Notecalcul Passerelle

Ref.

Passerelle El Mokaouama

Rev : 00 Page 1 of 21

DIM: 18.00x6.00x1.200

NOTE DE CALCUL Charpente Métallique

Projet: Passerelle El Mokaouama

Affaire : DTP. Annaba

Auteur: A. ZELMAT Date : Octobre 2005

Ce document est la propriété de BATENCO-EST, IL ne peut être ni copié ni communiqué sans son autorisation

Ref.

Passerelle Pietonne El Mokaouama

Rev : 00 Date: 2008/04/01

DIM: 20.00x20.00x6.00

Page of 21

SOMMAIRE Chapitre :

Page

Introduction ………………………………………………………………………………..……………………………………. 03 Description de l’ouvrage………………………….……………………………..………………………….…………. 03 Hypothèse de calcul …………………………………………………………………..……………………………………. 04 Documents et Normes ……………………………………………………………..………….…………………………. 04 Logiciels Calcul…………………………………………………………………………..……………………………………. 04 .................................................................................... ..................................................................................... ..................................................................................... ...........................................09 Cas De Charges ......................................... 09 ................................................................................ .................................................................................... ............................................................. ..................14 Combinaisons de Charges ....................................... ................................................................................. ................................................................................. .......................................................................... ................................ Déscente de charges ..........................................

Verification Structure……………………………… ………………………………......................................... .....................................................…………………… ............……………………..………… ..………… 22

Ce document est la propriété de l’Entreprise, IL ne peut être ni copié ni communiqué sans son autorisation

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Rev : 00 Date: 2008/04/01

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Page of 21

Introduction : L’objet de la présente note de calcul est l’étude, la conception et la vérification de l’ossature métallique d’une Passerelle Pour Piéton qui sera implanté comme traversée de rivière en face de la sortie du lycée El Mokaouama.

Description de la structure : La structure en question est une Passerelle de (18.00x6.00x1.20) m composée de (03) Portiques de fermes en treillis supportant le tablier et espacés de 3.00m l’un de l’autre. Le tablier est de type plancher mixte, bordé de part est d’autre par un garde corps. L’accès à la passerelle est assuré par un escalier et une rampe. Toute l’ossature métallique de la passerelle sera en acier de construction laminé à chaud E24. Les éléments de la menuiserie métallique peuvent être en PAF. La stabilité verticale longitudinale est en palées de type triangulé ou croix de St André, transversale en portique auto stable et horizontale par le tablier en plancher mixte.

Hypothèses de calcul : • • • •

Zone de moyenne sismisité d’après le R.P.A 99 ver :2003 Zone II, d’après NV65 pour l’étude climatique. La surcharge de Neige moyenne est prise égal à N= 20 Kg/m² . La surcharge d’exploitation est prise égale à Qexp = 400 Kg/m²

Documents et normes utilisés : • • • •

Règles C.M66 Règles N.V65 R.P.A 99 Aide mémoire RDM

Logiciel de calcul : o Le logiciel de calcul utilisé est le logiciel StaadPro 2003.


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Vue En Elevation:

