index of revisions -...

DOCUMENT TITLE

CLIENT:

SHEET: 1 183

JOB:

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 183 TITLE:

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 Design 118

Annexures:

Annexure A : Design of Spreader Lifting

Beam 121

Annexure B: Design of Pad eye 125

Annexure C: Piping Load Data 129

Staad input file 130

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 Design Basis

2 Validation of Basic Design loads

3 Spec for Painting

4 Spec for Welds

5 V-3507 Amine surge drum GA

6 V-3507 Amine surge drum Drawings

7 Area Interconnection Plot Drawing

Codes

SR

Description

Document number

1 Specification for Structural steel building

AISC 360-05

2

Minimum requirement of structural design and engineering.

DEP 34.00.01.30-Gen

3 Minimum Design Loads for buildings and other structures

ASCE 07-05

4

International Building 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 and ladders. Module #08

Structural GA - Plan View for Hand rail and ladders. Module #08

Structural GA - Plan views and details for Grating Layout. Module #08

Structural GA - Plan views and details for Grating Layout. Module #08

Structural GA - ISO View for Electrical/Instrumentation Cable Tray Supports. Module #08

Structural GA - Plan View for Electrical/Instrumentation Cable Tray Supports. Module #08

Structural GA – ISO view plan and elevations for lifting arrangement Module 08

Structural GA - Plan View of Equipment supported Platforms. Module #08

Structural 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 using

Equivalent 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

SKID

CURRENT DOCUMENT

CALCULATION FOR

EQUIPMENT MOUNTED

PLATFORM

REFER 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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4) Wind loading parameters

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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

Limiting

deflection 14

mm

PS-2

Limiting

deflection 14

mm

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PS-3

Limiting

deflection 18

mm

PS-4

Limiting

deflection 18

mm

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PS-5

Limiting

deflection 18

mm

PS-6

Limiting

deflection 18

mm

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PS-7

Limiting

deflection 12

mm

PS-8

Limiting

deflection 12

mm

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PS-9

Limiting

deflection 12

mm

FIXED

SADDLE

Limiting

deflection 23

mm

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SLIDING

SADDLE

Limiting

deflection 23

mm

SMALL

PLATFORM

Limiting

deflection 39

mm

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VERTICAL

DEFLECTI

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 INFORMATION

12. 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 2.42

22. 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 0.32

36. 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 12

5

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 14

107

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 0.3

80. 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-006

94. 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 RIGIDSECTION

115. 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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124. *************************** SUPPORTS

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

125. SUPPORTS

126. 1 2 11 12 29 32 77 78 FIXED BUT FZ MX MY MZ

127. 86 87 PINNED

128. *************************** SEISMIC DEFINATIONS

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

129. DEFINE IBC 2006

130. SS 0.25 S1 0.1 I 1.25 RX 3 RZ 3 SCLASS 4 CT 0.0488 PX 0 PZ 0 TL 12 -

131. FA 1.6 FV 2.4 K 0.75

� *****************************************************************************

* EQUIV. SEISMIC LOADS AS PER IBC 2006 *

* PARAMETERS CONSIDERED FOR SUBSEQUENT LOAD GENERATION *

* SS = 0.250 S1 = 0.100 FA = 1.600 FV = 2.400 *

* SDS = 0.267 SD1 = 0.160 *

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

� 132. SELFWEIGHT

133. JOINT WEIGHT

134. ** PIPING MASS *********

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

136. 67 WEIGHT 9

137. 64 WEIGHT 10

138. 40 WEIGHT 15

139. 43 WEIGHT 40

140. 93 WEIGHT 25

141. 94 WEIGHT 35

142. 49 WEIGHT 5

143. 55 WEIGHT 5

144. 59 WEIGHT 5

145. *** *** EQUIPEMENT MOUNTED PLATFORM (DC+DOVP)


146. ** AMPLIFY MASS BY 1.5 (ECCENTRICITY OF E = 1.5M BETWN TOS AND VESSEL CG)

147. **** 25X1.5 = 37.5

148. 30 31 WEIGHT 37.5

149. *** *** EQUIPEMENT MOUNTED PLATFORM LIVE LOAD L

150. ** AMPLIFY MASS BY 1.5 (ECCENTRICITY OF E = 1.5M BETWN TOS AND VESSEL CG)

151. *** 17X 1.5 = 26

152. 30 31 WEIGHT 26

153. *** LADDER WEIGHT

154. 30 31 WEIGHT 7

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

APPLIED

156. *** AS GIVEN BY VESSEL INPUT ***

157. **** EQUIPMENT SUPPORTED PLATFORM MASS ***

158. **** DEAD LOAD MASS**********

159. MEMBER WEIGHT

160. *** DEAD WEIGHT *** GRATING

161. 2 4 38 70 UNI 0.53

162. 32 35 66 69 92 TO 94 96 103 104 107 118 UNI 1.1

163. 5 6 12 TO 15 141 142 UNI 1.2

164. 55 60 63 86 101 102 139 159 166 167 UNI 1.4

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

166. 2 4 38 70 UNI 0.8

167. 32 35 66 69 92 TO 94 96 103 104 107 118 UNI 1.65

168. 5 6 12 TO 15 141 142 UNI 1.8

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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 6

175. 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 -4.5

212. 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 -1.45

229. 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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278. 30 31 FY -34

