Skid Lifting and Skid Design as Per ASCE

8/16/2019 Skid Lifting and Skid Design as Per ASCE

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DOCUMENT TITLECLIENT: SHEET:

1 183JOB:

AREA:

TITLE: STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE #08

INDEX OF REVISIONS

REV. DESCRIPTION AND/OR AFFECTED SHEETS

0 ORIGINAL SUBMISSION

REV. 0 REV. A REV. B REV. C REV. D REV. E REV. F REV. G REV. H

DATE 12-07-12

DESIGN

EXECUTION -

CHECK -

APPROVAL -


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JOB: SHEET: 2 of 183TITLE:

STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08

CONTENTS

Sr.

No.Description Page No

PART-I In situ analysis of Skid module

1 Introduction 5

2 Scope 5

3 References 5

4 Analysis 7

5 Geometry 8

6 Beam Properties 13

7 Beam Release 19

8 Supports 19

9 Basic loads 21

10 Load combinations 48

11 Steel LRFD Design 53

12 Steel serviceability Check 59

13 Weld design 67

14 axial, shear & bending moment diagrams 70

15 Torsion check 76

16 Annexure A: 82

Piping Load Data 83

Mechanical Vessel data 87

List of sections 88

Cable tray details 88

Staad input file 89

PART-II lifting analysis during erection

at site.

1 References 106


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3 Analysis 106

4 Geometry 106

5 Loads 111

6 Load Combinations 117

7 Steel Design118

Annexures:

Annexure A : Design of Spreader Lifting

Beam 121

Annexure B: Design of Pad eye 125

Annexure C: Piping Load Data 129

Staad input file130

PART-III equipment supported

platform.

1 Geometry 142

2 Beam Properties 145

3 Beam Release 147

4 Supports 148

5 Basic loads 149

6 Methodologies 156

7 Load combinations 158

8 Steel LRFD Design 159

9 Steel serviceability Check 162

10 axial, shear & bending moment diagrams 164

11 Staad input file 168


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PART-I In situ analysis of Skid module


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1 Introduction

This report is a design calculation in the project……

2 Scope

This document comprises the design and detailing works for Skid for Vessel V-3507

(Module # 08) in the proposed ..

The PART-1 of this calculation refers to in situ-analysis and design of skid module.

PART-II refers to analysis and design calculations of equipment supported platform

Whereas PART-III refers to lifting analysis during erection at site of the Skid module.

3 References

Project Documents

SR Description Document number

1 Structural DesignBasis

2 Validation of BasicDesign loads

3 Spec for Painting

4 Spec for Welds

5 V-3507 Amine surgedrum GA

6 V-3507 Amine surgedrum Drawings

7 Area Interconnection

Plot Drawing

Codes

SR Description Document number

1 Specification forStructural steelbuilding

AISC 360-05

2Minimumrequirement ofstructural design

and engineering.

DEP 34.00.01.30-Gen

3 Minimum DesignLoads for buildingsand other structures

ASCE 07-05

4 InternationalBuilding code

IBC 2006


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STRUCTURAL

DRAWINGS

Structural GA - ISO View. Module #08

Structural GA - Plan View. Module #08

Structural GA - View and Details. Module #08

Structural GA - View and Details. Module #08

Structural GA - ISO View for Hand rail andladders. Module #08Structural GA - Plan View for Hand rail andladders. Module #08Structural GA - Plan views and details forGrating Layout. Module #08

Structural GA - Plan views and details forGrating Layout. Module #08Structural GA - ISO View forElectrical/Instrumentation Cable TraySupports. Module #08Structural GA - Plan View forElectrical/Instrumentation Cable TraySupports. Module #08Structural GA – ISO view plan and elevationsfor lifting arrangement Module 08Structural GA - Plan View of Equipmentsupported Platforms. Module #08Structural GA - Details of Equipment

supported Platforms. Module #08


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4 Analysis :

The structural analysis shall be carried out using STAAD.Pro software.

Structure was modeled as space frame.

All equipment are supporting on steel frames.

All steel skid beams are connected to RCC foundation/pads using insert

plates.

Equivalent Static Procedure was be used for calculating earthquake

forces in both horizontal X & Z as per Design basis.

Earthquake forces in vertical direction are neglected.

Refer this calculation Page no 70. & ASCE 07-05 Cl.no 12.4.2.

Thus seismic forces on vessel shall be generated by IBC 2006 usingEquivalent static analysis in STAAD Analysis.


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5 Geometry :

Key Plan :

Overall 3D Model:

Elevation:

N


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Model 3D Rendered View:

Model Isometric View:

CALCULATIONS FOR

SKIDCURRENT DOCUMENT

CALCULATION FOREQUIPMENT MOUNTED

PLATFORMREFER DOCUMENT NO


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Model base frame isometric view:


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Model Geometry of pipe & saddle supports:

Node Numbers (only skid) :


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Node Numbers (Pipe & saddle supports) :

Beam Numbers (only skid) :


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Beam Numbers (Pipe & saddle supports) :

6 Beam Properties :


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F x e moment is already given in Mechanical input and this moment is applied as it

is at saddle base level.

The vessel and its saddles are modeled to ensure more accuracy in the result and

to approach realistic model as to be installed at site.


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7 Member Releases:

No members were released because skid members are welded to each other &

forming a rigid moment joints.

8 Supports:


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Support conditions are decided based on the design basis of metal structure of

project as follows.


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9 BASIC LOADS:

1) Seismic load EQX :


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Notes : 1) loads given by Vessels on saddle bottom is per direction per saddle.

2) Testing case: 50% wind loads is considered in vessels loading provided

by Static Equipment group. No wind load reduction was considered.

3) Equipment mounted platform is not modeled in Vessel loading data.

So platform load added separately on platform level.

2) Seismic load EQZ :


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Uniform shear load on each vessel = (64/2) kN /2.2m = 14.5 kN/m

Uniform moment load on each vessel = (89.6/2) kN /2.2m = 20.2 kN/m

2.1) Seismic load parameters.

STAAD.Pro based auto generation of seismic load command was used to generate seismic

forces due to mass. Seismic forces of Vessel were directly applied on structure as per

Vessel Input. Other seismic forces are generated using IBC 2006 code. Both seismic

forces are added to get combined effect of seismic forces.


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2) TIME PERIOD

3) BASE SHEAR VARIFICATION


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OTHER CODAL REQUIREMENTS FOR SEISMIC LOADS.

1) STABILITY INDEX Ѳ

Px= 284 KN

Vx = 102 KN

Hx= saddle height = 1.2 m

∆ = 1.7mm

Cd = 3 ( Table 12.2-1 Ordinary moment resisting system)


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Ѳ = 0.00 < 0.1 .. so P delta effect is Neglected.

2) RESPONSE REDUCTION FACTOR (R)


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3) SESIMIC EFFECTS

Ev = 0.2 x SDS = 0.2 x 0.27 = 0.054


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Vertical seismic effect is only 5.4% of D … so Neglected effect of Seismic in vertical

direction.

4) HORIZONTAL SHEAR (EQUALLY SHARED BY BOTH SADDLE)

5) ORTHOGONAL EFFECTS ( DIRECTION OF LOADING)

Orthogonally of direction of loading is neglected.


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6) COMPONENT DESIGN


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3) Dead load:

Note: For calculations and loading of equipment mounted platform refer calculation No I-

MC-7050.30-1230-140-DHM-003


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4) Operating Fluid load:

Note:

1) Density of “Amine” fluid is 1035 kg/m3 in the pipes.


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5) live load :

DEP was referred for selecting appropriate live load


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6) Wind load X:


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Wind on Vessel

Wind on Pipe

Wind on pipe calculated considering apprx 5m run of pipe / pipe support.

p = q cf D (where q = 1.2 KN/m2, cf as per fig 6.22 ASCE07-05)

= 1.5 x 1.5 x 0.254

= 0.46 KN/m

P = 0.46 x 5m = 2.3 KN


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7) Wind load Z:

Wind on Vessel


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8) Test Load:


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5) PIPING EMPTY WEIGHT

Platform loads calculations:

(Platform is separate Staad model from which maximum loads are put in current

skid Staad model. Calculations are as follows.)


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Note :

1) skid staad model is modeled with rigid frame of vessel system upto vessel

support.

2) Platform mounted on equipment is modeled separately in staad.

Reactions from platform staad model are transferred to skid staad model.