ELEVATION 6000

6000

6000

LISSETUBE RONDDIAM.50/60

B

LISSE TUBERONDDIAM.50/60

0 M. 5 0/ 6 I A O N D D U B E R L I S S E T DETAIL:3 0 0 0 6 2 2 1 A

+20.80

0 6 2 A E H

HEA120

6500 6000

+20.20

B

HEA120

0 X 6

DETAIL:3

E H

+20.38

2 2 L 8 L 0 6 X 0 8 0 X X 6 6

18000

+17.43

U P N 2 2 0

+20.38

+20.20

+19.85

+19.67

U P N 1 8 0

+20.80

DETAIL2

11500 12000

DETAIL1

3000 6202

+17.38

VUEENPLAN HEA120

RAMPEENB.A

RAMPEENB.A

TN40 I P 0 E 0 2 0 0 3 0 T 1

I

I

P E 1 2 0 S O 1

I

P E 1 2 0 S O 1

I

P E 1 2 0 S O 1

I

P E 1 2 0 S O 1

I

P E 1 2 0 S O 1

P E 1 2 0 S

I

I

P E 1 2 0 S O 1

O 1

I

P E 1 2 0 S O 1

I

P E 1 2 0 S O 1

P E 1 2

I

P E 1 2 0 S

0 S O 1

I

I

P E 1 2 0 S O 1

O 1

I

P E 1 2 0 S O 1

I

P E 1 2 0 S O 1

I

P E 1 2 0 S O 1

P E 1 2 0 T 1

0 0 5 1

0 0 2

0 0 3 1

HEA120

0 0 0 6

0 0 5 1

I

P E 2 0 0 0 0 T 0 1 3 I

I

P E 1 2 0 S O 1

I

P E 1 2 0 S O 1

I

P E 1 2 0 S O 1

I

P E 1 2 0 S O 1

I

P E 1 2 0 S O 1

P E 1 2 0 S

I

I

P E 1 2 0 S O 1

O 1

I

P E 1 2 0 S O 1

I

P E 1 2 0 S O 1

P E 1 2

I

P E 1 2 0 S

0 S O 1

I

I

P E 1 2 0 S O 1

O 1

I

P E 1 2 0 S O 1

I

P E 1 2 0 S O 1

I

P E 1 2 0 S O 1

P E 1 2 0 T 1 0 0 5 1

HEA120

1125

1125

1125 4500

1125

1125

1125

1125 4500

1125

1125

1125

1125 4500

1125

1125

1125

1125 4500

1125

Cotation pour solives CotationpourCiseaux


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Instructions à prendre en considération: La qualité d’acier exigé est le E24-2 Les cordons de soudure seront exécuté conformément aux regles et normes en vigueur. Les boulons HR doivent avoir un serrage au couple selon le moment indiqué sur les plans d’execution par une clé dynamométrique. Chaque boulons HR doit avoir deux rondelles de même qualité d’acier, placer de part et d’autre des pièces a assembléés. Les surfaces de contacte d’un assemblage par boulons HR doivent etre exemptes de peinture, d’huile et graisse...etc pour atteindre le cofficient de frottement moyen de 0.3 et deveront subir un brossage sur site avant boulonnage. Etude de la structure:

Dans notre dimensionnement, on prend en considération uniquement le portique treillis le plus chargé.

Charge permanente: CP G=220x3=660 kg/ml pour Passerelle G=50x3=105 kg/ml

pour Escaliers et rampes

Surcharge Exploitation: Qexp Qexp= 400x3= 1200 kk/ml

Surcharge de Nèige: N N= 20x3=60kg/ml


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PAGE NO.

1

****************************************************

* * * * * * * * *

STAAD.Pro Version 2003 Bld 1001.US PROPRIETE DE Research Engineers, Intl. Date = OCT 10, 2005 Heure= 0:24:21 USER ID:

* * * * * * * * *

****************************************************

1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. 21. 22. 23. 24. 25. 26. 27. 28. 29. 30. 31. 32. 33. 34. 35. 36. 37. 38. 39. 40. 41.

STAAD PLANE PASSERELLE EL MOKAOUAMA START JOB INFORMATION ENGINEER DATE 10-OCT-05 END JOB INFORMATION INPUT WIDTH 72 UNIT MMS KG JOINT COORDINATES 2 3000 0 0; 3 21000 0 0; 5 500 300 0; 6 3000 300 0; 7 21000 300 0 8 23500 300 0; 10 3000 1500 0; 11 21000 1500 0; 19 4125 1500 0 20 5250 1500 0; 21 6375 1500 0; 22 7500 1500 0; 23 8625 1500 0 24 9750 1500 0; 25 10875 1500 0; 26 12000 1500 0; 27 13125 1500 0 28 14250 1500 0; 29 15375 1500 0; 30 16500 1500 0; 31 17625 1500 0 32 18750 1500 0; 33 19875 1500 0; 34 4125 300 0; 35 5250 300 0 36 6375 300 0; 37 7500 300 0; 38 8625 300 0; 39 9750 300 0 40 10875 300 0; 41 12000 300 0; 42 13125 300 0; 43 14250 300 0 44 15375 300 0; 45 16500 300 0; 46 17625 300 0; 47 18750 300 0 48 19875 300 0 MEMBER INCIDENCES 2 2 6; 3 3 7; 6 6 34; 9 6 10; 10 7 11; 13 10 19; 15 5 10; 16 8 11 17 19 20; 18 20 21; 19 21 22; 20 22 23; 21 23 24; 22 24 25; 23 25 26 24 26 27; 25 27 28; 26 28 29; 27 29 30; 28 30 31; 29 31 32; 30 32 33 31 33 11; 32 34 35; 33 35 36; 34 36 37; 35 37 38; 36 38 39; 37 39 40 38 40 41; 39 41 42; 40 42 43; 41 43 44; 42 44 45; 43 45 46; 44 46 47 45 47 48; 46 48 7; 47 10 34; 48 19 35; 49 20 36; 50 21 37; 51 22 38 52 23 39; 53 24 40; 54 11 48; 55 33 47; 56 32 46; 57 31 45; 58 30 44 59 29 43; 60 28 42; 61 27 41; 62 25 41; 63 33 48; 64 32 47; 65 31 46 66 30 45; 67 29 44; 68 28 43; 69 27 42; 70 26 41; 71 25 40; 72 24 39 73 23 38; 74 22 37; 75 21 36; 76 20 35; 77 19 34

