Ed = 0.26 kN Nc,Rd = 949.84 kN My,pl,Rd = 15.12 kN*m Mz,pl,Rd = 15.12 kN*m Vy,c,Rd = 349.12 kN Nb,Rd = 392.21 kN My,c,Rd = 15.12 kN*m Mz,c,Rd = 15.12 kN*m Vz,Ed = -0.35 kN MN,y,Rd = 15.12 kN*m MN,z,Rd = 15.12 kN*m Vz,c,Rd = 349.12 kN Classe de la section = 1 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE DEVERSEMENT : ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE FLAMBEMENT : en y : en z : Ly = 2.60 m Lam_y = 1.41 Lz = 2.60 m Lam_z = 1.41 Lcr,y = 2.60 m Xy = 0.41 Lcr,z = 2.60 m Xz = 0.41 Lamy = 138.47 kzy = 0.60 Lamz = 138.47 kzz = 1.00 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FORMULES DE VERIFICATION : Contrôle de la résistance de la section : N,Ed/Nc,Rd = 0.00 < 1.00 (6.2.4.(1)) (My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.00 < 1.00 (6.2.9.1.(6)) Vy,Ed/Vy,c,Rd = 0.00 < 1.00 (6.2.6.(1)) Vz,Ed/Vz,c,Rd = 0.00 < 1.00 (6.2.6.(1)) Contrôle de la stabilité globale de la barre : Lambda,y = 138.47 < Lambda,max = 210.00 Lambda,z = 138.47 < Lambda,max = 210.00 STABLE N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.02 < 1.00 (6.3.3.(4)) N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.02 < 1.00 (6.3.3.(4)) ----------------------------------------------------------------------------------------------------------------------------- ----- ------ Profil correct !!!
  33. 33. Date : 12/04/16 Page : 33 CALCUL DES STRUCTURES ACIER ----------------------------------------------------------------------------------------------------------------------------- ----- ------ NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures. TYPE D'ANALYSE : Vérification des pièces ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FAMILLE : PIECE : 12 POINT : 1 COORDONNEE : x = 0.00 L = 0.00 m ---------------------------------------------------------------------------------------------------------------------------------- ------ CHARGEMENTS : Cas de charge décisif : 10 ELU /27/ 1*1.35 + 7*1.50 + 9*0.90 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ MATERIAU : ACIER E24 fy = 235.00 MPa ---------------------------------------------------------------------------------------------------------------------------------- ------ PARAMETRES DE LA SECTION : TRON 26x3.2 h=2.7 cm gM0=1.00 gM1=1.00 Ay=1.52 cm2 Az=1.52 cm2 Ax=2.38 cm2 tw=0.3 cm Iy=1.70 cm4 Iz=1.70 cm4 Ix=3.41 cm4 Wply=1.81 cm3 Wplz=1.81 cm3 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ EFFORTS INTERNES ET RESISTANCES ULTIMES : N,Ed = 0.25 kN My,Ed = 0.15 kN*m Mz,Ed = -0.00 kN*m Vy,Ed = -0.00 kN Nc,Rd = 55.99 kN My,pl,Rd = 0.42 kN*m Mz,pl,Rd = 0.42 kN*m Vy,T,Rd = 20.43 kN Nb,Rd = 49.18 kN My,c,Rd = 0.42 kN*m Mz,c,Rd = 0.42 kN*m Vz,Ed = -0.51 kN MN,y,Rd = 0.42 kN*m MN,z,Rd = 0.42 kN*m Vz,T,Rd = 20.43 kN Tt,Ed = -0.00 kN*m Classe de la section = 1 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE DEVERSEMENT : ---------------------------------------------------------------------------------------------------------------------------------- ------ PARAMETRES DE FLAMBEMENT : en y : en z : Ly = 0.50 m Lam_y = 0.63 Lz = 0.50 m Lam_z = 0.63 Lcr,y = 0.50 m Xy = 0.88 Lcr,z = 0.50 m Xz = 0.88 Lamy = 59.13 kyy = 1.00 Lamz = 59.13 kyz = 0.60 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FORMULES DE VERIFICATION : Contrôle de la résistance de la section : N,Ed/Nc,Rd = 0.00 < 1.00 (6.2.4.(1)) (My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.13 < 1.00 (6.2.9.1.(6)) Vy,Ed/Vy,T,Rd = 0.00 < 1.00 (6.2.6-7) Vz,Ed/Vz,T,Rd = 0.02 < 1.00 (6.2.6-7) Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6) Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6) Contrôle de la stabilité globale de la barre :