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11 Load combinations:

LRFD LOAD COMBINATIONS : ( Ref Cl. 2.3 ASCE 07-05)

Note: load combinations 107 to 110

Empty load /operating shear ratio of vessel = 12 KN / 64 KN = 0.1875

Relative seismic effect (Earthquake due to relative empty mass)


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SERVICEABILITY LOAD COMBINATIONS : ( Ref Cl. 2.3 ASCE 07-05)

Load factor Vertical loads = 1.0

Load factor seismic loads = 1/1.4 = 0.714

Load factor wind loads testing = 0.5

Note : Load combinations 107 to 110

Empty load /operating shear ratio of vessel = (12 KN / 64 KN) 0.7 = 0.134

Relative seismic effect (Earthquake due to relative empty mass)


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OVERSTRENGTH LOAD COMBINATIONS : ( Ref Cl. 12.14.3.2.2 ASCE 07-05)

Load factor Vertical loads = 2.5 (As per Table 13.5-1 ASCE 07-05)


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12 STEEL DESIGN :

a) Steel design Parameters


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b) steel design stress ratio (skid plan)

c) steel design stress ratio (Supports)

.


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d) steel design stress ratio (using overstrength factored combinations)

13 DEFLECTION / SERVICEABILITY


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PS-1

Limitingdeflection 14

mm

PS-2Limiting

deflection 14mm


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PS-3Limiting

deflection 18mm

PS-4

Limitingdeflection 18

mm


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PS-5

Limiting

deflection 18mm

PS-6Limiting

deflection 18mm


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PS-7Limiting

deflection 12

mm

PS-8Limiting

deflection 12mm


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PS-9Limiting

deflection 12

mm

FIXED

SADDLE

Limitingdeflection 23mm


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SLIDING

SADDLELimiting

deflection 23

mm

SMALL

PLATFORMLimiting

deflection 39

mm


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VERTICALDEFLECTI

ON .Limiting

deflection 10

mm

Deflection limits for above pipe supports are compared in table below.

Vertical deflection of Skid beams

Deflection max = 5.79 mm < L/360 (3600/360 = 10 mm)… ok


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14 WELD DESIGN


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15 AXIAL ,SHEAR & BENDING MOMENT DIAGRAMS


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7) TORSION MOMENT CHECK FOR SADDLE BEAM


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ANNEXURE A

PIPING INPUT


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ANNEXURE B

MECHANICAL INPUT


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Electrical /

Instrument

cable tray


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STAAD INPUT ( MAIN SKID FILE)

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

* *

* STAAD.Pro *

* Version 2007 Build 01 *

* Proprietary Program of *

* Research Engineers, Intl. *

* Date= JUL 12, 2012 *

* Time= 16:10: 6 *

* *

* USER ID: Belleli *

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

1. STAAD SPACE

INPUT FILE: SKID module 08 FINAL optimised mem deleted 4.STD

2. START JOB INFORMATION

3. ENGINEER DATE 12-JULY-12

4. JOB NAME ITAU

5. JOB CLIENT PETROBRAS BOLIVIA SA.A

6. JOB NO 4914

7. JOB REV 0

8. ENGINEER NAME PRAKASH

9. CHECKER NAME AVINASH

10. CHECKER DATE 12-JULY-12

11. END JOB INFORMATION12. INPUT WIDTH 79

13.

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

14. UNIT METER KN

15. JOINT COORDINATES

16. 1 0 0 10.685; 2 3.634 0 10.685; 5 3.634 0 9.695; 7 0 0 9.695; 9 3.442 0

9.695

17. 10 0.27 0 9.695; 11 0 0 8.62; 12 3.634 0 8.62; 13 2.764 0 8.62

18. 14 2.764 1.15 2.42; 15 2.764 1.15 8.62; 16 0.909 1.15 2.42; 17 0.909

1.15 8.62

19. 18 0.909 0 8.62; 19 3.442 0 8.62; 20 0.27 0 8.62; 21 3.634 0 7.39

20. 22 2.764 0 7.39; 23 0 0 7.385; 24 0.909 0 7.385; 25 3.634 0 6.5; 26 0 0

6.5

21. 27 0.909 0 6.5; 28 2.764 0 6.5; 29 0 0 5.195; 30 1.846 2.85 2.4222. 31 1.846 2.85 8.62; 32 3.634 0 5.195; 33 2.764 0 5.195; 34 0.909 0 5.195

23. 35 1.8365 0 5.195; 36 0 0 4.535; 37 0.909 0 4.535; 38 0.27 0 4.535

24. 39 3.634 0 4.535; 40 1.042 0.9 0.32; 41 1.042 0.9 0.6; 42 1.042 0.9 0

25. 43 2.764 0.9 0.32; 44 2.764 0.9 0; 45 2.764 0.9 0.6; 46 2.764 0 4.535

26. 47 3.634 0.6 3.22; 48 3.442 0 4.535; 49 3.634 0.6 3.015; 50 0 0 3.79

27. 51 3.634 0.9 3.35; 52 3.157 0.9 3.3545; 53 2.764 0 3.79; 54 3.634 0 3.79

28. 55 3.634 0.6 6.5; 56 3.634 0.6 6.3; 57 3.634 0.6 6.7; 58 0.909 0 3.79

29. 59 3.634 0.6 10.685; 60 3.634 0.6 10.51; 61 3.634 0.6 10.86; 62 0.27 0

3.79

30. 63 3.4421 0 3.79; 64 0.27 0.7 9.695; 65 -0.03 0.58 3.79; 66 0.617 0.7

9.695


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31. 67 0.27 0.58 3.79; 68 -0.083 0.7 9.695; 69 3.717 0.9 9.695; 70 1.8365 0

3.79

32. 71 0.909 0 3.355; 72 2.764 0 3.355; 73 3.442 0 3.355; 74 3.634 0 3.354

33. 75 3.634 0 3.015; 76 2.764 0 3.015; 77 0 0 2.42; 78 3.634 0 2.42

34. 79 2.764 0 2.42; 80 0.909 0 2.42; 81 0 0 1.375; 82 3.634 0 1.375

35. 84 2.764 0 1.375; 85 1.042 0 1.375; 86 0 0 0.32; 87 3.634 0 0.3236. 88 0.57 0.58 3.79; 89 0 1.95 7.385; 90 0.909 1.95 7.385; 91 0 1.95 6.5

37. 92 0.909 1.95 6.5; 93 3.442 0.9 3.355; 94 3.442 0.9 9.695; 95 1.042 0 0.32

38. 96 2.764 0 0.32; 99 3.167 0.9 9.695; 100 2.764 1.15 3.355

39. 101 0.909 1.15 3.355; 102 1.932 0.9 0.32; 103 3.634 0.6 2.81

40. 104 1.846 1.15 2.42; 105 1.8465 1.15 8.62; 106 0.724 1.15 2.42

STAAD SPACE -- PAGE NO. 2

41. 107 2.949 1.15 2.42; 108 0.724 1.15 8.62; 109 2.949 1.15 8.62

42. 110 1.846 3.73 2.42; 111 1.846 3.73 8.62

43.