279. **** SMALL PLATFORM LIVE LOAD ***

280. MEMBER LOAD

281. 79 81 UNI GY -4.5

282. ************************************************************************

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

284. *** WIND ON STRUCTURAL MEMBERS

285. MEMBER LOAD

286. 74 TO 78 80 UNI GX 0.25

287. 16 TO 19 133 134 UNI GX 0.4

288. 39 TO 42 44 45 49 TO 54 90 91 121 TO 123 127 128 130 131 135 136 138 140 -

289. 156 UNI GX 0.25

290. *** WIND ON VESSEL

291. JOINT LOAD

292. 104 105 FX 10

293. JOINT LOAD

294. 104 105 MZ -14

295. **** WIND ON PIPE

296. JOINT LOAD

297. 55 64 67 93 94 FX 2.3

298. ** WIND DUE TO PLATFORM

299. 110 111 FX 1.6

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

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

302. MEMBER LOAD

303. 74 TO 77 79 81 UNI GZ 0.25

304. 16 TO 19 133 134 UNI GZ 0.4

305. 20 TO 23 UNI GZ 0.4

306. 47 51 54 56 TO 59 73 83 84 122 123 126 TO 128 131 137 138 UNI GZ 0.25

307. *** WIND ON VESSEL


308. MEMBER LOAD

309. 20 TO 23 162 TO 165 UNI GZ 2.25

310. 20 TO 23 162 TO 165 UMOM GX 3.15

311. **** WIND ON PIPE

312. JOINT LOAD

313. 40 43 49 55 59 FZ 2.3

314. ** WIND DUE TO PLATFORM

315. 110 111 FZ 2

316. *************************************************************************

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

318. JOINT LOAD

319. 30 31 FY -196

320. ******************* LOAD COMBINATIONS ***********************************

321. ******** LRFD LOAD COMBINATIONS**********

322. LOAD COMB 101 1.4 [DC + DOVP ] OPERATING 0% LIVE LOAD

323. 3 1.4 4 1.4

324. *****

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

326. 3 1.2 4 1.2 5 1.6

327. ***

328. LOAD COMB 103 OPERATING + FULL LIVE LOAD + EQX

329. 3 1.2 4 1.2 5 1.0 1 1.0

330. LOAD COMB 104 OPERATING + FULL LIVE LOAD - EQX

331. 3 1.2 4 1.2 5 1.0 1 -1.0

332. LOAD COMB 105 OPERATING + FULL LIVE LOAD + EQZ

333. 3 1.2 4 1.2 5 1.0 2 1.0

334. LOAD COMB 106 OPERATING + FULL LIVE LOAD - EQZ

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335. 3 1.2 4 1.2 5 1.0 2 -1.0

336. *****

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

338. 3 0.9 1 0.1875


340. 3 0.9 1 -0.1875

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

342. 3 0.9 2 0.1875


344. 3 0.9 2 -0.1875

345. *****


347. 3 0.9 1 1.0


349. 3 0.9 1 -1.0


351. 3 0.9 2 1.0


353. 3 0.9 2 -1.0

354. ****

355. LOAD COMB 115 EQPT EMPTY + 0% LIVE LOAD + WLX

356. 3 0.9 6 1.6

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

358. 3 0.9 6 -1.6

359. LOAD COMB 117 EQPT EMPTY + 0% LIVE LOAD + WLZ

360. 3 0.9 7 1.6

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

362. 3 0.9 7 -1.6

363. ******


364. LOAD COMB 119 TEST + FULL LIVE LOAD + 50 % WLX

365. 8 1.2 5 1.2 6 0.6

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

367. 8 1.2 5 1.2 6 -0.6

368. LOAD COMB 121 TEST + FULL LIVE LOAD + 50 % WLZ

369. 8 1.2 5 1.2 7 0.6

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

371. 8 1.2 5 1.2 7 -0.6

372. ******************* SERVICEABILITY

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

373. LOAD COMB 201 OPERATING 0 % LIVE LOAD

374. 3 1.0 4 1.0

375. *****

376. LOAD COMB 202 OPERATING FULL LIVE LOAD

377. 3 1.0 4 1.0 5 1.0

378. LOAD COMB 203 OPERATING + FULL LIVE LOAD + EQX

379. 3 1.0 4 1.0 5 1.0 1 0.714

380. LOAD COMB 204 OPERATING + FULL LIVE LOAD - EQX

381. 3 1.0 4 1.0 5 1.0 1 -0.714

382. LOAD COMB 205 OPERATING + FULL LIVE LOAD + EQZ

383. 3 1.0 4 1.0 5 1.0 2 0.714

384. LOAD COMB 206 OPERATING + FULL LIVE LOAD - EQZ

385. 3 1.0 4 1.0 5 1.0 2 -0.714

386. *****

387. *****


389. 3 1.0 1 0.134


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391. 3 1.0 1 -0.134


393. 3 1.0 2 0.134


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 % WLZ

411. 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 = 602

SIZE 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 *





* = 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 69

RX= -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-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)






MX= 2834.63 MY= 78.64 MZ= -1055.61







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






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 99

Z = -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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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

Page

No.

1 Introduction

2 Scope

3 References

4 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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Spreader Beam Property

UC 203 x 203 x 46

Supports

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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 for all 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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Annexture A

Design of Spreader Lifting Beam

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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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Tensile force in the tie, P = 433.1 kN

2) The horizontal component of resolved P induces a compressive force C in spreader beam,

hence

P * cos α = C

Compressive force in beam =213.6 kN

Minimum Area of cross-section required in mm2 = Compressive force x safety factor in compression Allowable stress in MPa

A = C * FOS σallowable Minimum area of cross-section required in mm2 = 1553.50 mm2

The section selected is UC 203 x 203 x 46

Depth of beam = 203.20 mm

Width of beam = 203.6 mm

Cross section Area, As 5870.00 mm2

Moments of Inertia,

Iyy= I = 1.5E+07 mm4

Radii of Gyration, rymin

= r = 51.30 mm

Unit Weight = 46.00

kg /

m The selected member passes in code check (AISC LRFD) in STAAD.Pro 2007.