  34. 34. Date : 12/04/16 Page : 34 Lambda,y = 59.13 < Lambda,max = 210.00 Lambda,z = 59.13 < Lambda,max = 210.00 STABLE N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.37 < 1.00 (6.3.3.(4)) N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.23 < 1.00 (6.3.3.(4)) ----------------------------------------------------------------------------------------------------------------------------- ----- ------ Profil correct !!! CALCUL DES STRUCTURES ACIER ----------------------------------------------------------------------------------------------------------------------------- ----- ------ NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures. TYPE D'ANALYSE : Vérification des pièces ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FAMILLE : PIECE : 13 POINT : 1 COORDONNEE : x = 0.00 L = 0.00 m ---------------------------------------------------------------------------------------------------------------------------------- ------ CHARGEMENTS : Cas de charge décisif : 10 ELU /12/ 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 + 8*0.90 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ MATERIAU : ACIER E24 fy = 235.00 MPa ---------------------------------------------------------------------------------------------------------------------------------- ------ PARAMETRES DE LA SECTION : CAE 50x5 h=5.0 cm gM0=1.00 gM1=1.00 b=5.0 cm Ay=2.50 cm2 Az=2.50 cm2 Ax=4.80 cm2 tw=0.5 cm Iy=10.96 cm4 Iz=10.96 cm4 Ix=0.40 cm4 tf=0.5 cm Wely=3.04 cm3 Welz=3.04 cm3 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ EFFORTS INTERNES ET RESISTANCES ULTIMES : N,Ed = -1.17 kN My,Ed = -0.01 kN*m Mz,Ed = 0.18 kN*m Vy,Ed = 0.57 kN Nt,Rd = 112.80 kN My,el,Rd = 0.72 kN*m Mz,el,Rd = 0.72 kN*m Vy,T,Rd = 33.40 kN My,c,Rd = 0.72 kN*m Mz,c,Rd = 0.72 kN*m Vz,Ed = 0.10 kN Vz,T,Rd = 33.40 kN Tt,Ed = -0.00 kN*m Classe de la section = 3 ---------------------------------------------------------------------------------------------------------------------------------- ------ PARAMETRES DE DEVERSEMENT : ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE FLAMBEMENT : en y : en z : ----------------------------------------------------------------------------------------------------------------------------- ----- ------
  35. 35. Date : 12/04/16 Page : 35 FORMULES DE VERIFICATION : Contrôle de la résistance de la section : N,Ed/Nc,Rd + My,Ed/My,c,Rd + Mz,Ed/Mz,c,Rd = 0.25 < 1.00 (6.2.9.3.(1)) Vy,Ed/Vy,T,Rd = 0.02 < 1.00 (6.2.6-7) Vz,Ed/Vz,T,Rd = 0.00 < 1.00 (6.2.6-7) Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.03 < 1.00 (6.2.6) Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.03 < 1.00 (6.2.6) ---------------------------------------------------------------------------------------------------------------------------------- ------ Profil correct !!! CALCUL DES STRUCTURES ACIER ----------------------------------------------------------------------------------------------------------------------------- ----- ------ NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures. TYPE D'ANALYSE : Vérification des pièces ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FAMILLE : PIECE : 14 POINT : 7 COORDONNEE : x = 1.00 L = 2.67 m ----------------------------------------------------------------------------------------------------------------------------- ----- ------ CHARGEMENTS : Cas de charge décisif : 10 ELU /161/ 1*1.35 + 2*1.50 + 5*1.50 + 7*1.50 + 9*0.90 ---------------------------------------------------------------------------------------------------------------------------------- ------ MATERIAU : ACIER E24 fy = 235.00 MPa ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE LA SECTION : CAE 50x5 h=5.0 cm gM0=1.00 gM1=1.00 b=5.0 cm Ay=2.50 cm2 Az=2.50 cm2 Ax=4.80 cm2 tw=0.5 cm Iy=10.96 cm4 Iz=10.96 cm4 Ix=0.40 cm4 tf=0.5 cm Wely=3.04 cm3 Welz=3.04 cm3 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ EFFORTS INTERNES ET RESISTANCES ULTIMES : N,Ed = -22.45 kN My,Ed = -0.50 kN*m Mz,Ed = 0.02 kN*m Vy,Ed = -0.05 kN Nt,Rd = 112.80 kN My,el,Rd = 0.72 kN*m Mz,el,Rd = 0.72 kN*m Vy,T,Rd = 33.75 kN My,c,Rd = 0.72 kN*m Mz,c,Rd = 0.72 kN*m Vz,Ed = -1.00 kN Vz,T,Rd = 33.75 kN Tt,Ed = -0.00 kN*m Classe de la section = 3 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE DEVERSEMENT : ---------------------------------------------------------------------------------------------------------------------------------- ------ PARAMETRES DE FLAMBEMENT : en y : en z : ----------------------------------------------------------------------------------------------------------------------------- -----
  36. 36. Date : 12/04/16 Page : 36 ------ FORMULES DE VERIFICATION : Contrôle de la résistance de la section : N,Ed/Nc,Rd + My,Ed/My,c,Rd + Mz,Ed/Mz,c,Rd = 0.88 < 1.00 (6.2.9.3.(1)) Vy,Ed/Vy,T,Rd = 0.00 < 1.00 (6.2.6-7) Vz,Ed/Vz,T,Rd = 0.03 < 1.00 (6.2.6-7) Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6) Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6) ----------------------------------------------------------------------------------------------------------------------------- ----- ------ Profil correct !!! CALCUL DES STRUCTURES ACIER ----------------------------------------------------------------------------------------------------------------------------- ----- ------ NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures. TYPE D'ANALYSE : Vérification des pièces ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FAMILLE : PIECE : 15 POINT : 7 COORDONNEE : x = 1.00 L = 2.67 m ---------------------------------------------------------------------------------------------------------------------------------- ------ CHARGEMENTS : Cas de charge décisif : 10 ELU /12/ 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 + 8*0.90 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ MATERIAU : ACIER E24 fy = 235.00 MPa ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE LA SECTION : CAE 50x5 h=5.0 cm gM0=1.00 gM1=1.00 b=5.0 cm Ay=2.50 cm2 Az=2.50 cm2 Ax=4.80 cm2 tw=0.5 cm Iy=10.96 cm4 Iz=10.96 cm4 Ix=0.40 cm4 tf=0.5 cm Wely=3.04 cm3 Welz=3.04 cm3 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ EFFORTS INTERNES ET RESISTANCES ULTIMES : N,Ed = -0.89 kN My,Ed = -0.22 kN*m Mz,Ed = -0.04 kN*m Vy,Ed = 0.04 kN Nt,Rd = 112.80 kN My,el,Rd = 0.72 kN*m Mz,el,Rd = 0.72 kN*m Vy,T,Rd = 33.77 kN My,c,Rd = 0.72 kN*m Mz,c,Rd = 0.72 kN*m Vz,Ed = -0.76 kN Vz,T,Rd = 33.77 kN Tt,Ed = -0.00 kN*m Classe de la section = 3 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE DEVERSEMENT : ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE FLAMBEMENT : en y : en z :