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

44. MEMBER INCIDENCES

45. 1 86 81; 2 1 2; 3 87 82; 4 86 95; 5 77 80; 6 11 20; 7 11 7; 8 77 50; 10 125

46. 11 78 75; 12 79 78; 13 79 80; 14 13 19; 15 13 18; 16 79 14; 17 13 15; 18

80 16

47. 19 18 17; 20 16 104; 21 17 105; 22 14 104; 23 15 105; 24 26 29; 25 25 32

48. 29 104 30; 30 5 2; 32 9 10; 33 7 1; 35 7 10; 36 23 11; 37 23 26; 38 87 96

49. 39 40 42; 40 40 41; 41 43 44; 42 43 45; 43 75 74; 44 47 49; 45 49 103

50. 46 79 76; 47 51 93; 48 25 21; 49 55 56; 50 55 57; 51 25 55; 52 59 60; 53

59 61

51. 54 2 59; 55 50 62; 56 64 66; 57 65 67; 58 64 68; 59 69 94; 60 53 63; 61 29

36

52. 62 32 39; 63 29 34; 64 81 77; 65 82 78; 66 81 85; 69 84 82; 70 95 96; 73

67 88

53. 74 23 89; 75 24 90; 76 26 91; 77 27 92; 78 91 89; 79 89 90; 80 90 92; 81

91 92

54. 83 93 52; 84 94 99; 85 31 105; 86 58 70; 87 80 71; 88 14 100; 89 16 101

55. 90 17 24; 91 15 22; 92 26 27; 93 27 28; 94 23 24; 95 21 12; 96 24 22; 97

27 34

56. 98 27 24; 99 24 18; 100 13 22; 101 33 32; 102 34 35; 103 28 25; 104 22 21

57. 105 22 28; 106 74 54; 107 85 84; 108 85 95; 109 84 96; 111 71 58; 114 34

37

58. 115 33 28; 116 33 46; 117 76 72; 118 9 5; 119 9 94; 121 94 19; 122 95 40

59. 123 96 43; 126 40 102; 127 49 75; 128 73 93; 130 64 20; 131 10 64; 132 76

75

60. 133 72 100; 134 71 101; 135 101 37; 136 100 46; 137 102 43; 138 62 67

61. 139 62 58; 140 38 67; 141 19 12; 142 20 18; 143 19 22; 144 20 24; 145 36

50

62. 146 37 58; 147 36 38; 148 38 37; 150 39 54; 151 46 53; 152 46 48; 153 72

53

63. 154 72 73; 155 48 39; 156 93 63; 158 73 74; 159 63 54; 162 106 16; 163 14107

64. 164 108 17; 165 15 109; 166 70 53; 167 35 33; 168 70 35; 169 102 95

65. 170 102 96; 171 30 31; 172 31 111; 173 30 110

66. ************************** USER TABLE DEFINATION ************************

67. START USER TABLE

68. TABLE 1

69. UNIT METER KN

70. GENERAL

71. RIGIDSECTION

72. 0.04368 0.0001 0.0001 0.0001 0.0001 0.0203 0.0203 0.0203 0.0001 0.0001 -

73. 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001


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74. END

75. ************************** MATERIAL DEFINATION **************************

76. DEFINE MATERIAL START

77. ISOTROPIC STEEL

78. E 1.99947E+008

79. POISSON 0.380. DENSITY 76.8191

81. ALPHA 6.5E-006

82. DAMP 0.03

83. ISOTROPIC CONCRETE

84. E 2.17184E+007

85. POISSON 0.17

86. DENSITY 23.5615

87. ALPHA 5.5E-006

88. DAMP 0.05

89. ISOTROPIC ZERO-DENSITY

90. E 1.99947E+008

91. POISSON 0.3

92. DENSITY 0.001

93. ALPHA 6.5E-00694. DAMP 0.03

95. END DEFINE MATERIAL

96. ************************** MATERIAL CONSTANTS

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


97. CONSTANTS

98. BETA 90 MEMB 51 54 74 TO 77 122 123 127 133 134

99. BETA 180 MEMB 49 52 56

100. ************************** MATERIAL ASSIGNMENT **************************

101. MATERIAL STEEL MEMB 1 TO 8 10 TO 25 29 30 32 33 35 TO 66 69 70 73 TO 81 83

-

102. 84 TO 109 111 114 TO 119 121 TO 123 126 TO 128 130 TO 148 150 TO 156 158

159 -

103. 162 TO 170

104. MATERIAL ZERO-DENSITY MEMB 171 TO 173

105. ************************** MEMBER PROPERTY ASSIGNMENT

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

106. MEMBER PROPERTY BRITISH

107. 1 TO 4 7 8 10 11 24 25 30 33 36 TO 38 43 48 61 62 64 65 70 95 106 145 -

108. 150 TABLE ST UB305X165X40

109. 39 TO 42 44 45 47 49 TO 54 56 TO 59 73 TO 77 83 84 88 TO 91 119 121 TO 123

-

110. 126 TO 128 130 131 133 TO 137 140 143 144 156 169 -

111. 170 TABLE ST UC152X152X23


113. 171 TABLE ST PIPE OD 2.21 ID 2.186

114. 29 85 UPTABLE 1 RIGIDSECTION115. 5 6 12 TO 23 141 142 162 TO 165 TABLE ST UC305X305X97

116. 78 TO 81 168 TABLE ST CH125X65X15


118. 32 35 63 92 TO 94 96 TO 98 101 TO 105 108 109 114 TO 116 118 132 146 TO

148 -

119. 151 152 154 155 158 167 TABLE ST UB203X133X25

120. 138 TABLE ST UC203X203X46

121. 46 55 60 66 69 86 87 99 100 107 111 117 139 153 159 166 TABLE ST

UB254X146X31

122. MEMBER PROPERTY

123. 172 173 PRIS YD 0.05 ZD 0.05


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169. 55 60 63 86 101 102 139 159 166 167 UNI 2.1

170. *** 100 % LIVE LOAD SKID ****

171. MEMBER WEIGHT

172. 2 4 38 70 UNI 2.65

173. 32 35 66 69 92 TO 94 96 103 104 107 118 UNI 5.5

174. 5 6 12 TO 15 141 142 UNI 6175. 55 60 63 86 101 102 139 159 166 167 UNI 7

176. **** SMALL PLATFORM LIVE LOAD MASS ***

177. 79 81 UNI 4.5

178. ************************ BASIC LOAD CASES ******************************

179.

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

180. LOAD 1 LOADTYPE NONE TITLE EQX EARTH QUAKE LOAD IN X DIRECTION

181. IBC LOAD X 1

182. JOINT LOAD

183. 104 105 FX 64

184. JOINT LOAD

185. 104 105 MZ -90

186. 110 111 FX 4

187.*******************************************************************************

188. LOAD 2 LOADTYPE NONE TITLE EQZ EARTH QUAKE LOAD IN Z DIRECTION

189. IBC LOAD Z 1

190. MEMBER LOAD

191. 20 TO 23 162 TO 165 UNI GZ 14.5

192. 20 TO 23 162 TO 165 UMOM GX 20.2

193. JOINT LOAD

194. 110 111 FZ 3.7

195.

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


196. LOAD 3 DC DEAD LOAD EMPTY EQPT + EMPTY PIPING

197. ** SELF WT INCREASED FOR CONNECTIONS 5% *****

198. SELFWEIGHT Y -1.05

199. **DEAD LOAD OF GRATING (SPAN 1.4 M MAX) CONSIDERED AS 1 KN/M2

200. **(INCLUDES FIRE PROOFING LOAD & CABLE TRAY LOAD IF ANY)

201. MEMBER LOAD

202. 2 4 38 70 UNI GY -0.53

203. 32 35 66 69 92 TO 94 96 103 104 107 118 UNI GY -1.1

204. 5 6 12 TO 15 141 142 UNI GY -1.2

205. 55 60 63 86 101 102 139 159 166 167 UNI GY -1.4

206. **DEAD LOAD OF GRATING SMALL PLATF (SPAN 0.9 M MAX) CONSIDERED AS 1 KN/M2

207. 79 81 UNI GY -0.45

208. *** CONSIDERING EMPTY WEIGHT = 0.50 X OPERATING -

209. ***FOR BIG BORE PIPING MORE THAN 10" TO 12" LINE

210. JOINT LOAD

211. 67 FY -4.5212. 64 FY -5

213. 40 FY -7.5

214. 43 FY -20

215. 93 FY -12.5

216. 94 FY -17.5

217. 49 FY -2.5

218. 55 FY -2.5

219. 59 FY -2.5

220. *** CONSIDERING EMPTY WEIGHT = 0.80 X OPERATING

221. ***- FOR SMALL PIPING LESS THAN 10" TO 12" LINE

222. *** OPERATING LOAD PIPING SMALL BORE LINE 1.5 KN/M2


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224. *** FOR PIPING 1.4 X 1.5 X 0.8 =1.7

225. MEMBER LOAD

226. 2 4 38 70 UNI GY -0.64

227. 32 35 66 69 92 TO 94 96 103 104 107 118 UNI GY -1.32

228. 5 6 12 TO 15 141 142 UNI GY -1.45229. 55 60 63 86 101 102 139 159 166 167 UNI GY -1.7

230. ** EMPTY LOAD OF PLATFORM (UNMODELLED) ***

231. JOINT LOAD

232. 110 111 FY -10

233. ** EMPTY LOAD OF VESSEL (UNMODELLED) ***

234. JOINT LOAD

235. 30 31 FY -45.5

236. *** LADDER LOAD (UNMODELLED)

237. 23 FY -7

238.