UNIT METER KG DEFINE MATERIAL START ISOTROPIC MATERIAL1 E 2.09042E+010 POISSON 0.3 DENSITY 7851.81 ALPHA 1.2E-005 DAMP 2.8026E-044 END DEFINE MATERIAL UNIT MMS KG MEMBER PROPERTY FRENCH 6 13 17 TO 46 TABLE ST HEA120 2 3 9 10 TABLE ST HEA260


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PASSERELLE EL MOKAOUAMA 42. 43. 44. 45. 46. 47. 48. 49. 50. 51. 52. 53. 54. 55. 56. 57. 58. 59. 60. 61. 62. 63. 64. 65. 66. 67. 68. 69. 70. 71. 72. 73. 74. 75. 76. 77.

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15 16 TABLE ST UPN220 47 TO 62 TABLE LD L80X80X8 63 TO 77 TABLE LD L60X60X6 MEMBER RELEASE 6 13 START MZ 31 46 END MZ 15 16 END MZ MEMBER TRUSS 47 TO 77 CONSTANTS MATERIAL MATERIAL1 MEMB 2 3 6 9 10 13 15 TO 77

SUPPORTS 2 3 5 8 PINNED

UNIT METER KG LOAD 1 CP SELFWEIGHT Y -1 MEMBER LOAD 13 17 TO 31 UNI GY -660 15 16 UNI GY -150

LOAD 2 QEXP MEMBER LOAD 13 15 TO 31 UNI GY -1200

LOAD 3 NEIGE MEMBER LOAD 13 17 TO 31 UNI GY -60

LOAD COMB 4 4/3G+1.5(QEXP+N) Combinaison plus défavorable 1 1.33 2 1.5 3 1.5 LOAD COMB 5 4/3(G+QEXP+N) 1 1.33 2 1.33 3 1.33 LOAD COMB 6 4/3G+1.5QEXP 1 1.33 2 1.5 LOAD COMB 7 DEPL G+QEXP+N 1 1.0 2 1.0 3 1.0 LOAD COMB 8 DEPL G+QEXP 1 1.0 2 1.0 PERFORM ANALYSIS

P R O B L E M S T A T I S T I C S ----------------------------------NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 38/ 69/ 4 ORIGINAL/FINAL BAND-WIDTH= 33/ 3/ 12 DOF TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 106 SIZE OF STIFFNESS MATRIX = 2 DOUBLE KILO-WORDS REQRD/AVAIL. DISK SPACE = 12.1/ 16324.0 MB, EXMEM = 136.4 MB

78. LOAD LIST 1 TO 8 79. PRINT SUPPORT REACTION SUPPORT REACTION

PASSERELLE

EL MOKAWAMA

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Ref.

SUPPORT

REACTIONS -UNIT

KG


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Page of 21

METE

STRUCTURE TYPE = PLANE

----------------JOINT

LOAD

2

3

5

8

FORCE-X

FORCE-Y

FORCE-Z

MOM-X

MOM-Y

MOM Z

1 10739.93 2 17434.95 3 871.55 4 41743.84 5 38631.74 6 40436.52 7 29046.42 8 28174.87 1 -10739.93 2 -17434.95 3 -871.55

12796.81 21862.06 1010.67 51328.86 47440.50 49812.86 35669.55 34658.88 12796.82 21862.07 1010.67

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

51328.87 47440.50 49812.86 35669.55 34658.88 -5548.40 -7734.36 -470.67 -19686.92 -18292.07 -18980.92 -13753.43 -13282.76 -5548.40 -7734.36 -470.67 -19686.93 -18292.07 -18980.93 -13753.44 -13282.77

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8

-41743.85 -38631.74 -40436.53 -29046.42 -28174.88 -12077.29 -19579.61 -980.56 -46903.05 -43407.82 -45432.21 -32637.46 -31656.90 12077.29 19579.61 980.56 46903.06 43407.83 45432.22 32637.46 31656.90

************** END OF LATEST ANALYSIS RESULT **************

80. LOAD LIST 4 TO 6 81. PRINT MEMBER FORCES LIST 2 3 6 9 10 13 15 16 23 24 31 37 TO 40 46 47 MEMBER FORCES LIST 2 82. 54 61 62 70


Ref.

PASSERELLE

----------------ALL UNITS ARE -- KG

2

LOAD

4 5 6

3

4 5 6

6

4 5 6

9

4 5 6

10

4 5 6

13

4 5 6

15

4

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EL MOKAOUMA

MEMBER END FORCES

MEMBER


JT

-- PAGE NO.