  37. 37. Date : 12/04/16 Page : 37 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FORMULES DE VERIFICATION : Contrôle de la résistance de la section : N,Ed/Nc,Rd + My,Ed/My,c,Rd + Mz,Ed/Mz,c,Rd = 0.34 < 1.00 (6.2.9.3.(1)) Vy,Ed/Vy,T,Rd = 0.00 < 1.00 (6.2.6-7) Vz,Ed/Vz,T,Rd = 0.02 < 1.00 (6.2.6-7) Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6) Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6) ---------------------------------------------------------------------------------------------------------------------------------- ------ Profil correct !!! CALCUL DES STRUCTURES ACIER ----------------------------------------------------------------------------------------------------------------------------- ----- ------ NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures. TYPE D'ANALYSE : Vérification des pièces ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FAMILLE : PIECE : 16 POINT : 7 COORDONNEE : x = 1.00 L = 2.67 m ---------------------------------------------------------------------------------------------------------------------------------- ------ CHARGEMENTS : Cas de charge décisif : 10 ELU /12/ 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 + 8*0.90 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ MATERIAU : ACIER E24 fy = 235.00 MPa ---------------------------------------------------------------------------------------------------------------------------------- ------ PARAMETRES DE LA SECTION : TRON 26x3.2 h=2.7 cm gM0=1.00 gM1=1.00 Ay=1.52 cm2 Az=1.52 cm2 Ax=2.38 cm2 tw=0.3 cm Iy=1.70 cm4 Iz=1.70 cm4 Ix=3.41 cm4 Wply=1.81 cm3 Wplz=1.81 cm3 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ EFFORTS INTERNES ET RESISTANCES ULTIMES : N,Ed = 0.50 kN My,Ed = -0.10 kN*m Mz,Ed = -0.01 kN*m Vy,Ed = 0.01 kN Nc,Rd = 55.99 kN My,pl,Rd = 0.42 kN*m Mz,pl,Rd = 0.42 kN*m Vy,T,Rd = 20.41 kN Nb,Rd = 4.65 kN My,c,Rd = 0.42 kN*m Mz,c,Rd = 0.42 kN*m Vz,Ed = -0.23 kN MN,y,Rd = 0.42 kN*m MN,z,Rd = 0.42 kN*m Vz,T,Rd = 20.41 kN Tt,Ed = -0.00 kN*m Classe de la section = 1 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE DEVERSEMENT : ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE FLAMBEMENT :
  38. 38. Date : 12/04/16 Page : 38 en y : en z : Ly = 2.67 m Lam_y = 3.36 Lz = 2.67 m Lam_z = 3.36 Lcr,y = 2.67 m Xy = 0.08 Lcr,z = 2.67 m Xz = 0.08 Lamy = 315.78 kyy = 0.98 Lamz = 315.78 kyz = 0.62 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FORMULES DE VERIFICATION : Contrôle de la résistance de la section : N,Ed/Nc,Rd = 0.01 < 1.00 (6.2.4.(1)) (My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.06 < 1.00 (6.2.9.1.(6)) Vy,Ed/Vy,T,Rd = 0.00 < 1.00 (6.2.6-7) Vz,Ed/Vz,T,Rd = 0.01 < 1.00 (6.2.6-7) Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6) Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6) Contrôle de la stabilité globale de la barre : Lambda,y = 315.78 > Lambda,max = 210.00 Lambda,z = 315.78 > Lambda,max = 210.00 INSTABLE N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.35 < 1.00 (6.3.3.(4)) N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.27 < 1.00 (6.3.3.(4)) ----------------------------------------------------------------------------------------------------------------------------- ----- ------ Profil instable !!! CALCUL DES STRUCTURES ACIER ----------------------------------------------------------------------------------------------------------------------------- ----- ------ NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures. TYPE D'ANALYSE : Vérification des pièces ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FAMILLE : PIECE : 17 POINT : 1 COORDONNEE : x = 0.00 L = 0.00 m ----------------------------------------------------------------------------------------------------------------------------- ----- ------ CHARGEMENTS : Cas de charge décisif : 10 