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

239. LOAD 4 DOVP OPERATING ( WEIGHT OF EQPT + PIPING CONTENT)

240. **** OPERATING LOAD PIPING BIG BORE **

241. **** DC+ DOVP IS COMBINED IN COMBINATIONS SO DOVP HERE IS CONSIDERED ,242. ***ONLY 50% VERTICAL(FY 50%) & 100 % HORIZONTAL (FX & FZ FULL)

243. JOINT LOAD

244. 67 FX 3 FY -4.5 FZ 3

245. 64 FX 3 FY -5 FZ 3

246. 40 FX 4.5 FY -7.5 FZ 4.5

247. 43 FX 12 FY -20 FZ 12

248. 93 FX 7.5 FY -12.5 FZ 7.5

249. 94 FX 10 FY -17.5 FZ 11

250. 49 FX 1.5 FY -2.5 FZ 1.5

251. 55 FX 1.5 FY -2.5 FZ 1.5


252. 59 FX 1.5 FY -2.5 FZ 1.5

253. *** OPERATING LOAD PIPING SMALL BORE LINE 1.5 KN/M2***

254. *** CONSIDERING FLUID WEIGHT OF SMALL LINES = 0.20 X OPERATING

255. *** FOR PIPING 1.4 X 1.5X0.2 = 0.42

256. MEMBER LOAD

257. 2 4 38 70 UNI GY -0.16

258. 32 35 66 69 92 TO 94 96 103 104 107 118 UNI GY -0.33

259. 5 6 12 TO 15 141 142 UNI GY -0.36

260. 55 60 63 86 101 102 139 159 166 167 UNI GY -0.42

261. JOINT LOAD

262. *** FRICTIONAL (LATERAL) LOAD PIPING SMALL BORE LINE LOAD PIPING 30% X 1.5

KN/M

263. **** VESSEL FLUID LOAD *** FLULD = OP - EMPTY = 495-91 =404

264. ** DIVIDED INTO TWO LEGS 404/2 = 202

265. 30 31 FY -202

266. **** PLATFORM FLUID LOAD ***267. 110 111 FY -15

268. *********************************************************************

269. LOAD 5 LIVE LOAD

270. **** CONSIDERING LIVE LOAD 5 KN/ M2 FOR OPERATING PLATFORM

271. MEMBER LOAD

272. 2 4 38 70 UNI GY -2.65

273. 32 35 66 69 92 TO 94 96 103 104 107 118 UNI GY -5.5

274. 5 6 12 TO 15 141 142 UNI GY -6

275. 55 60 63 86 101 102 139 159 166 167 UNI GY -7

276. **** EQUIPMENT MOUNTED PLATFORM LIVE LOAD ***

277. JOINT LOAD


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391. 3 1.0 1 -0.134

392. LOAD COMB 209 EQPT EMPTY + 0% LIVE LOAD - EQZ

393. 3 1.0 2 0.134

394. LOAD COMB 210 EQPT EMPTY + 0% LIVE LOAD - EQZ

395. 3 1.0 2 -0.134

396. *****397. LOAD COMB 211 EQPT EMPTY + 0% LIVE LOAD + WLX

398. 3 1.0 6 1.0

399. LOAD COMB 212 EQPT EMPTY + 0% LIVE LOAD - WLX

400. 3 1.0 6 -1.0

401. LOAD COMB 213 EQPT EMPTY + 0% LIVE LOAD + WLZ

402. 3 1.0 7 1.0

403. LOAD COMB 214 EQPT EMPTY + 0% LIVE LOAD - WLZ

404. 3 1.0 7 -1.0

405. *****

406. LOAD COMB 215 TEST + FULL LIVE LOAD + 50 % WLX

407. 8 1.0 5 1.0 6 0.5

408. LOAD COMB 216 TEST + FULL LIVE LOAD - 50 % WLX

409. 8 1.0 5 1.0 6 -0.5

410. LOAD COMB 217 TEST + FULL LIVE LOAD + 50 % WLZ411. 8 1.0 5 1.0 7 0.5

412. LOAD COMB 218 TEST + FULL LIVE LOAD - 50 % WLZ

413. 8 1.0 5 1.0 7 -0.5

414. ******************* OVERSTRENGTH LRFD

COMBINATIONS****************************

415. ***

416. LOAD COMB 301 OPERATING + FULL LIVE LOAD + OMEGA X EQX

417. 3 1.2 4 1.2 5 1.0 1 2.5

418. LOAD COMB 302 OPERATING + FULL LIVE LOAD - OMEGA X EQX

419. 3 1.2 4 1.2 5 1.0 1 -2.5


420. LOAD COMB 303 OPERATING + FULL LIVE LOAD + OMEGA X EQZ

421. 3 1.2 4 1.2 5 1.0 2 2.5

422. LOAD COMB 304 OPERATING + FULL LIVE LOAD - OMEGA X EQZ

423. 3 1.2 4 1.2 5 1.0 2 -2.5

424.

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

425. PERFORM ANALYSIS PRINT STATIC CHECK

P R O B L E M S T A T I S T I C S

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

NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 104/ 151/ 10

ORIGINAL/FINAL BAND-WIDTH= 91/ 12/ 78 DOF

TOTAL PRIMARY LOAD CASES = 8, TOTAL DEGREES OF FREEDOM = 602SIZE OF STIFFNESS MATRIX = 47 DOUBLE KILO-WORDS

REQRD/AVAIL. DISK SPACE = 12.8/ 454179.4 MB


**WARNING: IF THIS UBC/IBC ANALYSIS HAS TENSION/COMPRESSION

OR REPEAT LOAD OR RE-ANALYSIS OR SELECT OPTIMIZE, THEN EACH

UBC/IBC CASE SHOULD BE FOLLOWED BY PERFORM ANALYSIS & CHANGE.


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

* IBC 2006 SEISMIC LOAD ALONG X : ** CT = 0.020 Cu = 1.580 *

* TIME PERIODS : *

* Ta = 0.131 T = 0.254 Tuser = 0.000 *

* TIME PERIOD USED (T) = 0.207 *

* Cs LIMITS : LOWER = 0.010 UPPER = 0.322 *

* LOAD FACTOR = 1.000 *

* DESIGN BASE SHEAR = 1.000 X 0.111 X 647.34 *

* = 71.93 KN *

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

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

* IBC 2006 SEISMIC LOAD ALONG Z : *

* CT = 0.020 Cu = 1.580 *

* TIME PERIODS : *

* Ta = 0.131 T = 0.256 Tuser = 0.000 *

* TIME PERIOD USED (T) = 0.207 *

* Cs LIMITS : LOWER = 0.010 UPPER = 0.322 *

* LOAD FACTOR = 1.000 *

* DESIGN BASE SHEAR = 1.000 X 0.111 X 647.34 *

* = 71.93 KN *

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

*** LOADING 1 : ADDITIONAL APPLIED FORCES AND MOMENTS ABOUT ORIGIN

DUE TO SEISMIC LOADS(KN ,METE)

FORCE-X = 71.90 FORCE-Y = 0.00 FORCE-Z = 0.00

MOM-X = 0.00 MOM-Y = 381.78 MOM-Z = -168.06

*** LOADING 2 : ADDITIONAL APPLIED FORCES AND MOMENTS ABOUT ORIGIN

DUE TO SEISMIC LOADS(KN ,METE)

FORCE-X = 0.00 FORCE-Y = 0.00 FORCE-Z = 71.90

MOM-X = 168.06 MOM-Y = -142.66 MOM-Z = 0.00

STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 1

LOADTYPE NONE TITLE EQX EARTH QUAKE LOAD IN X DIRECTION


***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 1 )

SUMMATION FORCE-X = 207.90

SUMMATION FORCE-Y = 0.00


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SUMMATION FORCE-Z = 0.00

SUMMATION OF MOMENTS AROUND THE ORIGIN-

MX= 0.00 MY= 1132.50 MZ= -525.10

***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 1 )

SUMMATION FORCE-X = -207.90




MX= 0.00 MY= -1132.50 MZ= 525.10

MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 1)

MAXIMUMS AT NODE

X = 1.97068E+00 110

Y = 5.98199E-02 106

Z = -3.12212E-02 69RX= -2.35364E-04 18

RY= 4.92978E-04 69

RZ= -1.61884E-02 110


LOADTYPE NONE TITLE EQZ EARTH QUAKE LOAD IN Z DIRECTION






MX= 359.75 MY= -274.82 MZ= 0.00




SUMMATION FORCE-Z = -143.83


MX= -359.75 MY= 274.82 MZ= 0.00



MAXIMUMS AT NODE

X = -2.45162E-01 89

Y = 1.65907E-01 22

Z = 1.79438E+00 110

RX= 1.39602E-02 110

RY= 6.47624E-04 14

RZ= -1.62060E-03 21


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DC DEAD LOAD EMPTY EQPT + EMPTY PIPING