4

STRUCTURE TYPE = PLANE METE AXIAL

SHEAR-Y

SHEAR-Z

TORSION

MOM-Y

MOM-Z

2 51328.86 -41743.84 6 -51301.67 41743.84 2 47440.50 -38631.74 6 -47413.31 38631.74 2 49812.86 -40436.52 6 -49785.67 40436.52

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 -12523.15 0.00 -11589.52 0.00 -12130.96

3 51328.87 41743.85 7 -51301.68 -41743.85 3 47440.50 38631.74 7 -47413.31 -38631.74 3 49812.86 40436.53 7 -49785.68 -40436.53

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 12523.15 0.00 11589.52 0.00 12130.96

-200.36 230.08 -184.57 214.30 -193.62 223.35

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 -242.12 0.00 -224.37 0.00 -234.54

6 51502.02 10435.96 10 -51393.25 -10435.96 6 47597.88 9657.93 10 -47489.11 -9657.93 6 49979.29 10109.13 10 -49870.52 -10109.13

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

12523.15 0.00 11589.52 0.00 12130.96 0.00

7 51502.03 -10435.96 11 -51393.26 10435.96 7 47597.88 -9657.94 11 -47489.11 9657.94 7 49979.29 -10109.13 11 -49870.52 10109.13

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

-12523.15 0.00 -11589.52 0.00 -12130.96 0.00

10 -34011.99 19 34011.99 10 -31477.98 19 31477.98 10 -32945.19 19 32945.19

1150.00 1993.50 1061.62 1840.91 1112.87 1929.38

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 -474.46 0.00 -438.35 0.00 -459.29

5 -50803.32 10 53249.59

2548.20 2548.20

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

6 52179.80 34 -52179.80 6 48289.68 34 -48289.68 6 50545.65 34 -50545.65


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PASSERELLE EL MOKAOUAMA

MEMBER END FORCES ----------------ALL UNITS ARE -- KG MEMBER

LOAD

5 6

16

4 5 6

23

4 5 6

24

4 5 6

31

4 5 6

37

4 5 6

38

4 5 6

39

4

JT

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5

STRUCTURE TYPE = PLANE METE AXIAL

SHEAR-Y

SHEAR-Z

TORSION

MOM-Y

MOM-Z

5 -47048.70 10 49250.17 5 -49171.82 10 51618.09

2293.20 2293.20 2548.20 2548.20

0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00

8 -50803.33 11 53249.60 8 -47048.71 11 49250.18 8 -49171.83 11 51618.09

2548.20 2548.20 2293.20 2293.20 2548.20 2548.20

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

25 39527.05 26 -39527.05 25 36579.38 26 -36579.38 25 38290.70 26 -38290.70

1592.18 1551.32 1470.08 1432.45 1540.88 1501.37

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

108.47 -85.49 99.74 -78.58 104.80 -82.58

26 39527.05 27 -39527.05 26 36579.38 27 -36579.38 26 38290.70 27 -38290.70

1551.32 1592.18 1432.45 1470.08 1501.37 1540.88

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

85.49 -108.47 78.58 -99.74 82.58 -104.80

33 -34011.97 11 34011.97 33 -31477.96 11 31477.96 33 -32945.18 11 32945.18

1993.50 1150.01 1840.91 1061.62 1929.38 1112.87

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

474.46 0.00 438.35 0.00 459.29 0.00

39 -38687.49 40 38687.49 39 -35803.75 40 35803.75 39 -37475.47 40 37475.47

26.41 3.32 25.56 4.17 26.05 3.67

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

-176.59 189.58 -163.21 175.25 -170.97 183.56

40 -43218.07 41 43218.07 40 -39996.58 41 39996.58 40 -41864.14 41 41864.14

44.71 -14.99 42.43 -12.71 43.76 -14.04

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

-189.58 223.16 -175.25 206.26 -183.56 216.07

41 -43218.08 42 43218.08

-14.99 44.71

0.00 0.00

0.00 0.00

0.00 0.00

-223.16 189.58


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PASSERELLE EL MOKAWAMA

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MEMBER END FORCES

STRUCTURE TYPE = PLANE ----------------METE ALL UNITS ARE -- KG MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z 5 6