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Annexture B

Design of Pad eye

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Annexture C

Piping Load Data

DOCUMENT TITLE NO

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LIFTING STAAD INPUT FILE

� ****************************************************

* *

* STAAD.Pro *




* Date= JUL 12, 2012 *

* Time= 16:22:24 *

* *


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

�

1. STAAD SPACE

INPUT FILE: skid 8 lifting new 1.STD


3. ENGINEER DATE 19-JUNE-12

4. JOB NAME ITAU


6. JOB NO 4914

7. JOB REV 0



10. CHECKER DATE 19-06-2012


12. INPUT WIDTH 79

13.

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

14. UNIT METER KN


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 2.1

22. 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

2.1

34. 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 8.60002

44.

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


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

53

64. 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

DOCUMENT TITLE NO

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


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


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-DENSITY

93. E 1.99947E+008

94. POISSON 0.3

95. DENSITY 0.001

96. ALPHA 6.5E-006


97. DAMP 0.03


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


116. 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 PINNED

131. 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 10

143. *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 WEIGHT

167. *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% *****


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 -0.53

194. 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" LINE

213. *** 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 =404

253. *** 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 -34

267. ***** 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 LOAD

280. *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 0.1875


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


337. *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 - EQX

365. *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 -0.134

380. ******

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 -0.5

394. *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

�


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






�

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DC DEAD LOAD EMPTY EQPT + EMPTY PIPING






MX= 1596.51 MY= 0.00 MZ= -659.34






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


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 8 10 TO 25 30 32 33 35 TO 44 46 TO 66 69 70 73 TO 81

-

407. 83 84 86 TO 109 111 114 TO 119 121 TO 123 126 TO 128 130 TO 148 150 TO 156

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-

408. 158 159 162 TO 170 174 179 TO 182 184

409. FU 400000 MEMB 1 TO 8 10 TO 25 30 32 33 35 TO 44 46 TO 66 69 70 73 TO 81

83 -


410. 84 86 TO 109 111 114 TO 119 121 TO 123 126 TO 128 130 TO 148 150 TO 156

158 -

411. 159 162 TO 170 174 179 TO 182 184

412. MAIN 200 MEMB 1 TO 8 10 TO 25 30 32 33 35 TO 44 46 TO 66 69 70 73 TO 81 83

-

413. 84 86 TO 109 111 114 TO 119 121 TO 123 126 TO 128 130 TO 148 150 TO 156

158 -

414. 159 162 TO 170 174 179 TO 182 184

415. KZ 1.5 MEMB 16 TO 19

416. KZ 1.7 MEMB 51 54 74 TO 77 122 123 127 128 131 133 134 138

417. KY 1.7 MEMB 16 51 54 74 TO 77 88 TO 91 121 127 130 133 TO 136 140 156

418. UNT 2 MEMB 20 TO 23

419. UNB 2 MEMB 20 TO 23

420. UNB 3.65 MEMB 2 32 35 118

421. UNT 3.65 MEMB 2 32 35 118

422. LZ 3.65 MEMB 2 4 TO 6 12 TO 15 32 35 38 55 60 63 66 69 70 86 92 TO 94 96

101 -

423. 102 TO 104 107 118 139 141 142 159 166 167

424. LZ 2.1 MEMB 1 3 64 65 179 182

425. LZ 2.1 MEMB 7 10 30 33 180 181

426. LZ 2.8 MEMB 8 11 43 61 62 106 145 150

427. LZ 3.5 MEMB 24 25 36 37 48 95

428. LX 2 MEMB 20 TO 23

429. TRACK 2 MEMB 1 3 TO 8 10 TO 25 29 30 33 35 TO 44 46 TO 66 69 70 73 TO 81

83 -

430. 84 TO 109 111 114 TO 118 121 TO 123 126 TO 128 130 TO 148 150 TO 156 158

159 -

431. 162 TO 170 174 179 TO 182 184

432. CHECK CODE MEMB 1 TO 8 10 TO 25 30 32 33 35 TO 44 46 TO 66 69 70 73 TO 81

-

433. 83 84 86 TO 109 111 114 TO 119 121 TO 123 126 TO 128 130 TO 148 150 TO 156

-

434. 158 159 162 TO 170 174 179 TO 182 184

� �STEEL DESIGN

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PART -3

Design of Equipment Mounted platform

DOCUMENT TITLE NO

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6 Geometry :

Model 3D Rendered View:

Model Isometric View:

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Model Platform isometric view:

Model Supports isometric view:

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Node Numbers:

Beam Numbers

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6 Beam Properties :

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7 Member Releases:

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8 Supports:

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9 BASIC LOADS:

1) Seismic load EQX :

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2) Seismic load EQZ :

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3) Dead load:

Note: For calculations and loading of skid platform refer calculation no I-MC-7050.30-1230-140-DHM-001 Part-1

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4) Operating Fluid load:

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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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7) Wind load Z:

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8) Test Load:

10 METHODOLOGIES :

1) SEISMIC 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.