SUMMATION FORCE-X = 0.00SUMMATION FORCE-Y = -340.30



MX= 1813.14 MY= 0.00 MZ= -668.05






MX= -1813.14 MY= 0.00 MZ= 668.05


MAXIMUMS AT NODE

X = 1.67140E-01 89

Y = -1.74454E-01 35

Z = 4.86181E-02 69

RX= 5.10554E-04 69

RY= -4.35931E-04 100

RZ= 1.77339E-03 5


DOVP OPERATING ( WEIGHT OF EQPT + PIPING CONTENT)



SUMMATION FORCE-Y = -520.13



MX= 2834.63 MY= 78.64 MZ= -1055.61


***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 4 )SUMMATION FORCE-X = -44.50




MX= -2834.63 MY= -78.64 MZ= 1055.61


MAXIMUMS AT NODE

X = 1.06265E-01 68


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Y = -2.48451E-01 110

Z = 3.11114E-01 43

RX= 3.19891E-03 45

RY= 1.03872E-03 99

RZ= -1.66415E-03 77


LIVE LOAD






MX= 1506.24 MY= 0.00 MZ= -481.19






MX= -1506.24 MY= 0.00 MZ= 481.19


MAXIMUMS AT NODE

X = 3.02019E-01 89

Y = -2.93627E-01 35

Z = -9.79057E-02 108

RX= 9.75644E-04 85

RY= -7.16362E-04 100

RZ= 2.48503E-03 32


LOADTYPE NONE TITLE WL(X) WIND IN X DIRECTION







MX= 0.00 MY= 260.07 MZ= -78.15


SUMMATION FORCE-X = -44.71




MX= 0.00 MY= -260.07 MZ= 78.15


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MAXIMUMS AT NODE

X = 4.39730E-01 110

Y = 1.77919E-02 99Z = -9.41386E-03 69

RX= -4.65204E-05 69

RY= 2.44188E-04 69

RZ= -6.11280E-03 110


LOADTYPE NONE TITLE WL(Z) WIND IN Z DIRECTION






MX= 56.18 MY= -73.62 MZ= 0.00






MX= -56.18 MY= 73.62 MZ= 0.00



MAXIMUMS AT NODE

X = -3.40313E-02 89

Y = 4.58134E-02 42

Z = 5.27584E-01 110

RX= 7.46217E-03 110

RY= 1.66662E-04 96

RZ= 3.24163E-04 82


TEST (WEIGHT OF EQPT + PIPING CONTENT)






MX= 2163.84 MY= 0.00 MZ= -723.63


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SUMMATION OF MOMENTS AROUND THE ORIGIN-MX= -2163.84 MY= 0.00 MZ= 723.63


MAXIMUMS AT NODE

X = 8.42588E-02 91

Y = -2.22024E-01 30

Z = 7.71869E-02 108

RX= 6.75888E-04 17

RY= 4.11667E-04 99

RZ= -1.49966E-03 77

************ END OF DATA FROM INTERNAL STORAGE ************


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PART-II lifting analysis during erection at site.


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TABLE OF CONTENTS

S

r

.

N

o

.

Description

PageNo.

1 Introduction

2 Scope

3 References4 Analysis

5 Geometry

6 Loads

7 Load Combinations

8 Steel Design

Annexures:

Annexure A : Design of Spreader Lifting Beam

Annexure B: Design of Padeye

Annexure C: Piping Load Data


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3) References

DOCUMENT I-MC-7050.30-1230-140-DHM-001-PART I

4) Analysis

The structural analysis shall be carried out using STAAD software.

Structure shall be modeled as space frame.

Equipment is supported on steel frame.

Lifting arrangement consists of Padeyes, spreader beam and slings.

All empty pipes on skid frame and their supports, empty equipment, cable tray

supports are included in the module to be lifted.

5) Geometry:

Model 3D Rendered View

Model Geometry


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Node Numbers

For Skid, Pipe Supports, Platform – Refer DOCUMENT I-MC-7050.30-1230-140-DHM-001-

PART -I

Lifting arrangement


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Beam Numbers

For Skid, Pipe Supports, Platform – Refer DOCUMENT I-MC-7050.30-1230-140-DHM-001-PART-I

Lifting arrangement


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Sling Property

CIR 0.05


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Pinned Support Fixed But Support

Note: Very weak springs are assigned as supports for stability of the model.

6) Loads

Only Dead Load is considered for lifting analysis.

Self-weight

Appropriate densities are defined for the structural members from which self-weights

are automatically generated by STAAD and to take into self-weight of connections, density

of steel material is increased by 5%.

Grating Load

Grating self weight considered as 1 kN/m2 (includes fire-proofing and cable-tray load if any)

Let span of grating = S

UDL on beams = (1 x S)/2

{For clarity Pipe Supports, Saddle Supports and Small Platform has not been shown}


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UDL on beams due to grating = (0.9 x 1)/2 = 0.45 kN/m2


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Pipe Support Loads at Empty Condition (Refer Annexure A)

Big Bore Pipes (>10” to 12” ф line)


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Empty Load of Vessel

Empty Load of Vessel = 91 kN (Refer DOCUMENT I-MC-7050.30-1230-140-DHM-001-PART-I)

Platform supported on vessel is not considered. This platform is entirely bolted and shall be erected

at site.


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Ladder Load


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7) Load Combinations

As per staad.pro input file

Note – Reference for lifting factor: Guidelines for lifting operations by floating crane vessels

[Technical Policy Board – 0027 Noble Denton]


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Total load factor is 1.3 x 1.6 x 1.1 = 2.3 for each clause above. The stress check is done forall the members of skid including lifting assembly for the factored loads.

8) Steel Design

(a) Steel Design Parameters

Refer DOCUMENT I-MC-7050.30-1230-140-DHM-001

(b) Steel Design Stress Ratio

Skid

Pipe Supports, Saddle Supports and Small Platform


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Factored load, W = 76.3 Tonnes

Spreading Length, L = 3.634 m

Safety factor in Compression = 1.0

Yield stress of the beam material = 275 Mpa

Allowable tensile stress = 275 * 0.5 = 137.5 MPa

Elastic Modulus of the material = 2.1 x 105 MPa

Geometry of lifing solved using equations of static equilibrium is as follows:

(A) Design for Normal Stress (Direct Compressive Stress)

Considering equilibrium at Node B,

1) The vertical component of resolved P is balanced with W/2, hence

P*sin α = W/2

P*sin α = 376.7

P = 376.7/ (sin (180- α)/2)


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Annexture B

Design of Pad eye


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Annexture C

Piping Load Data


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LIFTING STAAD INPUT FILE

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

* *

* STAAD.Pro *

* Version 2007 Build 01 *

* Proprietary Program of *

* Research Engineers, Intl. *

* Date= JUL 12, 2012 *

* Time= 16:22:24 *

* *

* USER ID: Belleli *****************************************************

1. STAAD SPACE

INPUT FILE: skid 8 lifting new 1.STD

2. START JOB INFORMATION

3. ENGINEER DATE 19-JUNE-12

4. JOB NAME ITAU

5. JOB CLIENT PETROBRAS BOLIVIA SA.A

6. JOB NO 4914

7. JOB REV 0

8. ENGINEER NAME PRAKASH

9. CHECKER NAME AVINASH

10. CHECKER DATE 19-06-2012

11. END JOB INFORMATION

12. INPUT WIDTH 79

13.

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

14. UNIT METER KN

15. JOINT COORDINATES

16. 1 0 0 10.365; 2 3.634 0 10.365; 5 3.634 0 9.375; 7 0 0 9.375; 9 3.442

0 9.375

17. 10 0.27 0 9.375; 11 0 0 8.3; 12 3.634 0 8.3; 13 2.764 0 8.3; 14 2.764 1.15

2.1

18. 15 2.764 1.15 8.3; 16 0.909 1.15 2.1; 17 0.909 1.15 8.3; 18 0.909 0 8.3

19. 19 3.442 0 8.3; 20 0.27 0 8.3; 21 3.634 0 7.07; 22 2.764 0 7.07

20. 23 0 0 7.06501; 24 0.909 0 7.06501; 25 3.634 0 6.18; 26 0 0 6.18

21. 27 0.909 0 6.18; 28 2.764 0 6.18; 29 0 0 4.875; 30 1.846 2.85 2.122. 31 1.846 2.85 8.30002; 32 3.634 0 4.875; 33 2.764 0 4.875; 34 0.909 0