40

4 5 6

46

4 5 6

47

4 5 6

54

4 5 6

61

4 5 6

62

4 5 6

70

4 5 6

TORSION

MOM-Y

MOM-Z

41 -39996.58 42 39996.58 41 -41864.14 42 41864.14

-12.71 42.43 -14.04 43.76

0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00

-206.26 175.25 -216.07 183.56

42 -38687.49 43 38687.49 42 -35803.75 43 35803.75 42 -37475.47 43 37475.47

3.32 26.41 4.17 25.56 3.67 26.05

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

-189.58 176.59 -175.25 163.21 -183.56 170.97

48 52179.80 7 -52179.80 48 48289.68 7 -48289.68 48 50545.65 7 -50545.65

230.08 -200.36 214.30 -184.57 223.35 -193.62

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

242.12 0.00 224.36 0.00 234.54 0.00

10 -34122.15 34 34091.40 10 -31579.18 34 31548.42 10 -33053.53 34 33022.78

14.42 14.42 14.42 14.42 14.42 14.42

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

11 -34122.16 48 34091.41 11 -31579.19 48 31548.44 11 -33053.54 48 33022.79

14.42 14.42 14.42 14.42 14.42 14.42

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

27 41 27 41 27 41

-2162.03 2131.28 -2002.22 1971.47 -2094.86 2064.11

14.42 14.42 14.42 14.42 14.42 14.42

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

25 41 25 41 25 41

-2162.03 2131.28 -2002.22 1971.47 -2094.86 2064.11

14.42 14.42 14.42 14.42 14.42 14.42

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

26 41 26 41 26 41

3102.64 -3119.96 2864.89 -2882.21 3002.73 -3020.05

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

************** END OF LATEST ANALYSIS RESULT ************** PASSERELLE EL MOKAOUMA

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83. LOAD LIST 7 8 84. PRINT JOINT DISPLACEMENTS LIST 10 11 26 41 JOINT DISPLACE LIST 10

JOINT DISPLACEMENT (CM

RADIANS)

STRUCTURE TYPE = PLANE

-----------------JOINT 10 11 26 41

LOAD 7 8 7 8 7 8 7 8

X-TRANS 0.1566 0.1519 -0.1566 -0.1519 0.0000 0.0000 0.0000 0.0000

Y-TRANS -0.0295 -0.0287 -0.0295 -0.0287 -3.0733 -2.9812 -3.0643 -2.9725

Z-TRANS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

X-ROTAN 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

Y-ROTAN 0.0000 0.0000 0.0000 0.0000 0.000 0 0.0000 0.000 0 0.0000

Z-ROTAN -0.0022 -0.0022 0.0022 0.0022 0.0000 0.0000 0.0000 0.0000

************** END OF LATEST ANALYSIS RESULT **************

85. 86. 87. 88. 89.

PARAMETER CODE FRENCH RATIO 1 ALL TRACK 1 ALL CHECK CODE ALL STEEL DESIGN


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STAAD.Pro CODE CHECKING - (CM66) *********************** PROGRAM CODE REVISION V1.4_CM66Ad80_81/2

ALL UNITS ARE - KG MEMBER

METE (UNLESS OTHERWISE NOTED)

TABLE

RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION =======================================================================

PASS Ad80-4.4 (Y) 0.964 7 35669.55 C 0.00 0.00 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 2 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 216.3 MUY= 107.5 PC= 2169.7 PT= 2169.7 VPZ= 942.4 VPY= 244.7 | |---------------------------------------------------------------------| PASS * 3 ST HEA260 Ad80-4.4 (Y) 0.964 7 35669.55 C 0.00 0.00 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 3 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 216.3 MUY= 107.5 PC= 2169.7 PT= 2169.7 VPZ= 942.4 VPY= 244.7 | |---------------------------------------------------------------------| PASS 6 ST HEA120 Ad80-5.32 0.670 7 36308.03 C 0.00 -168.70 1.13 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 6 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 14.6 MUY= 11.9 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 9 ST HEA260 Von Mises 0.583 7 35787.88 C 0.00 8713.93 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 9 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 216.1 MUY= 107.5 PC= 2169.7 PT= 2169.7 VPZ= 942.4 VPY= 244.7 | |---------------------------------------------------------------------| PASS 10 ST HEA260 Von Mises 0.583 7 35787.88 C 0.00 -8713.93 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 10 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 216.1 MUY= 107.5 PC= 2169.7 PT= 2169.7 VPZ= 942.4 VPY= 244.7 | |---------------------------------------------------------------------| PASS 13 ST HEA120 Von Mises 0.497 7 23667.65 T 0.00 -329.59 1.13 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 13 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 21.2 MUY= 14.3 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 15 ST UPN220 Von Mises 0.561 7 36202.58 T 0.00 -1195.34 1.39 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 15 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 60.4 MUY= 16.6 PC= 347.2 PT= 934.9 VPZ= 290.0 VPY= 254.4 | |---------------------------------------------------------------------| PASS 16 ST UPN220 Von Mises 0.561 7 36202.58 T 0.00 -1195.34 1.39 *