Similar seismic parameters are used for platform as referred in Part-1

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11 Load combinations:

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

Refer combinations in Part-1

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

Refer combinations in Part-1

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13 STEEL DESIGN :

e) Steel design Parameters

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f) steel design stress ratio

g) steel design stress ratio (Supports)

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13 DEFLECTION / SERVICEABILITY

PS-10

Vertical

deflectio

n

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Vertical deflection of long beams

Deflection max = 4.12 mm < L/360 (3000/360 = 8.33 mm)… ok

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15 AXIAL ,SHEAR & BENDING MOMENT DIAGRAMS

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STAAD INPUT FILE (PLATFORM)

� ****************************************************

* *

* STAAD.Pro *




* Date= JUL 12, 2012 *

* Time= 16:26:41 *

* *


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

�

1. STAAD SPACE

INPUT FILE: PLATFORM_08 (update loads n combs as per 08).STD


3. ENGINEER DATE 12-JULY-12

4. JOB NAME ITAU


6. JOB NO 4914

7. JOB REV 0



10. CHECKER DATE 12-JULY-12


12. INPUT WIDTH 79

13. UNIT METER KN


15. 61 2.36297 3.66268 4.6214; 63 0.767037 3.66268 4.6214

16. 79 0.767037 3.66268 6.42094; 114 1.6 4.36001 5.52001

17. 115 2.61301 4.36001 5.52001; 118 1.6 4.36001 4.62101

18. 119 0.767002 4.36001 4.62101; 123 0.767002 4.36001 3.22101

19. 125 2.363 4.36001 3.22101; 126 0.767037 3.66268 3.22139

20. 128 2.36297 3.66268 3.22185; 129 2.61301 4.36001 4.62101

21. 130 2.61301 4.36001 3.22101; 131 2.61301 4.36001 3.92101

22. 134 1.6 4.36001 6.41902; 135 0.767002 4.36001 6.41902

23. 136 -0.313001 4.36001 6.41902; 143 2.61301 4.36001 6.41902

24. 145 2.61301 4.36001 7.61902; 146 -0.313002 4.36001 7.61902

25. 147 1.6065 4.36001 7.61902; 148 0.767002 4.36001 7.61902

26. 149 0.767037 3.66268 7.61864; 150 2.36297 3.66268 7.61818

27. 151 2.363 4.36001 7.61902; 277 0.24 4.36001 6.41902; 278 0.237 4.36001

7.61902

28. 279 2.363 4.36001 4.62101; 280 2.36297 3.66268 6.41818

29. 281 2.363 4.36001 6.41902; 282 1.428 4.36001 3.22101

30. 283 1.428 4.36001 3.92101; 284 1.428 4.36001 4.62101

31. 285 1.428 4.36001 7.61902; 286 1.428 4.36001 6.41902

32. 287 0.240001 4.36001 4.62101; 288 0.239998 4.36001 3.22101

33. 289 0.24 4.36001 3.92101; 291 0.240001 4.36001 7.61902

34. 293 -0.993003 4.36001 7.61902; 296 0.0470006 5.62001 6.41902

35. 297 0.0500006 5.62001 4.62101; 302 0.0499996 5.62001 5.96902

36. 303 0.0500006 5.62001 5.11902; 308 0.867002 4.36001 7.61902

37. 309 0.867002 4.36001 7.94402; 310 0.867002 4.36001 7.84402

DOCUMENT TITLE NO

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38. 311 2.01301 4.36001 5.52001; 312 2.01301 4.36001 4.62101