ELU /12/ 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 + 8*0.90 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ MATERIAU : ACIER E24 fy = 235.00 MPa ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE LA SECTION : TRON 26x3.2 h=2.7 cm gM0=1.00 gM1=1.00 Ay=1.52 cm2 Az=1.52 cm2 Ax=2.38 cm2 tw=0.3 cm Iy=1.70 cm4 Iz=1.70 cm4 Ix=3.41 cm4 Wply=1.81 cm3 Wplz=1.81 cm3 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ EFFORTS INTERNES ET RESISTANCES ULTIMES : N,Ed = 1.58 kN My,Ed = 0.00 kN*m Mz,Ed = 0.07 kN*m Vy,Ed = 0.14 kN Nc,Rd = 55.99 kN My,pl,Rd = 0.42 kN*m Mz,pl,Rd = 0.42 kN*m Vy,T,Rd = 19.79 kN Nb,Rd = 41.44 kN My,c,Rd = 0.42 kN*m Mz,c,Rd = 0.42 kN*m Vz,Ed = 0.00 kN
  39. 39. Date : 12/04/16 Page : 39 MN,y,Rd = 0.42 kN*m MN,z,Rd = 0.42 kN*m Vz,T,Rd = 19.79 kN Tt,Ed = 0.01 kN*m Classe de la section = 1 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE DEVERSEMENT : ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE FLAMBEMENT : en y : en z : Ly = 0.71 m Lam_y = 0.89 Lz = 0.71 m Lam_z = 0.89 Lcr,y = 0.71 m Xy = 0.74 Lcr,z = 0.71 m Xz = 0.74 Lamy = 83.63 kzy = 0.60 Lamz = 83.63 kzz = 1.00 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FORMULES DE VERIFICATION : Contrôle de la résistance de la section : N,Ed/Nc,Rd = 0.03 < 1.00 (6.2.4.(1)) (My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.03 < 1.00 (6.2.9.1.(6)) Vy,Ed/Vy,T,Rd = 0.01 < 1.00 (6.2.6-7) Vz,Ed/Vz,T,Rd = 0.00 < 1.00 (6.2.6-7) Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.04 < 1.00 (6.2.6) Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.04 < 1.00 (6.2.6) Contrôle de la stabilité globale de la barre : Lambda,y = 83.63 < Lambda,max = 210.00 Lambda,z = 83.63 < Lambda,max = 210.00 STABLE N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.15 < 1.00 (6.3.3.(4)) N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.21 < 1.00 (6.3.3.(4)) ----------------------------------------------------------------------------------------------------------------------------- ----- ------ Profil correct !!! CALCUL DES STRUCTURES ACIER ----------------------------------------------------------------------------------------------------------------------------- ----- ------ NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures. TYPE D'ANALYSE : Vérification des pièces ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FAMILLE : PIECE : 18 POINT : 1 COORDONNEE : x = 0.00 L = 0.00 m ---------------------------------------------------------------------------------------------------------------------------------- ------ CHARGEMENTS : Cas de charge décisif : 10 ELU /12/ 1*1.35 + 2*1.50 + 3*1.50 + 4*1.50 + 5*1.50 + 6*1.50 + 7*1.50 + 8*0.90 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ MATERIAU : ACIER E24 fy = 235.00 MPa ---------------------------------------------------------------------------------------------------------------------------------- ------
  40. 40. Date : 12/04/16 Page : 40 PARAMETRES DE LA SECTION : TRON 26x3.2 h=2.7 cm gM0=1.00 gM1=1.00 Ay=1.52 cm2 Az=1.52 cm2 Ax=2.38 cm2 tw=0.3 cm Iy=1.70 cm4 Iz=1.70 cm4 Ix=3.41 cm4 Wply=1.81 cm3 Wplz=1.81 cm3 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ EFFORTS INTERNES ET RESISTANCES ULTIMES : N,Ed = 1.55 kN My,Ed = 0.00 kN*m Mz,Ed = -0.07 kN*m Vy,Ed = -0.14 kN Nc,Rd = 55.99 kN My,pl,Rd = 0.42 kN*m Mz,pl,Rd = 0.42 kN*m Vy,T,Rd = 19.94 kN Nb,Rd = 41.44 kN My,c,Rd = 0.42 kN*m Mz,c,Rd = 0.42 kN*m Vz,Ed = 0.00 kN MN,y,Rd = 0.42 kN*m MN,z,Rd = 0.42 kN*m Vz,T,Rd = 19.94 kN Tt,Ed = -0.01 kN*m Classe de la section = 1 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE DEVERSEMENT : ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE FLAMBEMENT : en y : en z : Ly = 0.71 m Lam_y = 0.89 Lz = 0.71 m Lam_z = 0.89 Lcr,y = 0.71 m Xy = 0.74 Lcr,z = 0.71 m Xz = 0.74 Lamy = 83.63 kzy = 0.60 Lamz = 83.63 kzz = 1.00 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FORMULES DE VERIFICATION : Contrôle de la résistance de la section : N,Ed/Nc,Rd = 0.03 < 1.00 (6.2.4.