2 ST

HEA260


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|---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 16 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 60.4 MUY= 16.6 PC= 347.2 PT= 934.9 VPZ= 290.0 VPY= 254.4 | |---------------------------------------------------------------------| PASS 17 ST HEA120 Von Mises 0.297 7 10214.25 T 0.00 329.59 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 17 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 28.2 MUY= 14.7 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 18 ST HEA120 Ad80-4.4 (Y) 0.155 7 1339.71 C 0.00 203.48 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 18 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 29.7 MUY= 14.7 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 19 ST HEA120 Von Mises 0.255 7 10760.36 C 0.00 169.95 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 19 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 27.9 MUY= 14.7 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 20 ST HEA120 Ad80-5.32 0.369 7 18094.05 C 0.00 -191.04 0.56 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 20 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 24.1 MUY= 14.7 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 21 ST HEA120 Ad80-5.32 0.467 7 23329.07 C 0.00 -216.70 0.56 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 21 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 21.4 MUY= 14.3 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 22 ST HEA120 Ad80-5.32 0.525 7 26481.57 C 0.00 -229.98 0.56 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 22 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 19.8 MUY= 13.9 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 23 ST HEA120 Ad80-5.32 0.545 7 27503.29 C 0.00 -239.85 0.56 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 23 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 19.2 MUY= 13.8 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------|


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PASS Ad80-5.32 0.545 7 27503.29 C 0.00 -239.85 0.56 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 24 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 19.2 MUY= 13.8 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 25 ST HEA120 Ad80-5.32 0.525 7 26481.57 C 0.00 -229.98 0.56 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 25 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 19.8 MUY= 13.9 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 26 ST HEA120 Ad80-5.32 0.467 7 23329.07 C 0.00 -216.70 0.56 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 26 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 21.4 MUY= 14.3 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 27 ST HEA120 Ad80-5.32 0.369 7 18094.05 C 0.00 -191.04 0.56 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 27 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 24.1 MUY= 14.7 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 28 ST HEA120 Von Mises 0.255 7 10760.36 C 0.00 -169.95 1.12 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 28 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 27.9 MUY= 14.7 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 29 ST HEA120 Ad80-4.4 (Y) 0.155 7 1339.71 C 0.00 -203.48 1.12 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 29 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 29.7 MUY= 14.7 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 30 ST HEA120 Von Mises 0.297 7 10214.25 T 0.00 -329.59 1.12 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 30 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 28.2 MUY= 14.7 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS | 31 ST HEA120 Von Mises 0.497 7 | | 23667.64 T 0.00 329.59 0.00| |---------------------------------------------------------------------| 24 ST

HEA120


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RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 31 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 21.2 MUY= 14.3 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 32 ST HEA120 Ad80-5.32 0.395 7 20076.61 C 0.00 168.70 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 32 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 23.1 MUY= 14.6 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 33 ST HEA120 Ad80-5.32 0.122 7 6623.21 C 0.00 29.89 1.12 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 33 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 29.7 MUY= 14.7 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 34 ST HEA120 Von Mises 0.103 7 4930.75 T 0.00 72.94 1.13 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 34 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 29.7 MUY= 14.7 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 35 ST HEA120 Von Mises 0.260 7 14351.40 T 0.00 101.01 1.12 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 35 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 26.1 MUY= 14.7 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 36 ST HEA120 Von Mises 0.382 7 21685.09 T 0.00 122.72 1.13 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 36 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 22.3 MUY= 14.4 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 37 ST HEA120 Von Mises 0.466 7

26920.11 T 0.00 -131.86 0.84 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 37 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 19.5 MUY= 13.8 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 38 ST HEA120 Von Mises 0.524 7 30072.62 T 0.00 155.08 1.13 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 38 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 17.9 MUY= 13.3 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------|


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PASS Von Mises 0.524 7 30072.62 T 0.00 -155.08 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 39 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 17.9 MUY= 13.3 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 40 ST HEA120 Von Mises 0.466 7 26920.11 T 0.00 -131.76 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 40 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 19.5 MUY= 13.8 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 41 ST HEA120 Von Mises 0.382 7 21685.09 T 0.00 -122.72 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 41 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 22.3 MUY= 14.4 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 42 ST HEA120 Von Mises 0.260 7 14351.40 T 0.00 -101.01 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 42 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 26.1 MUY= 14.7 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 43 ST HEA120 Von Mises 0.103 7 4930.75 T 0.00 -72.94 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 43 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 29.7 MUY= 14.7 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 44 ST HEA120 Ad80-5.32 0.122 7 6623.21 C 0.00 -29.89 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 44 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 29.7 MUY= 14.7 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 45 ST HEA120 Ad80-5.32 0.395 7 20076.60 C 0.00 -168.70 1.12 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 45 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 23.1 MUY= 14.6 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 46 ST HEA120 Ad80-5.32 0.670 7 36308.03 C 0.00 168.70 0.00 | CONTRAINTE CALCULEE POUR BARRE 46 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 14.6 MUY= 11.9 PC= 582.3 PT= 632.4 VPZ= 278.4 VPY= 71.0 | |---------------------------------------------------------------------| PASS 47 LD L80X80X8 Ad80-4.2 0.380 7 23743.74 T 0.00 0.00 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 47 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 427.3 PT= 613.4 VPZ= 185.6 VPY= 74.2 | |---------------------------------------------------------------------| 39 ST