.875

23. 35 1.8365 0 4.875; 36 0 0 4.215; 37 0.909 0 4.215; 38 0.27 0 4.215

24. 39 3.634 0 4.215; 40 1.042 0.9 0; 41 1.042 0.9 0.28; 42 1.042 0.9 -0.32

25. 43 2.764 0.9 0; 44 2.764 0.9 -0.32; 45 2.764 0.9 0.28; 46 2.764 0 4.215

26. 47 3.634 0.6 2.9; 48 3.442 0 4.215; 49 3.634 0.6 2.695; 50 0 0 3.47

27. 51 3.634 0.9 3.03; 52 3.157 0.9 3.0345; 53 2.764 0 3.47; 54 3.634 0 3.47

28. 55 3.634 0.6 6.18; 56 3.634 0.6 5.98; 57 3.634 0.6 6.38; 58 0.909 0 3.47

29. 59 3.634 0.6 10.365; 60 3.634 0.6 10.19; 61 3.634 0.6 10.54; 62 0.27

0 3.47

30. 63 3.4421 0 3.47; 64 0.27 0.7 9.375; 65 -0.03 0.58 3.47; 66 0.617 0.7


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9.375

31. 67 0.27 0.58 3.47; 68 -0.083 0.7 9.375; 69 3.717 0.9 9.375; 70 1.8365 0

3.47

32. 71 0.909 0 3.035; 72 2.764 0 3.035; 73 3.442 0 3.035; 74 3.634 0 3.034

33. 75 3.634 0 2.695; 76 2.764 0 2.695; 77 0 0 2.1; 78 3.634 0 2.1; 79 2.764 0

2.134. 80 0.909 0 2.1; 81 0 0 1.055; 82 3.634 0 1.055; 84 2.764 0 1.055

35. 85 1.042 0 1.055; 86 0 0 0; 87 3.634 0 0; 88 0.57 0.58 3.47; 89 0 1.95

7.065

36. 90 0.909 1.95 7.065; 91 0 1.95 6.18; 92 0.909 1.95 6.18; 93 3.442 0.9

3.035

37. 94 3.442 0.9 9.375; 95 1.042 0 0; 96 2.764 0 0; 99 3.167 0.9 9.375

38. 100 2.764 1.15 3.035; 101 0.909 1.15 3.035; 102 1.932 0.9 0

39. 103 3.634 0.6 2.49; 104 1.846 1.15 2.1; 105 1.8465 1.15 8.3

40. 106 0.724 1.15 2.1; 107 2.949 1.15 2.1; 108 0.724 1.15 8.3


41. 109 2.949 1.15 8.30002; 110 0 7.00001 4.87277; 111 3.63401 7.00001 4.87277

42. 114 2.0124 10.2 4.87277; 115 0 0 1.8; 116 3.63401 0 1.8; 117 0 0 8.60002

43. 118 3.63401 0 8.6000244.

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

45. MEMBER INCIDENCES

46. 1 86 81; 2 1 2; 3 87 82; 4 86 95; 5 77 80; 6 11 20; 7 11 117; 8 77 50

47. 10 12 118; 11 78 75; 12 79 78; 13 79 80; 14 13 19; 15 13 18; 16 79 14

48. 17 13 15; 18 80 16; 19 18 17; 20 16 104; 21 17 105; 22 14 104; 23 15 105

49. 24 26 29; 25 25 32; 29 104 30; 30 5 2; 32 9 10; 33 7 1; 35 7 10; 36 23 11

50. 37 23 26; 38 87 96; 39 40 42; 40 40 41; 41 43 44; 42 43 45; 43 75 74; 44

47 49

51. 46 79 76; 47 51 93; 48 25 21; 49 55 56; 50 55 57; 51 25 55; 52 59 60; 53

59 61

52. 54 2 59; 55 50 62; 56 64 66; 57 65 67; 58 64 68; 59 69 94; 60 53 63; 61 29

36

53. 62 32 39; 63 29 34; 64 81 115; 65 82 116; 66 81 85; 69 84 82; 70 95 96

54. 73 67 88; 74 23 89; 75 24 90; 76 26 91; 77 27 92; 78 91 89; 79 89 90; 80

90 92

55. 81 91 92; 83 93 52; 84 94 99; 85 31 105; 86 58 70; 87 80 71; 88 14 100

56. 89 16 101; 90 17 24; 91 15 22; 92 26 27; 93 27 28; 94 23 24; 95 21 12

57. 96 24 22; 97 27 34; 98 27 24; 99 24 18; 100 13 22; 101 33 32; 102 34 35

58. 103 28 25; 104 22 21; 105 22 28; 106 74 54; 107 85 84; 108 85 95; 109 84

96

59. 111 71 58; 114 34 37; 115 33 28; 116 33 46; 117 76 72; 118 9 5; 119 9 94

60. 121 94 19; 122 95 40; 123 96 43; 126 40 102; 127 49 75; 128 73 93; 130 64

20

61. 131 10 64; 132 76 75; 133 72 100; 134 71 101; 135 101 37; 136 100 46

62. 137 102 43; 138 62 67; 139 62 58; 140 38 67; 141 19 12; 142 20 18; 143 19

22

63. 144 20 24; 145 36 50; 146 37 58; 147 36 38; 148 38 37; 150 39 54; 151 46

5364. 152 46 48; 153 72 53; 154 72 73; 155 48 39; 156 93 63; 158 73 74; 159 63

54

65. 162 106 16; 163 14 107; 164 108 17; 165 15 109; 166 70 53; 167 35 33

66. 168 70 35; 169 102 95; 170 102 96; 171 30 31; 172 115 110; 173 110 117

67. 174 110 111; 175 111 116; 176 111 118; 177 110 114; 178 114 111; 179 115

77

68. 180 117 7; 181 118 5; 182 116 78; 184 49 103

69. ************************** USER TABLE DEFINITION ************************

70. START USER TABLE

71. TABLE 1

72. UNIT METER KN


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73. GENERAL

74. RIGIDSECTION

75. 0.04368 0.0001 0.0001 0.0001 0.0001 0.0203 0.0203 0.0203 0.0001 0.0001 -

76. 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001

77. END

78. ************************** MATERIAL DEFINITION **************************79. DEFINE MATERIAL START

80. ISOTROPIC STEEL

81. E 1.99947E+008

82. POISSON 0.3

83. DENSITY 76.8191

84. ALPHA 6.5E-006

85. DAMP 0.03

86. ISOTROPIC CONCRETE

87. E 2.17184E+007

88. POISSON 0.17

89. DENSITY 23.5615

90. ALPHA 5.5E-006

91. DAMP 0.05

92. ISOTROPIC ZERO-DENSITY93. E 1.99947E+008

94. POISSON 0.3

95. DENSITY 0.001

96. ALPHA 6.5E-006


97. DAMP 0.03

98. END DEFINE MATERIAL

99. ************************** MATERIAL CONSTANTS

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

100. CONSTANTS

101. BETA 90 MEMB 51 54 74 TO 77 122 123 127 133 134

102. BETA 180 MEMB 49 52 56

103. ************************** MATERIAL ASSIGNMENT **************************

104. MATERIAL STEEL MEMB 1 TO 8 10 TO 25 30 32 33 35 TO 44 46 TO 66 69 70 -

105. 73 TO 81 83 84 86 TO 109 111 114 TO 119 121 TO 123 126 TO 128 130 TO 148 -

106. 150 TO 156 158 159 162 TO 170 172 TO 182 184

107. MATERIAL ZERO-DENSITY MEMB 29 85 171

108. ************************** MEMBER PROPERTY ASSIGNMENT

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


110. 1 TO 4 7 8 10 11 24 25 30 33 36 TO 38 43 48 61 62 64 65 70 95 106 145 150

-

111. 179 TO 182 TABLE ST UB305X165X40

112. 39 TO 42 44 47 49 TO 54 56 TO 59 73 TO 77 83 84 88 TO 91 119 121 TO 123

126 -

113. 127 TO 128 130 131 133 TO 137 140 143 144 156 169 170 -

114. 184 TABLE ST UC152X152X23

115. MEMBER PROPERTY BRITISH116. 171 TABLE ST PIPE OD 2.21 ID 2.186

117. 29 85 UPTABLE 1 RIGIDSECTION

118. 5 6 12 TO 23 141 142 162 TO 165 TABLE ST UC305X305X97

119. 78 TO 81 168 TABLE ST CH125X65X15


121. 32 35 63 92 TO 94 96 TO 98 101 TO 105 108 109 114 TO 116 118 132 146 TO

148 -

122. 151 152 154 155 158 167 TABLE ST UB203X133X25

123. 138 TABLE ST UC203X203X46

124. 46 55 60 66 69 86 87 99 100 107 111 117 139 153 159 166 TABLE ST

UB254X146X31


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125. 174 TABLE ST UC203X203X46