39. 313 2.01301 4.36001 3.22101; 314 2.01301 4.36001 3.92101

40. 315 2.01301 4.36001 6.41902; 316 2.01301 4.36001 7.61902


41. 317 0.767002 4.36001 3.92101; 318 0.0485006 4.82001 6.41902

42. 319 0.0500006 4.82001 4.62101; 320 0.0499996 4.36001 6.41902

43. 321 0.0500006 4.36001 4.62101; 322 1.167 4.36001 6.41902

44. 323 1.167 4.36001 4.62101; 324 0.0500001 5.62001 5.54402


46. 289 114 311; 292 118 114; 294 119 287; 295 119 323; 296 118 312; 297 63

119

47. 298 123 288; 299 123 282; 300 125 313; 302 126 123; 305 128 125; 306 125

130

48. 308 130 131; 309 129 115; 311 131 129; 313 283 317; 314 131 314; 319 134

114

49. 320 136 320; 321 135 322; 322 134 315; 323 79 135; 331 143 115; 333 145

143

50. 334 146 136; 335 146 278; 336 147 316; 339 148 308; 341 149 148; 343 151

145

51. 344 150 151; 699 151 286; 700 286 291; 701 291 136; 703 278 291; 708 279

129

52. 709 61 279; 710 281 143; 711 280 281; 714 282 283; 715 284 118; 716 283

284

53. 717 285 147; 718 286 134; 719 285 286; 723 288 289; 724 289 287; 725 277

135

54. 727 291 148; 728 277 291; 729 277 79; 730 291 149; 731 131 282; 732 282

289

55. 735 146 293; 738 320 318; 739 321 319; 741 297 303; 747 302 296; 748 303

324

56. 756 308 285; 757 308 310; 758 310 309; 759 311 115; 760 312 279; 761 313

282

57. 762 314 283; 763 315 281; 764 316 151; 765 317 289; 766 318 296; 767 319

297

58. 768 297 323; 769 296 322; 770 287 63; 771 288 126; 772 319 324; 773 318

324

59. 774 320 277; 775 287 321; 776 322 286; 777 323 284; 778 324 302


61. ISOTROPIC STEEL

62. E 1.99947E+008

63. POISSON 0.3

64. DENSITY 76.8191

65. ALPHA 6.5E-006

66. DAMP 0.03


68. E 2.17184E+007

69. POISSON 0.17

70. DENSITY 23.5615

71. ALPHA 5.5E-006

72. DAMP 0.05


74. CONSTANTS

75. BETA 180 MEMB 292 295 298 300 331 333 335 336 339 343 703 715 717 723 724

-

76. 727 739 741 747 748 756 761 764 766 767 777 778

77. BETA 270 MEMB 323

78. MATERIAL STEEL ALL


80. 289 292 294 TO 296 298 TO 300 306 308 309 311 313 314 319 TO 322 331 -

81. 333 TO 336 339 343 703 708 710 714 TO 719 723 TO 725 727 728 735 738 739 -

DOCUMENT TITLE NO

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82. 756 TO 767 774 TO 777 TABLE ST CH125X65X15


84. 699 TO 701 729 TO 732 768 TO 773 TABLE ST UA50X50X8

85. 297 302 305 323 341 344 709 711 741 747 748 778 TABLE ST CH200X75X23

86. MEMBER RELEASE

87. 714 716 719 START MY MZ

88. 714 716 719 END MY MZ

89. 308 START MY MZ

90. 723 START MY MZ

91. 334 724 END MY MZ

92. 708 710 END MY MZ

93. 292 START MY MZ

94. 333 START MY MZ

95. 319 START MY MZ

96. 334 START MY MZ


97. 289 START MY MZ

98. 759 END MY MZ

99. 314 START MY MZ

100. 765 END MY MZ

101. 728 START MY MZ

102. 728 END MY MZ



105. 311 END MY MZ

106. 333 END MY MZ



109. 699 TO 701 729 TO 732 770 771 START MY MZ

110. 699 TO 701 729 TO 732 770 771 END MY MZ

111. 741 START MY

112. 747 END MY


114. 773 END MY MZ


116. 772 END MY MZ

117. SUPPORTS

118. 61 63 79 126 128 149 150 280 FIXED

119. DEFINE IBC 2006

WARNING- One or more lines are too long and will be split into 2 lines.

This may not work for all commands. Please check.

120. 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 -

121. 2.4 K 0.75

� *****************************************************************************

* EQUIV. SEISMIC LOADS AS PER IBC 2006 *

* PARAMETERS CONSIDERED FOR SUBSEQUENT LOAD GENERATION *

* SS = 0.250 S1 = 0.100 FA = 1.600 FV = 2.400 *

* SDS = 0.267 SD1 = 0.160 *

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

� 122. SELFWEIGHT

123. ** PIPING MASS*********

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

125. JOINT WEIGHT

126. 303 WEIGHT 5

127. 302 WEIGHT 9

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128. 310 WEIGHT 3

129. ** VERTICAL PIPING LOAD SMALL BORE LINE IN Y DIRECTION

130. 119 135 311 312 314 315 317 WEIGHT 1.5

131. 123 148 313 316 WEIGHT 0.75

132. **** DEAD LOAD MASS**********

133. MEMBER WEIGHT

134. 289 296 313 314 322 708 710 759 760 762 763 765 UNI 0.7

135. 294 295 298 TO 300 306 320 321 335 336 339 343 715 717 718 725 727 756 761

-

136. 764 774 776 777 UNI 0.35

137. 292 294 295 298 TO 300 306 308 309 311 319 TO 321 331 333 TO 336 339 343

703 -

138. 715 717 718 723 TO 725 727 756 761 764 774 776 777 UNI 0.3

139. **** LIVE LOAD MASS ******** 25 % OF LIVE LOAD

140. MEMBER WEIGHT

141. 294 295 298 TO 300 306 320 321 335 336 339 343 715 717 718 725 727 756 761

-

142. 764 774 776 777 UNI 0.875

143. 289 296 313 314 322 708 710 759 760 762 763 765 UNI 1.75


144. ***** VESSEL MASS****

145. ** VESSEL MASS DOV IS NEGLECTED BECAUSE IT IS NOT MODELLED***

146.

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

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

148. IBC LOAD X 1

149. PERFORM ANALYSIS

�


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






� ZERO STIFFNESS IN DIRECTION 5 AT JOINT 129 EQN.NO. 125

LOADS APPLIED OR DISTRIBUTED HERE FROM ELEMENTS WILL BE IGNORED.

THIS MAY BE DUE TO ALL MEMBERS AT THIS JOINT BEING RELEASED OR

EFFECTIVELY RELEASED IN THIS DIRECTION.

ZERO STIFFNESS IN DIRECTION 5 AT JOINT 143 EQN.NO. 197

�

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

* IBC 2006 SEISMIC LOAD ALONG X : *

* CT = 0.020 Cu = 1.580 *

* TIME PERIODS : *

* Ta = 0.081 T = 0.118 Tuser = 0.000 *





* = 7.39 KN *

DOCUMENT TITLE NO

REV. 0



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

�

150. CHANGE

151.

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

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

153. IBC LOAD Z 1








�

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

* IBC 2006 SEISMIC LOAD ALONG Z : *

* CT = 0.020 Cu = 1.580 *

* TIME PERIODS : *

* Ta = 0.081 T = 0.167 Tuser = 0.000 *





* = 7.39 KN *

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

�

155. CHANGE

156.

