Design Rack for Pipes With Robot Structural 2012

Autodesk Robot Structural Analysis Professional 2012 Auteur : A. FERCHICHI Fichier : rack for pipes.rtd Adresse : HALWANY COMPANY Projet : Rack for pipes CTF

Page : 1

SOMMAIRE

1. Préambule 2. Codes et standards 3. Matériaux et coefficients de sécurité 4. Charges considérées 5. Principaux critères de dimensionnements CRITERES DE RESISTANCE DES PROFILES FLECHES ET DEPLACEMENTS ADMISSIBLES ELANCEMENTS DES BARRES 6. Combinaisons des calculs 7. Modélisation 8. Données – Nœuds 9. Données – Barres 10. Données – Nuance Matériaux 11. Familles 12. Charges 13. Attributs 14- Vérification des familles à l’élu


Page : 2

1. Préambule Le but de cette spécification est d’étudier la résistance d’un Rack pour Pipes dans le cadre du projet pour la société pétrolière « CTF ».

2. Codes et standards D’une manière générale, les normes, codes et standards français dans leurs révisions sont applicables et, en particuliers:

o CM66 Additif 1980 : Projet de structures en acier.

3. Matériaux et coefficients de sécurité Nuance d’acier : S235JR Limite élastique : fy = 235 N/mm² Résistance à la rupture : fu = 360 N/mm² Visserie : classe 8-8 Limite élastique (boulon) : fyb = 640 N/mm² Résistance à la rupture (boulon) : fub = 800 N/mm²

4. Charges considérées Charges permanentes: Poids de la structure (Inclut les poids des tôles noirs ép. 6mm) Charges d’exploitations: Surcharge des Tubes : 3080 daN/m²

5. Principaux critères de dimensionnements 5.1 CRITERES DE RESISTANCE DES PROFILES Les sections retenues seront vérifiées vis à vis des conditions de résistance (compression, traction, cisaillement, stabilité de forme, etc.) conformément aux règles CM66.

5.2 FLECHES ET DEPLACEMENTS ADMISSIBLES Les flèches verticales admissibles seront comme suit : Plancher : L/200 Plancher supportant des équipements : L/400 Console : L/400 Poteau de portiques : H/200

5.3 ELANCEMENT DES BARRES


Page : 3

Les élancements des pièces comprimées seront limitées à : Poteaux et ossatures : 200 Les élancements des pièces tendues seront limitées à : 280

6. Combinaisons de calculs Les combinaisons de charges citées ci-dessous seront considérées dans le dimensionnement et justification de la structure et ce conformément au CM66.


Page : 4

RESULTATS DE CALCULS


Page : 5

7. Modélisation : VUE EN 3D

VUE DE GAUCHE

8. Données-Nœuds :

Node X (m) Y (m) Z (m) Support code Support

3 0.59 0.08 1.22

4 0.81 0.08 1.22

5 0.59 2.48 1.22

6 0.81 2.48 1.22

7 5.19 0.08 1.22

8 5.41 0.08 1.22

9 5.19 2.48 1.22


Page : 6

10 5.41 2.48 1.22

11 1.40 0.08 0.0

12 0.0 0.08 0.0

13 0.70 0.08 0.66

14 0.70 0.52 0.0

15 0.0 2.48 0.0

16 1.40 2.48 0.0

17 0.70 2.48 0.66

18 0.70 2.04 0.0

19 5.30 2.48 0.66

20 5.30 2.04 0.0

21 4.60 2.48 0.0

22 6.00 2.48 0.0

23 6.00 0.08 0.0

24 4.60 0.08 0.0

25 5.30 0.08 0.66

26 5.30 0.52 0.0

29 5.30 0.08 1.22

30 5.30 0.08 0.0

31 5.30 2.48 1.22

32 5.30 2.48 0.0

33 0.70 0.08 1.22

34 0.70 0.08 0.0

35 0.70 2.48 1.22

36 0.70 2.48 0.0

37 0.70 1.28 0.0

38 5.30 1.28 0.0

39 0.70 0.0 0.0

40 0.70 2.56 0.0

41 5.30 0.0 0.0

42 5.30 2.56 0.0

43 2.00 2.48 0.0

44 2.00 1.28 0.0

45 2.00 0.08 0.0

46 4.00 2.48 0.0

47 4.00 1.28 0.0

48 4.00 0.08 0.0

49 0.70 0.08 1.33 xxxfff Rotule

50 0.70 2.48 1.33 xxxfff Rotule

51 5.30 2.48 1.33 xxxfff Rotule

52 5.30 0.08 1.33 xxxfff Rotule


Page : 7

9. Données-Barres :

Bar Node

1 Node

2 Section Material

Length (m)