HEA120


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RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= PASS 48 LD L80X80X8 Ad80-4.2 0.315 7 19681.97 T 0.00 0.00 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 48 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 427.3 PT= 613.4 VPZ= 185.6 VPY= 74.2 | |---------------------------------------------------------------------| PASS 49 LD L80X80X8 Ad80-4.2 0.270 7 16904.77 T 0.00 0.00 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 49 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 427.3 PT= 613.4 VPZ= 185.6 VPY= 74.2 | |---------------------------------------------------------------------| PASS 50 LD L80X80X8 Ad80-4.2 0.220 7 13785.63 T 0.00 0.00 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 50 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 427.3 PT= 613.4 VPZ= 185.6 VPY= 74.2 | |---------------------------------------------------------------------| PASS 51 LD L80X80X8 Ad80-4.2 0.172 7 10734.25 T 0.00 0.00 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 51 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 427.3 PT= 613.4 VPZ= 185.6 VPY= 74.2 | |---------------------------------------------------------------------| PASS 52 LD L80X80X8 Ad80-4.2 0.123 7 7665.76 T 0.00 0.00 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 52 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 427.3 PT= 613.4 VPZ= 185.6 VPY= 74.2 | |---------------------------------------------------------------------| PASS 53 LD L80X80X8 Ad80-4.2 0.074 7 4620.88 T 0.00 0.00 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 53 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 427.3 PT= 613.4 VPZ= 185.6 VPY= 74.2 | |---------------------------------------------------------------------| PASS 54 LD L80X80X8 Ad80-4.2 0.380 7 23743.75 T 0.00 0.00 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 54 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 427.3 PT= 613.4 VPZ= 185.6 VPY= 74.2 | |---------------------------------------------------------------------| PASS 55 LD L80X80X8 Ad80-4.2 0.315 7 19681.96 T 0.00 0.00 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 55 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 427.3 PT= 613.4 VPZ= 185.6 VPY= 74.2 | |---------------------------------------------------------------------| PASS 56 LD L80X80X8 Ad80-4.2 0.270 7 16904.77 T 0.00 0.00 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 56 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 427.3 PT= 613.4 VPZ= 185.6 VPY= 74.2 | |---------------------------------------------------------------------|


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RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= PASS 57 LD L80X80X8 Ad80-4.2 0.220 7 13785.63 T 0.00 0.00 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 57 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 427.3 PT= 613.4 VPZ= 185.6 VPY= 74.2 | |---------------------------------------------------------------------| PASS 58 LD L80X80X8 Ad80-4.2 0.172 7 10734.25 T 0.00 0.00 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 58 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 427.3 PT= 613.4 VPZ= 185.6 VPY= 74.2 | |---------------------------------------------------------------------| PASS 59 LD L80X80X8 Ad80-4.2 0.123 7 7665.76 T 0.00 0.00 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 59 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 427.3 PT= 613.4 VPZ= 185.6 VPY= 74.2 | |---------------------------------------------------------------------| PASS 60 LD L80X80X8 Ad80-4.2 0.074 7 4620.88 T 0.00 0.00 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 60 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 427.3 PT= 613.4 VPZ= 185.6 VPY= 74.2 | |---------------------------------------------------------------------| PASS 61 LD L80X80X8 Ad80-4.2 0.024 7 1505.43 T 0.00 0.00 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 61 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 427.3 PT= 613.4 VPZ= 185.6 VPY= 74.2 | |---------------------------------------------------------------------| PASS 62 LD L80X80X8 Ad80-4.2 0.024 7 1505.43 T 0.00 0.00 0.00 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 62 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 427.3 PT= 613.4 VPZ= 185.6 VPY= 74.2 | |---------------------------------------------------------------------| PASS 63 LD L60X60X6 Ad80-5.3 0.679 7 16966.57 C 0.00 0.00 1.20 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 63 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 244.9 PT= 345.5 VPZ= 104.4 VPY= 41.8 | |---------------------------------------------------------------------| PASS 64 LD L60X60X6 Ad80-5.3 0.579 7 14453.16 C 0.00 0.00 1.20 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 64 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 244.9 PT= 345.5 VPZ= 104.4 VPY= 41.8 | |---------------------------------------------------------------------| PASS 65 LD L60X60X6 Ad80-5.3 0.491 7 12265.49 C 0.00 0.00 1.20 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 65 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 244.9 PT= 345.5 VPZ= 104.4 VPY= 41.8 | |---------------------------------------------------------------------|