(1)) (My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.02 < 1.00 (6.2.9.1.(6)) Vy,Ed/Vy,T,Rd = 0.01 < 1.00 (6.2.6-7) Vz,Ed/Vz,T,Rd = 0.00 < 1.00 (6.2.6-7) Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.03 < 1.00 (6.2.6) Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.03 < 1.00 (6.2.6) Contrôle de la stabilité globale de la barre : Lambda,y = 83.63 < Lambda,max = 210.00 Lambda,z = 83.63 < Lambda,max = 210.00 STABLE N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.13 < 1.00 (6.3.3.(4)) N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.19 < 1.00 (6.3.3.(4)) ----------------------------------------------------------------------------------------------------------------------------- ----- ------ Profil correct !!! CALCUL DES STRUCTURES ACIER ----------------------------------------------------------------------------------------------------------------------------- ----- ------ NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures. TYPE D'ANALYSE : Vérification des pièces ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FAMILLE : PIECE : 19 POINT : 7 COORDONNEE : x = 1.00 L = 0.50 m
  41. 41. Date : 12/04/16 Page : 41 ---------------------------------------------------------------------------------------------------------------------------------- ------ 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 26x3.2 h=2.7 cm gM0=1.00 gM1=1.00 Ay=1.52 cm2 Az=1.52 cm2 Ax=2.38 cm2 tw=0.3 cm Iy=1.70 cm4 Iz=1.70 cm4 Ix=3.41 cm4 Wply=1.81 cm3 Wplz=1.81 cm3 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ EFFORTS INTERNES ET RESISTANCES ULTIMES : N,Ed = -0.19 kN My,Ed = -0.11 kN*m Mz,Ed = 0.01 kN*m Vy,Ed = -0.01 kN Nt,Rd = 55.99 kN My,pl,Rd = 0.42 kN*m Mz,pl,Rd = 0.42 kN*m Vy,T,Rd = 20.45 kN My,c,Rd = 0.42 kN*m Mz,c,Rd = 0.42 kN*m Vz,Ed = -0.39 kN MN,y,Rd = 0.42 kN*m MN,z,Rd = 0.42 kN*m Vz,T,Rd = 20.45 kN Tt,Ed = -0.00 kN*m Classe de la section = 1 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE DEVERSEMENT : ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE FLAMBEMENT : en y : en z : ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FORMULES DE VERIFICATION : Contrôle de la résistance de la section : N,Ed/Nt,Rd = 0.00 < 1.00 (6.2.3.(1)) (My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.07 < 1.00 (6.2.9.1.(6)) Vy,Ed/Vy,T,Rd = 0.00 < 1.00 (6.2.6-7) Vz,Ed/Vz,T,Rd = 0.02 < 1.00 (6.2.6-7) Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6) Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6) ---------------------------------------------------------------------------------------------------------------------------------- ------ Profil correct !!! CALCUL DES STRUCTURES ACIER ----------------------------------------------------------------------------------------------------------------------------- ----- ------ NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures. TYPE D'ANALYSE : Vérification des pièces ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FAMILLE :