Gamma (Deg)

Type Structure

object

3 3 4 UPN 100 ACIER

E24 0.22 -90.0 Simple bar Bar

4 5 6 UPN 100 ACIER


5 7 8 UPN 100 ACIER


6 9 10 UPN 100 ACIER



E24 1.36 -90.0

Diagonale_CM66

Bar


E24 1.36 -90.0

Diagonale_CM66

Bar

9 13 14 UPN 100 ACIER

E24 0.79 -90.0

Diagonale_CM66

Bar

10 5 15 UPN 100 ACIER

E24 1.36 -90.0

Diagonale_CM66

Bar

11 6 16 UPN 100 ACIER

E24 1.36 -90.0

Diagonale_CM66

Bar

12 17 18 UPN 100 ACIER

E24 0.79 -90.0

Diagonale_CM66

Bar

13 19 20 UPN 100 ACIER

E24 0.79 -90.0

Diagonale_CM66

Bar

14 9 21 UPN 100 ACIER

E24 1.36 -90.0

Diagonale_CM66

Bar

15 10 22 UPN 100 ACIER

E24 1.36 -90.0

Diagonale_CM66

Bar

16 8 23 UPN 100 ACIER

E24 1.36 -90.0

Diagonale_CM66

Bar

17 7 24 UPN 100 ACIER

E24 1.36 -90.0

Diagonale_CM66

Bar

18 25 26 UPN 100 ACIER

E24 0.79 -90.0

Diagonale_CM66

Bar

20 29 30 UPN 100 0° ACIER

E24 1.22 0.0

Montant_CM66

Bar

21 31 32 UPN 100 0° ACIER

E24 1.22 0.0

Montant_CM66

Bar

22 33 34 UPN 100 0° ACIER

E24 1.22 0.0

Montant_CM66

Bar

23 35 36 UPN 100 0° ACIER

E24 1.22 0.0

Montant_CM66

Bar

24 12 23 HEB 220 ACIER

E24 6.00 0.0 Beam Bar

25 15 22 HEB 220 ACIER

E24 6.00 0.0 Beam Bar

26 32 30 HEB 220 ACIER

E24 2.40 0.0 Beam Bar

27 37 38 HEB 220 ACIER

E24 4.60 0.0 Beam Bar

28 36 34 HEB 220 ACIER

E24 2.40 0.0 Beam Bar

33 43 44 RECF

300x100x6 ACIER

E24 1.20 90.0 Beam Bar

34 44 45 RECF ACIER 1.20 90.0 Beam Bar


Page : 8

300x100x6 E24

35 46 47 RECF

300x100x6 ACIER

E24 1.20 90.0 Beam Bar

36 47 48 RECF

300x100x6 ACIER

E24 1.20 90.0 Beam Bar

37 32 42 ROND 4" SCH80

ACIER E24

0.08 0.0 Beam Bar

38 30 41 ROND 4" SCH80

ACIER E24

0.08 0.0 Beam Bar

39 34 39 ROND 4" SCH80

ACIER E24

0.08 0.0 Beam Bar

40 36 40 ROND 4" SCH80

ACIER E24

0.08 0.0 Beam Bar

42 35 50 PL 220x10 ACIER

E24 0.11 90.0 Beam Bar

43 33 49 PL 220x10 ACIER

E24 0.11 90.0 Beam Bar

44 29 52 PL 220x10 ACIER

E24 0.11 90.0 Beam Bar

45 31 51 PL 220x10 ACIER

E24 0.11 90.0 Beam Bar

10. Données-Nuance matériaux :

Material E (daN/m2) G (daN/m2) NI LX (1/°C) RO

(daN/m3) Re

(daN/m2)

1 ACIER E24 21000000000.00 8080000000.00 0.30 0.00 7701.00 23500000.00

11. Familles :

Famille

Nom

Composants

1 HEB220 24A28

2 TOLE EP6 33A36

3 UPN100 3A18 20A23

4 ROND 4" SCH80 37A40

5 TOLE EP10 15A20 22A26


Page : 9

12. Charges :

Case Load type List Load values

1 self-weight 3A18 20A28 33A40

42A46 48A51 PZ Negative Factor=1.00

1 nodal force FX=0.0(daN) FZ=0.0(daN) CX=0.0(daNm)

CY=0.0(daNm)





2 (FE) uniform PZ=-48.00(daN/m2) projected

2 (FE) uniform 46 48A50 PZ=-48.00(daN/m2) projected

3 (FE) uniform PZ=-3080.00(daN/m2) projected

3 (FE) uniform 51 PZ=-3080.00(daN/m2) projected

13. Attributs : Combinaisons Cases: 4 7 [ CM66 Avril 2000 ]

Combinations/

Comp.