127. 172 173 175 TO 178 PRIS YD 0.05

128. *************************** SUPPORTS *************************************

129. SUPPORTS

130. 114 PINNED131. 2 86 FIXED BUT FY MX MY MZ KFX 0.25 KFZ 0.25

132. *************************** SEISMIC DEFINITIONS

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

133. *MEMBER CABLE

134. *172 173 175 TO 178 TENSION 0

135. *DEFINE IBC 2006

136. *SS 0.25 S1 0.1 I 1.25 RX 3 RZ 3 SCLASS 4 CT 0.0488 PX 0 PZ 0 TL 12 FA 1.6

FV 2

137. *SELFWEIGHT

138. *JOINT WEIGHT

139. *** PIPING MASS*********

140. **** PIPING DOP LOAD FOR BIG BORE LINES***

141. *67 WEIGHT 9

142. *64 WEIGHT 10143. *40 WEIGHT 15

144. *43 WEIGHT 40

145. *93 WEIGHT 25

146. *94 WEIGHT 35

147. *49 WEIGHT 5

148. *55 WEIGHT 5

149. *59 WEIGHT 5

150. *30 31 WEIGHT 25

151. *30 31 WEIGHT 7

152. ****** VESSEL MASS****NO NEED TO PUT BECAUSE SEISMIC FORCES ARE DIRECTLY

APPLIE


153. **** AS GIVEN BY VESSEL INPUT ***

154. ***** EQUIPMENT SUPPORTED PLATFORM MASS ***

155. ***** DEAD LOAD MASS**********

156. *MEMBER WEIGHT

157. **** DEAD WEIGHT *** GRATING

158. *5 12 TO 15 35 55 60 63 69 86 92 TO 94 96 101 TO 104 107 118 139 142 159

166 -

159. *167 UNI 1.4

160. *4 38 70 UNI 0.7

161. **** VERTICAL PIPING LOAD SMALL BORE LINE IN Y DIRECTION 1.5 KN /M2

162. *5 12 TO 15 35 55 60 63 69 86 92 TO 94 96 101 TO 104 107 118 139 141 142

159 -

163. *166 167 UNI 0.9

164. *4 38 70 UNI 1.5

165. **** 100 % LIVE LOAD SKID ****

166. *MEMBER WEIGHT167. *5 6 12 TO 15 35 55 60 63 69 86 92 TO 94 96 101 TO 104 107 118 139 141 142

-

168. *159 166 167 UNI 7

169. *4 38 70 UNI 3.5

170. ***** SMALL PLATFORM LIVE LOAD MASS ***

171. *79 81 UNI 4.5

172. ************************* BASIC LOAD CASES ******************************

173.

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

174. *LOAD 1 LOADTYPE NONE TITLE EQX EARTH QUAKE LOAD IN X DIRECTION

175. *IBC LOAD X 1


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176. *JOINT LOAD

177. *104 105 FX 64

178. *JOINT LOAD

179. *104 105 MZ -90

180.

*******************************************************************************181. *LOAD 2 LOADTYPE NONE TITLE EQZ EARTH QUAKE LOAD IN Z DIRECTION

182. *IBC LOAD Z 1

183. *MEMBER LOAD

184. *20 TO 23 162 TO 165 UNI GZ 14.5

185. *20 TO 23 162 TO 165 UMOM GX 20.2

186.

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

187. LOAD 3 DC DEAD LOAD EMPTY EQPT + EMPTY PIPING

188. ** SELF WT INCREASED FOR CONNECTIONS 5% *****

189. SELFWEIGHT Y -1.05

190. **DEAD LOAD OF GRATING (SPAN 1.4 M MAX) CONSIDERED AS 1 KN/M2

191. **(INCLUDES FIRE PROOFING LOAD IF ANY)

192. MEMBER LOAD

193. 2 4 38 70 UNI GY -0.53194. 32 35 66 69 92 TO 94 96 103 104 107 118 UNI GY -1.1

195. 5 6 12 TO 15 141 142 UNI GY -1.2

196. 55 60 63 86 101 102 139 159 166 167 UNI GY -1.4

197. *DEAD LOAD OF GRATING SMALL PLATF (SPAN 0.9 M MAX) CONSIDERED AS 1 KN/M2

198. 79 81 UNI GY -0.45

199. ***EMPTY WEIGHT

200. ***FOR BIG BORE PIPING MORE THAN 10" TO 12" LINE

201. JOINT LOAD

202. 67 FY -4.5

203. 64 FY -3.5

204. 40 FY -10

205. 43 FY -23

206. 93 FY -19

207. 94 FY -20

208. 49 FY -2


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209. 55 FY -2

210. 59 FY -2


212. ***- FOR SMALL PIPING LESS THAN 10" TO 12" LINE213. *** OPERATING LOAD PIPING SMALL BORE LINE 1.5 KN/M2


215. *** FOR PIPING 1.4 X 1.5 X 0.8 =1.7

216. MEMBER LOAD

217. 2 4 38 70 UNI GY -0.64

218. 32 35 66 69 92 TO 94 96 103 104 107 118 UNI GY -1.32

219. 5 6 12 TO 15 141 142 UNI GY -1.45

220. 55 60 63 86 101 102 139 159 166 167 UNI GY -1.7

221. ** EMPTY LOAD OF PLATFORM (UNMODELLED) ***

222. JOINT LOAD

223. **30 31 FY -10

224. ** EMPTY LOAD OF VESSEL (UNMODELLED) ***

225. 30 31 FY -45.5

226. ***** LADDER LOAD (UNMODELLED)227. 23 FY -7

228.

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

229. *LOAD 4 DOVP OPERATING ( WEIGHT OF EQPT + PIPING CONTENT)

230. ***** OPERATING LOAD PIPING BIG BORE **

231. ***** DC+ DOVP IS COMBINED IN COMBINATIONS SO DOVP HERE IS CONSIDERED ,

232. ****ONLY 50% VERTICAL(FY 50%) & 100 % HORIZONTAL (FX & FZ FULL)