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

157. *LOAD 3 LOADTYPE NONE TITLE EQY EARTH QUAKE LOAD IN Y DIRECTION

158. *IBC LOAD Y 1

159. LOAD 3 LOADTYPE NONE TITLE DC DEAD LOAD

160. **** SELF WEIGHT INCREASED 5 % FOR CONNECTIONS


162. MEMBER LOAD

163. 289 296 313 314 322 708 710 759 760 762 763 765 UNI GY -0.7

164. 294 295 298 TO 300 306 320 321 335 336 339 343 715 717 718 725 727 756 761

-

165. 764 774 776 777 UNI GY -0.35

166. 292 294 295 298 TO 300 306 308 309 311 319 TO 321 331 333 TO 336 339 343

703 -

167. 715 717 718 723 TO 725 727 756 761 764 774 776 777 UNI GY -0.3

168. *LOAD 5 LOADTYPE NONE TITLE DOV OPERATING WEIGHT OF VESSEL

169. LOAD 4 LOADTYPE NONE TITLE DOVP OPERATING FLUID WT VESSEL & PIPING

170. *** NO VESSEL LOAD IS APPLIED***

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

172. JOINT LOAD

173. 303 FX -8 FY -5 FZ 4

174. 302 FX -8 FY -9 FZ 3

DOCUMENT TITLE NO

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175. 310 FY -3

176. ** VERTICAL PIPING LOAD SMALL BORE LINE IN Y DIRECTION

177. ** (30%)HORI IN X DIRECT

178. ** (30%)HORI Z DIRECT FRICTION

179. JOINT LOAD

180. 119 135 311 312 314 315 317 FX 0.45 FY -1.5 FZ 0.45

181. 123 148 313 316 FX 0.23 FY -0.75 FZ 0.23

182. *LOAD 7 LOADTYPE NONE TITLE DEV EMPTY WEIGHT OF VESSEL

183. *LOAD 8 LOADTYPE NONE TITLE DTV TESTING WEIGHT OF VESSEL

184.