Definition

EFF/ 1 1*1.33 + 2*1.33 + 3*1.50

EFF/ 2 1*1.33 + 2*1.33

EFF/ 3 1*1.00 + 2*1.00 + 3*1.50

EFF/ 4 1*1.00 + 2*1.00

DEP/ 1 1*1.00 + 2*1.00 + 3*1.00

DEP/ 2 1*1.00 + 2*1.00

Réactions : Extrêmes globaux in the coordinate system: global - Cases: 1A3 5 6 8 9

FX (daN)

FY (daN)

FZ (daN)

MX (daNm)

MY (daNm)

MZ (daNm)

MAX 516.37 19.99 1888.91 0.00 0.00 0.00

Node 51 50 49 52 50 51

Case EFF/1 EFF/1 EFF/1 EFF/1 EFF/1 EFF/1

MIN -516.37 -19.99 0.0 -0.00 -0.00 -0.00

Node 49 52 49 50 52 49

Case EFF/1 EFF/1 2 EFF/1 EFF/1 EFF/1


Page : 10

Déplacements : Extrêmes globaux Cases: 1A3 5 6 8 9

UX (mm)

UY (mm)

UZ (mm)

RX (Rad)

RY (Rad)

RZ (Rad)

MAX 0.0 0.2 0.0 0.001 0.001 0.000

Node 25 25 8 46 4 10


MIN -0.0 -0.2 -0.7 -0.001 -0.001 -0.000

Node 17 17 44 48 9 5


Efforts : Extrêmes globaux Cases: 1A3 5 6 8 9

FX (daN)

FY (daN)

FZ (daN)

MX (daNm)

MY (daNm)

MZ (daNm)

MAX 71.04 915.15 559.59 21.58 27.63 56.80

Bar 15 6 26 36 22 45

Node 22 9 32 47 33 31


MIN -1888.91 -915.15 -559.59 -21.58 -27.63 -167.68

Bar 43 3 26 34 21 36

Node 49 4 30 44 31 47


Contraintes : Extrêmes globaux Cases: 1A3 5 6 8 9

S max

(daN/m2)

S min

(daN/m2)

S max(My) (daN/m2)

S max(Mz) (daN/m2)

S min(My) (daN/m2)

S min(Mz) (daN/m2)

Fx/Ax

(daN/m2)

MAX 1019577.74 0.0 670571.25 1465431.93 0.0 0.0 52620.81

Bar 35 3 21 14 3 3 15

Node 47 3 31 21 3 3 22

Case EFF/1 2 EFF/1 EFF/1 2 2 EFF/1

MIN -858593.93 -

2298382.94 0.0 0.0 -670571.25

-1517731.86

-858593.93

Bar 43 14 3 3 21 14 43

Node 49 9 3 3 31 9 49

Case EFF/1 EFF/1 2 2 EFF/1 EFF/1 EFF/1


Page : 11

14. VERIFICATION DES FAMILLES A L’ELU

STEEL DESIGN ---------------------------------------------------------------------------------------------------------------------------------------- CODE: CM66 ANALYSIS TYPE: Code Group Verification ---------------------------------------------------------------------------------------------------------------------------------------- CODE GROUP: 1 HEB220 MEMBER: 27 Beam_27 POINT: 2 COORDINATE: x = 0.50 L = 2.30 m ---------------------------------------------------------------------------------------------------------------------------------------- LOADS: Governing Load Case: 4 EFF /1/ 1*1.33 + 2*1.33 + 3*1.50 ---------------------------------------------------------------------------------------------------------------------------------------- MATERIAL: ACIER E24 fy = 23500000.00 daN/m2 ----------------------------------------------------------------------------------------------------------------------------------------

SECTION PARAMETERS: HEB 220 ht=220.0 mm bf=220.0 mm Ay=70.40 cm2 Az=20.90 cm2 Ax=91.04 cm2 tw=9.5 mm Iy=8090.97 cm4 Iz=2843.27 cm4 Ix=76.84 cm4 tf=16.0 mm Wely=735.54 cm3 Welz=258.48 cm3 ---------------------------------------------------------------------------------------------------------------------------------------- STRESSES: SigN = -40.93/91.04 = -4495.57 daN/m2 SigFY = -535.28/735.54 = -727732.51 daN/m2 ----------------------------------------------------------------------------------------------------------------------------------------