233. *JOINT LOAD

234. *67 FX 3 FY -4.5 FZ 3

235. *64 FX 3 FY -5 FZ 3

236. *40 FX 4.5 FY -7.5 FZ 4.5

237. *43 FX 12 FY -20 FZ 12

238. *93 FX 7.5 FY -12.5 FZ 7.5

239. *94 FX 10 FY -17.5 FZ 11

240. *49 FX 1.5 FY -2.5 FZ 1.5

241. *55 FX 1.5 FY -2.5 FZ 1.5

242. *59 FX 1.5 FY -2.5 FZ 1.5

243. **** OPERATING LOAD PIPING SMALL BORE LINE 1.5 KN/M2***

244. **** CONSIDERING FLUID WEIGHT OF SMALL LINES = 0.20 X OPERATING

245. **** FOR PIPING 1.4 X 1.5X0.2 = 0.42

246. *MEMBER LOAD

247. *5 6 12 TO 15 32 35 55 60 63 66 69 86 92 TO 94 96 101 TO 104 107 118 139

141 -

248. *142 159 166 167 UNI GY -0.42

249. *2 4 38 70 UNI GY -0.42

250. *JOINT LOAD

251. **** FRICTIONAL (LATERAL) LOAD PIPING SMALL BORE LINE LOAD PIPING 30% X

1.5 KN/

252. ***** VESSEL FLUID LOAD *** FLULD = OP - EMPTY = 495-91 =404253. *** DIVIDED INTO TWO LEGS 404/2 = 202

254. *30 31 FY -202

255. ***** PLATFORM FLUID LOAD ***

256. *30 31 FY -15

257. **********************************************************************

258. *LOAD 5 LIVE LOAD

259. ***** CONSIDERING LIVE LOAD 5 KN/ M2 FOR OPERATING PLATFORM

260. *MEMBER LOAD

261. *5 6 12 TO 15 32 35 55 60 63 66 69 86 92 TO 94 96 101 TO 104 107 118 139

141 -

262. *142 159 166 167 UNI GY -7


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263. *2 4 38 70 UNI GY -3.5

264. ***** EQUIPMENT MOUNTED PLATFORM LIVE LOAD ***


265. *JOINT LOAD

266. *30 31 FY -34267. ***** SMALL PLATFORM LIVE LOAD ***

268. *MEMBER LOAD

269. *79 81 UNI GY -4.5

270. *************************************************************************

271. *LOAD 6 LOADTYPE NONE TITLE WL(X) WIND IN X DIRECTION

272. **** WIND ON STRUCTURAL MEMBERS

273. *MEMBER LOAD

274. *74 TO 78 80 UNI GX 0.25

275. *16 TO 19 133 134 UNI GX 0.4

276. *39 TO 42 44 45 49 TO 54 90 91 121 TO 123 127 128 130 131 135 136 138 140

-

277. *156 UNI GX 0.25

278. **** WIND ON VESSEL

279. *JOINT LOAD280. *104 105 FX 10

281. *JOINT LOAD

282. *104 105 MZ -14

283. ***** WIND ON PIPE

284. *JOINT LOAD

285. *55 64 67 93 94 FX 2.3

286. ***********************************************************************

287. *LOAD 7 LOADTYPE NONE TITLE WL(Z) WIND IN Z DIRECTION

288. *MEMBER LOAD

289. *74 TO 77 79 81 UNI GZ 0.25

290. *16 TO 19 133 134 UNI GZ 0.4

291. *20 TO 23 UNI GZ 0.4

292. *47 51 54 56 TO 59 73 83 84 122 123 126 TO 128 131 137 138 UNI GZ 0.25

293. **** WIND ON VESSEL

294. *MEMBER LOAD

295. *20 TO 23 162 TO 165 UNI GZ 2.25

296. *20 TO 23 162 TO 165 UMOM GX 3.15

297. ***** WIND ON PIPE

298. *JOINT LOAD

299. *40 43 49 55 59 FZ 2.3

300. **************************************************************************

301. *LOAD 8 TEST (WEIGHT OF EQPT + PIPING CONTENT)

302. *JOINT LOAD

303. *30 31 FY -196

304. ******************* LOAD COMBINATIONS ***********************************

305. ******** LRFD LOAD COMBINATIONS**********

306. *** LIFTING FACTOR 1.1 (WEIGHT CONTINGENCY FACTOR) X 1.3 (ACCIDENTAL

CONSEQUENC

307. LOAD COMB 101 2.3 [DC] OPERATING 0% LIVE LOAD 0%308. 3 2.3

309. *****

310. *LOAD COMB 102 1.2 [DC + DOVP] + 1.6 [L] OPERATING FULL LIVE LOAD

311. *3 1.2 4 1.2 5 1.6

312. *LOAD COMB 103 OPERATING + FULL LIVE LOAD + EQX

313. *3 1.2 4 1.2 5 1.0 1 1.0

314. *LOAD COMB 104 OPERATING + FULL LIVE LOAD - EQX

315. *3 1.2 4 1.2 5 1.0 1 -1.0

316. *LOAD COMB 105 OPERATING + FULL LIVE LOAD + EQZ

317. *3 1.2 4 1.2 5 1.0 2 1.0

318. *LOAD COMB 106 OPERATING + FULL LIVE LOAD - EQZ


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319. *3 1.2 4 1.2 5 1.0 2 -1.0

320. ******


321. *LOAD COMB 107 EQPT EMPTY + 0% LIVE LOAD - EQX

322. *3 0.9 1 0.1875323. *LOAD COMB 108 EQPT EMPTY + 0% LIVE LOAD - EQX

324. *3 0.9 1 -0.1875

325. *LOAD COMB 109 EQPT EMPTY + 0% LIVE LOAD - EQZ

326. *3 0.9 2 0.1875


328. *3 0.9 2 -0.1875

329. ******


331. *3 0.9 1 1.0


333. *3 0.9 1 -1.0


335. *3 0.9 2 1.0

336. *LOAD COMB 114 EQPT EMPTY + 0% LIVE LOAD - EQZ337. *3 0.9 2 -1.0

338. *****

339. *LOAD COMB 115 EQPT EMPTY + 0% LIVE LOAD + WLX

340. *3 0.9 6 1.6

341. *LOAD COMB 116 EQPT EMPTY + 0% LIVE LOAD - WLX

342. *3 0.9 6 -1.6

343. *LOAD COMB 117 EQPT EMPTY + 0% LIVE LOAD + WLZ

344. *3 0.9 7 1.6

345. *LOAD COMB 118 EQPT EMPTY + 0% LIVE LOAD - WLZ

346. *3 0.9 7 -1.6

347. *******

348. *LOAD COMB 119 TEST + FULL LIVE LOAD + 50 % WLX

349. *8 1.2 5 1.2 6 0.6

350. *LOAD COMB 120 TEST + FULL LIVE LOAD - 50 % WLX

351. *8 1.2 5 1.2 6 -0.6

352. *LOAD COMB 121 TEST + FULL LIVE LOAD + 50 % WLZ

353. *8 1.2 5 1.2 7 0.6

354. *LOAD COMB 122 TEST + FULL LIVE LOAD - 50 % WLZ

355. *8 1.2 5 1.2 7 -0.6

356. ******************* SERVICEABILITY

COMBINATIONS****************************

357. *LOAD COMB 201 OPERATING 0 % LIVE LOAD

358. *3 1.0 4 1.0

359. ******

360. *LOAD COMB 202 OPERATING FULL LIVE LOAD

361. *3 1.0 4 1.0 5 1.0

362. *LOAD COMB 203 OPERATING + FULL LIVE LOAD + EQX

363. *3 1.0 4 1.0 5 1.0 1 0.714

364. *LOAD COMB 204 OPERATING + FULL LIVE LOAD - EQX365. *3 1.0 4 1.0 5 1.0 1 -0.714

366. *LOAD COMB 205 OPERATING + FULL LIVE LOAD + EQZ

367. *3 1.0 4 1.0 5 1.0 2 0.714

368. *LOAD COMB 206 OPERATING + FULL LIVE LOAD - EQZ

369. *3 1.0 4 1.0 5 1.0 2 -0.714

370. ******

371. ******


373. *3 1.0 1 0.134


375. *3 1.0 1 -0.134


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377. *3 1.0 2 0.134


379. *3 1.0 2 -0.134380. ******

381. *LOAD COMB 211 EQPT EMPTY + 0% LIVE LOAD + WLX

382. *3 1.0 6 1.0

383. *LOAD COMB 212 EQPT EMPTY + 0% LIVE LOAD - WLX

384. *3 1.0 6 -1.0

385. *LOAD COMB 213 EQPT EMPTY + 0% LIVE LOAD + WLZ

386. *3 1.0 7 1.0

387. *LOAD COMB 214 EQPT EMPTY + 0% LIVE LOAD - WLZ

388. *3 1.0 7 -1.0

389. ******

390. *LOAD COMB 215 TEST + FULL LIVE LOAD + 50 % WLX

391. *8 1.0 5 1.0 6 0.5

392. *LOAD COMB 216 TEST + FULL LIVE LOAD - 50 % WLX

393. *8 1.0 5 1.0 6 -0.5394. *LOAD COMB 217 TEST + FULL LIVE LOAD + 50 % WLZ

395. *8 1.0 5 1.0 7 0.5

396. *LOAD COMB 218 TEST + FULL LIVE LOAD - 50 % WLZ

397. *8 1.0 5 1.0 7 -0.5

398.

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

399. PERFORM ANALYSIS PRINT STATICS CHECK

P R O B L E M S T A T I S T I C S

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

NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 109/ 160/ 3

ORIGINAL/FINAL BAND-WIDTH= 106/ 18/ 111 DOF

TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 651

SIZE OF STIFFNESS MATRIX = 73 DOUBLE KILO-WORDS

REQRD/AVAIL. DISK SPACE = 13.0/ 454172.9 MB


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STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 3DC DEAD LOAD EMPTY EQPT + EMPTY PIPING






MX= 1596.51 MY= 0.00 MZ= -659.34


SUMMATION FORCE-X = 0.00SUMMATION FORCE-Y = 327.64



MX= -1596.51 MY= 0.00 MZ= 659.34


MAXIMUMS AT NODE

X = 4.06297E-01 41

Y = -1.46027E+00 44

Z = 5.47279E-01 106

RX= -3.79096E-03 84

RY= -5.17499E-04 100

RZ= -1.74378E-03 7

************ END OF DATA FROM INTERNAL STORAGE ************

400. PRINT CG

CG

CENTER OF GRAVITY OF THE STRUCTURE IS LOCATED AT: (METE UNIT)

X = 1.80 Y = 0.94 Z = 5.05

TOTAL SELF WEIGHT = 54.623 (KN UNIT)

401. PARAMETER 1

402. CODE LRFD

403. BEAM 1 MEMB 1 TO 8 10 TO 25 30 32 33 35 TO 44 46 TO 66 69 70 73 TO 81 83

84 -

404. 86 TO 109 111 114 TO 119 121 TO 123 126 TO 128 130 TO 148 150 TO 156 158 -

405. 159 162 TO 170 174 179 TO 182 184

406. FYLD 275000 MEMB 1 TO