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

185. LOAD 5 LOADTYPE NONE TITLE L LIVE LOAD

186. MEMBER LOAD

187. 294 295 298 TO 300 306 320 321 335 336 339 343 715 717 718 725 727 756 761

-

188. 764 774 776 777 UNI GY -3.5

189. 289 296 313 314 322 708 710 759 760 762 763 765 UNI GY -7

190. LOAD 6 LOADTYPE NONE TITLE T(+)


191. TEMPERATURE LOAD

192. 289 292 294 TO 300 302 305 306 308 309 311 313 314 319 TO 323 331 333 TO

336 -

193. 339 341 343 344 699 TO 701 703 708 TO 711 714 TO 719 723 TO 725 727 TO 732

-

194. 735 738 739 741 747 748 756 TO 769 TEMP 30

195. LOAD 7 LOADTYPE NONE TITLE T(-)

196. TEMPERATURE LOAD

197. 289 292 294 TO 300 302 305 306 308 309 311 313 314 319 TO 323 331 333 TO

336 -

198. 339 341 343 344 699 TO 701 703 708 TO 711 714 TO 719 723 TO 725 727 TO 732

-

199. 735 738 739 741 747 748 756 TO 769 TEMP -30

200. LOAD 8 LOADTYPE NONE TITLE WL(X)

201. MEMBER LOAD

202. 292 308 309 311 319 331 333 334 703 714 716 719 723 724 728 757 758 UNI GX

0.16

203. 741 747 748 778 UNI GX 0.18

204. 738 739 766 767 UNI GX 0.1

205. 297 302 305 323 341 344 709 711 UNI GX 0.1

206. LOAD 9 LOADTYPE NONE TITLE WL(Z)

207. MEMBER LOAD

208. 294 TO 296 298 TO 300 306 320 TO 322 335 336 339 343 708 710 715 717 718

725 -

209. 727 735 756 760 761 763 764 774 776 777 UNI GZ 0.18

210. 738 739 766 767 UNI GZ 0.18

211. 297 302 305 323 341 344 709 711 UNI GZ 0.25

212. ******** LOAD COMBINATIONS**********

213. ***1***

214. LOAD COMB 101 1.4 [DC + DOVP ]

215. 3 1.4 4 1.4

216. ***2**

217. LOAD COMB 102 1.2 [DC + DOVP + T(+) ]+ 1.6 [L ]

218. 3 1.2 4 1.2 6 1.2 5 1.6

219. LOAD COMB 103 1.2 [DC + DOVP + T(-) ]+ 1.6 [ L ]

220. 3 1.2 4 1.2 7 1.2 5 1.6

221. ***3A**

222. LOAD COMB 104 1.2 [DC + DOVP] + [ L]

223. 3 1.2 4 1.2 5 1.0

DOCUMENT TITLE NO

REV. 0



224. ***3B**

225. LOAD COMB 105 1.2 [DC + DOVP ] + 0.8 [ W(+X) ]

226. 3 1.2 4 1.2 8 0.8

227. LOAD COMB 106 1.2 [DC + DOVP ] + 0.8 [ W(-X) ]

228. 3 1.2 4 1.2 8 -0.8

229. LOAD COMB 107 1.2 [DC + DOVP ] + 0.8 [ W(+Z) ]

230. 3 1.2 4 1.2 9 0.8

231. LOAD COMB 108 1.2 [DC + DOVP ] + 0.8 [ W(-Z) ]

232. 3 1.2 4 1.2 9 -0.8

233. ***4**

234. LOAD COMB 109 1.2 [DC + DOVP ] + 1.0 L + 1.6 [W(+X)]

235. 3 1.2 4 1.2 9 1.0 8 1.6

236. LOAD COMB 110 1.2 [DC + DOVP ] + 1.0 L + 1.6 [W(-X)]

237. 3 1.2 4 1.2 9 1.0 8 -1.6

238. LOAD COMB 111 1.2 [DC + DOVP ] + 1.0 L + 1.6 [W(+Z)]

239. 3 1.2 4 1.2 9 1.0 9 1.6

240. LOAD COMB 112 1.2 [DC + DOVP ] + 1.0 L + 1.6 [W(-Z)]

241. 3 1.2 4 1.2 9 1.0 9 -1.6

242. ***5**

243. LOAD COMB 113 1.254 [DC + DOVP ] + 1.0 L + EQ[+X)]

244. 3 1.254 4 1.254 5 1.0 1 1.0

245. LOAD COMB 114 1.146 [DC + DOVP ] + 1.0 L + EQ[+X)]

246. 3 1.146 4 1.254 5 1.0 1 1.0


247. LOAD COMB 115 1.254 [DC + DOVP ] + 1.0 L + EQ[-X)]

248. 3 1.254 4 1.254 5 1.0 1 -1.0

249. LOAD COMB 116 1.146 [DC + DOVP ] + 1.0 L + EQ[-X)]

250. 3 1.146 4 1.254 5 1.0 1 -1.0

251. LOAD COMB 117 1.254 [DC + DOVP ] + 1.0 L + EQ[+Z)]

252. 3 1.254 4 1.254 5 1.0 2 1.0

253. LOAD COMB 118 1.146 [DC + DOVP ] + 1.0 L + EQ[+Z)]

254. 3 1.146 4 1.254 5 1.0 2 1.0

255. LOAD COMB 119 1.254 [DC + DOVP ] + 1.0 L + EQ[-Z)]

256. 3 1.254 4 1.254 5 1.0 2 -1.0

257. LOAD COMB 120 1.146 [DC + DOVP ] + 1.0 L + EQ[-Z)]

258. 3 1.146 4 1.254 5 1.0 2 -1.0

259. ***6**

260. LOAD COMB 121 0.9 [DC + DOVP ] + 1.6 [W(+X)]

261. 3 0.9 4 0.9 8 1.6

262. LOAD COMB 122 0.9 [DC + DOVP ] + 1.6 [W(-X)]

263. 3 0.9 4 0.9 8 -1.6

264. LOAD COMB 123 0.9 [DC + DOVP ] + 1.6 [W(+Z)]

265. 3 0.9 4 0.9 9 1.6

266. LOAD COMB 124 0.9 [DC + DOVP ] + 1.6 [W(-Z)]

267. 3 0.9 4 0.9 9 -1.6

268. ***7**

269. LOAD COMB 125 0.846 [DC + DOVP ] + EQ[+X)]

270. 3 0.846 4 0.846 1 1.0

271. LOAD COMB 126 0.954 [DC + DOVP ] + EQ[+X)]

272. 3 0.954 4 0.846 1 1.0

273. LOAD COMB 127 0.846 [DC + DOVP ] + EQ[-X)]

274. 3 0.846 4 0.846 1 -1.0

275. LOAD COMB 128 0.954 [DC + DOVP ] + EQ[-X)]

276. 3 0.954 4 0.846 1 -1.0

277. LOAD COMB 129 0.846 [DC + DOVP ] + EQ[+Z)]

278. 3 0.846 4 0.846 2 1.0

279. LOAD COMB 130 0.954 [DC + DOVP ] + EQ[+Z)]

280. 3 0.954 4 0.846 2 1.0

DOCUMENT TITLE NO

REV. 0



281. LOAD COMB 131 0.846 [DC + DOVP ] + EQ[-Z)]

282. 3 0.846 4 0.846 2 -1.0