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RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 66 LD L60X60X6 Ad80-5.3 0.401 7 PASS 10023.81 C 0.00 0.00 1.20 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 66 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 244.9 PT= 345.5 VPZ= 104.4 VPY= 41.8 | |---------------------------------------------------------------------| PASS 67 LD L60X60X6 Ad80-5.3 0.312 7 7790.07 C 0.00 0.00 1.20 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 67 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 244.9 PT= 345.5 VPZ= 104.4 VPY= 41.8 | |---------------------------------------------------------------------| PASS 68 LD L60X60X6 Ad80-5.3 0.223 7 5557.08 C 0.00 0.00 1.20 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 68 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 244.9 PT= 345.5 VPZ= 104.4 VPY= 41.8 | |---------------------------------------------------------------------| PASS 69 LD L60X60X6 Ad80-5.3 0.133 7 3311.79 C 0.00 0.00 1.20 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 69 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 244.9 PT= 345.5 VPZ= 104.4 VPY= 41.8 | |---------------------------------------------------------------------| PASS 70 LD L60X60X6 Ad80-5.3 0.087 7 2167.08 C 0.00 0.00 1.20 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 70 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 244.9 PT= 345.5 VPZ= 104.4 VPY= 41.8 | |---------------------------------------------------------------------| PASS 71 LD L60X60X6 Ad80-5.3 0.133 7 3311.79 C 0.00 0.00 1.20 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 71 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 244.9 PT= 345.5 VPZ= 104.4 VPY= 41.8 | |---------------------------------------------------------------------| 72 LD L60X60X6 PASS Ad80-5.3 0.223 7 5557.08 C 0.00 0.00 1.20

|---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 72 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 244.9 PT= 345.5 VPZ= 104.4 VPY= 41.8 | |---------------------------------------------------------------------| PASS 73 LD L60X60X6 Ad80-5.3 0.312 7 7790.07 C 0.00 0.00 1.20 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 73 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 244.9 PT= 345.5 VPZ= 104.4 VPY= 41.8 | |---------------------------------------------------------------------| PASS 74 LD L60X60X6 Ad80-5.3 0.401 7 10023.81 C 0.00 0.00 1.20 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 74 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 244.9 PT= 345.5 VPZ= 104.4 VPY= 41.8 | |---------------------------------------------------------------------|


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TABLE


PASS L60X60X6 Ad80-5.3 0.491 7 12265.49 C 0.00 0.00 1.20 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 75 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 244.9 PT= 345.5 VPZ= 104.4 VPY= 41.8 | |---------------------------------------------------------------------| PASS 76 LD L60X60X6 Ad80-5.3 0.579 7 14453.16 C 0.00 0.00 1.20 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 76 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 244.9 PT= 345.5 VPZ= 104.4 VPY= 41.8 | |---------------------------------------------------------------------| PASS 77 LD L60X60X6 Ad80-5.3 0.679 7 16966.57 C 0.00 0.00 1.20 |---------------------------------------------------------------------| | CONTRAINTE CALCULEE POUR BARRE 77 UNITES: kN,m FYLD = 250.0 MPa | | MUZ= 0.0 MUY= 0.0 PC= 244.9 PT= 345.5 VPZ= 104.4 VPY= 41.8 | |---------------------------------------------------------------------| 75 LD

************** END OF TABULATED RESULT OF DESIGN ************** 90. STEEL TAKE OFF STEEL TAKE-OFF -------------PROFILE ST HEA260 ST HEA120 ST UPN220 LD L80X80X8 LD L60X60X6 PRISMATIC STEEL

LENGTH(METE) 3.00 36.00 5.55 26.32 18.00 0.00

WEIGHT(KG ) 204.461 715.143 162.868 507.105 195.322 0.000 ---------------1784.898 TOTAL =

************ END OF DATA FROM INTERNAL STORAGE ************ 91. FINISH *************** FIN DE STAAD.Pro *************** **** DATE= FEB 26,2003

TIME=

0:24:21 ****

******************************************************* * SI VOUS AVEZ DES PROBLEMES POUR L''UTILISATION DU * * LOGICIEL STAAD.Pro-STAAD, VEUILLEZ APPELER * * RE (FRANCE) Tel:33(0)1 64551084 Fax: 33(0)1 60810104* *******************************************************


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