LATERAL BUCKLING PARAMETERS: z=1.00 B=1.00 D=1.69 Sig D=21969733.14 daN/m2 lD_sup=4.60 m C=1.00 kD=1.00

---------------------------------------------------------------------------------------------------------------------------------------- BUCKLING PARAMETERS:

About Y axis: About Z axis: ---------------------------------------------------------------------------------------------------------------------------------------- VERIFICATION FORMULAS: SigN + kD*SigFY = -4495.57 + 1.00*-727732.51 = | -732228.08 | < 23500000.00 daN/m2 (3.731) ----------------------------------------------------------------------------------------------------------------------------------------

Section OK !!!


Page : 12

STEEL DESIGN ---------------------------------------------------------------------------------------------------------------------------------------- CODE: CM66 ANALYSIS TYPE: Code Group Verification ---------------------------------------------------------------------------------------------------------------------------------------- CODE GROUP: 2 UPN100 MEMBER: 3 Simple bar_3 POINT: 1 COORDINATE: x = 0.50 L = 0.11 m ---------------------------------------------------------------------------------------------------------------------------------------- LOADS: Governing Load Case: 4 EFF /1/ 1*1.33 + 2*1.33 + 3*1.50 ---------------------------------------------------------------------------------------------------------------------------------------- MATERIAL: ACIER E24 fy = 23500000.00 daN/m2 ----------------------------------------------------------------------------------------------------------------------------------------

SECTION PARAMETERS: UPN 100 ht=100.0 mm bf=50.0 mm Ay=8.50 cm2 Az=6.00 cm2 Ax=13.50 cm2 tw=6.0 mm Iy=206.00 cm4 Iz=29.30 cm4 Ix=2.81 cm4 tf=8.5 mm Wely=41.20 cm3 Welz=8.49 cm3 ---------------------------------------------------------------------------------------------------------------------------------------- STRESSES: SigN = -449.71/13.50 = -333119.66 daN/m2 SigFY = 0.04/41.20 = 1064.36 daN/m2 SigFZ = 88.03/8.49 = 10365087.30 daN/m2 ----------------------------------------------------------------------------------------------------------------------------------------

LATERAL BUCKLING PARAMETERS: ---------------------------------------------------------------------------------------------------------------------------------------- BUCKLING PARAMETERS:

About Y axis: About Z axis: ---------------------------------------------------------------------------------------------------------------------------------------- VERIFICATION FORMULAS: SigN + SigFY + SigFZ = -333119.66 + 1064.36 + 10365087.30 = 10033031.99 < 23500000.00 daN/m2 (3.731) 1.54*TauY = |1.54*-1082026.11| = |-1666320.20| < 23500000.00 daN/m2 (1.313) 1.54*TauZ = |1.54*-6628.07| = |-10207.23| < 23500000.00 daN/m2 (1.313) ----------------------------------------------------------------------------------------------------------------------------------------

Section OK !!!


Page : 13

STEEL DESIGN ---------------------------------------------------------------------------------------------------------------------------------------- CODE: CM66 ANALYSIS TYPE: Code Group Verification ---------------------------------------------------------------------------------------------------------------------------------------- CODE GROUP: 3 TOLE EP6 MEMBER: 35 Beam_35 POINT: 3 COORDINATE: x = 1.00 L = 1.20 m ---------------------------------------------------------------------------------------------------------------------------------------- LOADS: Governing Load Case: 4 EFF /1/ 1*1.33 + 2*1.33 + 3*1.50 ---------------------------------------------------------------------------------------------------------------------------------------- MATERIAL: ACIER E24 fy = 23500000.00 daN/m2 ----------------------------------------------------------------------------------------------------------------------------------------

SECTION PARAMETERS: RECF 300x100x6 ht=300.0 mm bf=100.0 mm Ay=11.40 cm2 Az=34.20 cm2 Ax=45.60 cm2 tw=6.0 mm Iy=4772.00 cm4 Iz=841.00 cm4 Ix=2403.00 cm4 tf=6.0 mm Wely=318.13 cm3 Welz=168.20 cm3 ---------------------------------------------------------------------------------------------------------------------------------------- STRESSES: SigN = -6.63/45.60 = -1454.39 daN/m2 SigFY = -7.68/318.13 = -24148.87 daN/m2 SigFZ = -167.68/168.20 = -996883.26 daN/m2 ----------------------------------------------------------------------------------------------------------------------------------------


About Y axis: About Z axis: ---------------------------------------------------------------------------------------------------------------------------------------- VERIFICATION FORMULAS: SigN + kD*SigFY + SigFZ = -1454.39 + 1.00*-24148.87 + -996883.26 = | -1022486.52 | < 23500000.00 daN/m2 (3.731) 1.54*TauY = 1.54*52550.48 = 80927.75 < 23500000.00 daN/m2 (1.313) 1.54*TauZ = |1.54*-3194.68| = |-4919.80| < 23500000.00 daN/m2 (1.313) ----------------------------------------------------------------------------------------------------------------------------------------

Section OK !!!