  42. 42. Date : 12/04/16 Page : 42 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 26x3.2 h=2.7 cm gM0=1.00 gM1=1.00 Ay=1.52 cm2 Az=1.52 cm2 Ax=2.38 cm2 tw=0.3 cm Iy=1.70 cm4 Iz=1.70 cm4 Ix=3.41 cm4 Wply=1.81 cm3 Wplz=1.81 cm3 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ EFFORTS INTERNES ET RESISTANCES ULTIMES : N,Ed = -0.19 kN My,Ed = 0.11 kN*m Mz,Ed = 0.01 kN*m Vy,Ed = -0.01 kN Nt,Rd = 55.99 kN My,pl,Rd = 0.42 kN*m Mz,pl,Rd = 0.42 kN*m Vy,T,Rd = 20.46 kN My,c,Rd = 0.42 kN*m Mz,c,Rd = 0.42 kN*m Vz,Ed = 0.41 kN MN,y,Rd = 0.42 kN*m MN,z,Rd = 0.42 kN*m Vz,T,Rd = 20.46 kN Tt,Ed = 0.00 kN*m Classe de la section = 1 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ PARAMETRES DE DEVERSEMENT : ---------------------------------------------------------------------------------------------------------------------------------- ------ PARAMETRES DE FLAMBEMENT : en y : en z : ----------------------------------------------------------------------------------------------------------------------------- ----- ------ FORMULES DE VERIFICATION : Contrôle de la résistance de la section : N,Ed/Nt,Rd = 0.00 < 1.00 (6.2.3.(1)) (My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^2.00 = 0.07 < 1.00 (6.2.9.1.(6)) Vy,Ed/Vy,T,Rd = 0.00 < 1.00 (6.2.6-7) Vz,Ed/Vz,T,Rd = 0.02 < 1.00 (6.2.6-7) Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6) Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6) ----------------------------------------------------------------------------------------------------------------------------- ----- ------ Profil correct !!! CALCUL DES STRUCTURES ACIER ----------------------------------------------------------------------------------------------------------------------------- ----- ------ NORME : NF EN 1993-1:2005/NA:2007/AC:2009, Eurocode 3: Design of steel structures. TYPE D'ANALYSE : Vérification des pièces ----------------------------------------------------------------------------------------------------------------------------- -----
  43. 43. Date : 12/04/16 Page : 43 ------ 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 50x5 h=5.0 cm gM0=1.00 gM1=1.00 b=5.0 cm Ay=2.50 cm2 Az=2.50 cm2 Ax=4.80 cm2 tw=0.5 cm Iy=10.96 cm4 Iz=10.96 cm4 Ix=0.40 cm4 tf=0.5 cm Wely=3.04 cm3 Welz=3.04 cm3 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ EFFORTS INTERNES ET RESISTANCES ULTIMES : N,Ed = 0.00 kN My,Ed = 0.04 kN*m Mz,Ed = -0.00 kN*m Vy,Ed = 0.02 kN Nc,Rd = 112.80 kN My,el,Rd = 0.72 kN*m Mz,el,Rd = 0.72 kN*m Vy,T,Rd = 33.81 kN Nb,Rd = 106.55 kN My,c,Rd = 0.72 kN*m Mz,c,Rd = 0.72 kN*m Vz,Ed = -0.02 kN Vz,T,Rd = 33.81 kN Tt,Ed = -0.00 kN*m Classe de la section = 3 ----------------------------------------------------------------------------------------------------------------------------- ----- ------ 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)) Vy,Ed/Vy,T,Rd = 0.00 < 1.00 (6.2.6-7) Vz,Ed/Vz,T,Rd = 0.00 < 1.00 (6.2.6-7) Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6) Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6) Contrôle de la stabilité globale de la barre : Lambda,y = 33.09 < Lambda,max = 210.00 Lambda,z = 33.09 < Lambda,max = 210.00 STABLE N,Ed/(Xmin*N,Rk/gM1) + kyy*My,Ed/(XLT*My,Rk/gM1) + kyz*Mz,Ed/(Mz,Rk/gM1) = 0.05 < 1.00 (6.3.3.(4)) N,Ed/(Xmin*N,Rk/gM1) + kzy*My,Ed/(XLT*My,Rk/gM1) + kzz*Mz,Ed/(Mz,Rk/gM1) = 0.05 < 1.00 (6.3.3.(4)) ----------------------------------------------------------------------------------------------------------------------------- ----- ------ Profil correct !!!

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