Page : 14

STEEL DESIGN ---------------------------------------------------------------------------------------------------------------------------------------- CODE: CM66 ANALYSIS TYPE: Code Group Verification ---------------------------------------------------------------------------------------------------------------------------------------- CODE GROUP: 4 ROND 4" SCH80 MEMBER: 39 Beam_39 POINT: 1 COORDINATE: x = 0.00 L = 0.00 m ---------------------------------------------------------------------------------------------------------------------------------------- LOADS: Governing Load Case: 4 EFF /1/ 1*1.33 + 2*1.33 + 3*1.50 ---------------------------------------------------------------------------------------------------------------------------------------- MATERIAL: ACIER E24 fy = 23500000.00 daN/m2 ----------------------------------------------------------------------------------------------------------------------------------------

SECTION PARAMETERS: ROND 4" SCH80 ht=114.3 mm Ay=17.06 cm2 Az=17.06 cm2 Ax=28.44 cm2 tw=8.6 mm Iy=400.03 cm4 Iz=400.03 cm4 Ix=800.05 cm4 Wely=70.00 cm3 Welz=70.00 cm3 ---------------------------------------------------------------------------------------------------------------------------------------- STRESSES: SigFY = -0.28/70.00 = -4004.40 daN/m2 ----------------------------------------------------------------------------------------------------------------------------------------


About Y axis: About Z axis: ---------------------------------------------------------------------------------------------------------------------------------------- VERIFICATION FORMULAS: kD*SigFY = 1.00*-4004.40 = | -4004.40 | < 23500000.00 daN/m2 (3.611) 1.54*TauZ = 1.54*4107.10 = 6324.93 < 23500000.00 daN/m2 (1.313) ----------------------------------------------------------------------------------------------------------------------------------------

Section OK !!!


Page : 15

STEEL DESIGN ---------------------------------------------------------------------------------------------------------------------------------------- CODE: CM66 ANALYSIS TYPE: Code Group Verification ---------------------------------------------------------------------------------------------------------------------------------------- CODE GROUP: 5 TOLE EP10 MEMBER: 42 Beam_42 POINT: 1 COORDINATE: x = 0.00 L = 0.00 m ---------------------------------------------------------------------------------------------------------------------------------------- LOADS: Governing Load Case: 4 EFF /1/ 1*1.33 + 2*1.33 + 3*1.50 ---------------------------------------------------------------------------------------------------------------------------------------- MATERIAL: ACIER fy = 23500000.00 daN/m2 ----------------------------------------------------------------------------------------------------------------------------------------

SECTION PARAMETERS: PL 220x10 ht=10.0 mm bf=220.0 mm Ay=21.04 cm2 Az=0.96 cm2 Ax=22.00 cm2 tw=5.0 mm Iy=1.83 cm4 Iz=887.33 cm4 Ix=7.12 cm4 tf=5.0 mm Wely=3.67 cm3 Welz=80.67 cm3 ---------------------------------------------------------------------------------------------------------------------------------------- STRESSES: SigN = -1881.45/22.00 = -855205.57 daN/m2 SigFY = -2.20/3.67 = -599583.65 daN/m2 SigFZ = -56.80/80.67 = -704134.98 daN/m2 ----------------------------------------------------------------------------------------------------------------------------------------


About Y axis: About Z axis: ---------------------------------------------------------------------------------------------------------------------------------------- VERIFICATION FORMULAS: SigN + kD*SigFY + SigFZ = -855205.57 + 1.00*-599583.65 + -704134.98 = | -2158924.21 | < 23500000.00 daN/m2 (3.731) 1.54*TauY = |1.54*-245380.37| = |-377885.77| < 23500000.00 daN/m2 (1.313) 1.54*TauZ = 1.54*208945.82 = 321776.56 < 23500000.00 daN/m2 (1.313) ----------------------------------------------------------------------------------------------------------------------------------------

Section OK !!!

Documents

Design Rack for Pipes With Robot Structural 2012