283. LOAD COMB 132 0.954 [DC + DOVP ] + EQ[-Z)]

284. 3 0.954 4 0.846 2 -1.0

285. ******************* ASD COMBINATIONS************************

286. ****1***

287. LOAD COMB 201 [ DC + DOVP]

288. 3 1.0 4 1.0

289. ****2***

290. LOAD COMB 202 [ DC + DOVP] + L + T(+)

291. 3 1.0 4 1.0 5 1.0 6 1.0

292. LOAD COMB 203 [ DC + DOVP] + L + T(-)

293. 3 1.0 4 1.0 5 1.0 7 1.0

294. ****4****

295. LOAD COMB 204 [ DC + DOVP] + 0.75 [ L + T(+) ]

296. 3 1.0 4 1.0 5 0.75 6 0.75

297. LOAD COMB 205 [ DC + DOVP] + 0.75 [ L + T(-) ]

298. 3 1.0 4 1.0 5 0.75 7 0.75

299. ****5A****

300. LOAD COMB 206 [ DC + DOVP] + W(+X)

301. 3 1.0 4 1.0 8 1.0

302. LOAD COMB 207 [ DC + DOVP] + W(-X)


303. 3 1.0 4 1.0 8 -1.0

304. LOAD COMB 208 [ DC + DOVP] + W(+Z)

305. 3 1.0 4 1.0 9 1.0

306. LOAD COMB 209 [ DC + DOVP] + W(-Z)

307. 3 1.0 4 1.0 9 -1.0

308. ****5B*****

309. LOAD COMB 210 1.054 [ DC + DOVP] + 0.7 EQ(+X)

310. 3 1.054 4 1.054 1 0.7

311. LOAD COMB 211 0.946[ DC + DOVP] + 0.7 EQ(+X)

312. 3 0.946 4 0.946 1 0.7

313. LOAD COMB 212 1.054 [ DC + DOVP] + 0.7 EQ(-X)

314. 3 1.054 4 1.054 1 -0.7


316. 3 0.946 4 0.946 1 -0.7

317. LOAD COMB 214 1.054 [ DC + DOVP] + 0.7 EQ(+Z)

318. 3 1.054 4 1.054 2 0.7


320. 3 0.946 4 0.946 2 0.7

321. LOAD COMB 216 1.054 [ DC + DOVP] + 0.7 EQ(-Z)

322. 3 1.054 4 1.054 2 -0.7


324. 3 0.946 4 0.946 2 -0.7

325. ***6A****

326. LOAD COMB 218 [ DC + DOVP] + 0.75 L + 0.75 W(+X)

327. 3 1.0 4 1.0 5 0.75 8 0.75

328. LOAD COMB 219 [ DC + DOVP] + 0.75 L + 0.75 W(-X)

329. 3 1.0 4 1.0 5 0.75 8 -0.75

330. LOAD COMB 220 [ DC + DOVP] + 0.75 L + 0.75 W(+Z)

331. 3 1.0 4 1.0 5 0.75 9 0.75

332. LOAD COMB 221 [ DC + DOVP] + 0.75 L + 0.75 W(-Z)

333. 3 1.0 4 1.0 5 0.75 9 -0.75

334. ***6B***

335. LOAD COMB 222 1.054 [ DC + DOVP] + 0.75 L + 0.7 EQ(+X)

336. 3 1.054 4 1.054 5 0.75 1 0.7

337. LOAD COMB 223 0.946[ DC + DOVP] + 0.75 L + 0.7 EQ(+X)

DOCUMENT TITLE NO

REV. 0



338. 3 0.946 4 0.946 5 0.75 1 0.7

339. LOAD COMB 224 1.054 [ DC + DOVP] + 0.75 L + 0.7 EQ(-X)

340. 3 1.054 4 1.054 5 0.75 1 -0.7

341. LOAD COMB 225 0.946 [ DC + DOVP] + 0.75 L + 0.7 EQ(-X)

342. 3 0.946 4 0.946 5 0.75 1 -0.7

343. LOAD COMB 226 1.054 [ DC + DOVP] + 0.75 L + 0.7 EQ(+Z)

344. 3 1.054 4 1.054 5 0.75 2 0.7

345. LOAD COMB 227 0.946 [ DC + DOVP] + 0.75 L + 0.7 EQ(+Z)

346. 3 0.946 4 0.946 5 0.75 2 0.7

347. LOAD COMB 228 1.054 [ DC + DOVP] + 0.75 L + 0.7 EQ(-Z)

348. 3 1.054 4 1.054 5 0.75 2 -0.7

349. LOAD COMB 229 0.946 [ DC + DOVP] + 0.75 L + 0.7 EQ(-Z)

350. 3 0.946 4 0.946 5 0.75 2 -0.7

351. ***7****

352. LOAD COMB 230 0.6 [DC + DOVP] + 0.75 W(+X)

353. 3 0.6 4 0.6 8 0.75

354. LOAD COMB 231 0.6 [DC + DOVP] + 0.75 W(-X)

355. 3 0.6 4 0.6 8 -0.75

356. LOAD COMB 232 0.6 [DC + DOVP] + 0.75 W(+Z)

357. 3 0.6 4 0.6 9 0.75

358. LOAD COMB 233 0.6 [DC + DOVP] + 0.75 W(-Z)


359. 3 0.6 4 0.6 9 -0.75

360. ***8****

361. LOAD COMB 234 0.654 [ DC + DOVP] + 0.7 EQ(+X)

362. 3 0.654 4 0.654 1 0.7

363. LOAD COMB 235 0.546[ DC + DOVP] + 0.7 EQ(+X)

364. 3 0.546 4 0.546 1 0.7


366. 3 0.654 4 0.654 1 -0.7


368. 3 0.546 4 0.546 1 -0.7


370. 3 0.654 4 0.654 2 0.7


372. 3 0.546 4 0.546 2 0.7


374. 3 0.654 4 0.654 2 -0.7


376. 3 0.546 4 0.546 2 -0.7

377. ****







379. CHANGE

380. **********************************************************************

381. PERFORM ANALYSIS PRINT STATICS CHECK

** ALL CASES BEING MADE ACTIVE BEFORE RE-ANALYSIS. **



DOCUMENT TITLE NO

REV. 0








LOADTYPE NONE TITLE EQX EARTH QUAKE LOAD IN X DIRECTION






MX= 0.00 MY= 40.77 MZ= -36.38






MX= 0.00 MY= -40.77 MZ= 36.38


MAXIMUMS AT NODE

X = 1.15061E-01 324

Y = 2.52884E-02 136

Z = -1.05420E-02 293

RX= -7.20627E-05 319

RY= 9.54423E-04 303

RZ= -2.95325E-04 320


LOADTYPE NONE TITLE EQZ EARTH QUAKE LOAD IN Z DIRECTION






MX= 36.38 MY= -5.89 MZ= 0.00






DOCUMENT TITLE NO

REV. 0




MX= -36.38 MY= 5.89 MZ= 0.00


MAXIMUMS AT NODE

X = -2.63221E-02 296

Y = -2.68032E-02 309

Z = 1.91484E-01 296

RX= 1.46659E-03 318

RY= 1.37576E-03 321

RZ= 3.07673E-04 320


LOADTYPE NONE TITLE DC DEAD LOAD






MX= 104.79 MY= 0.00 MZ= -25.67






MX= -104.79 MY= 0.00 MZ= 25.67


MAXIMUMS AT NODE

X = -7.97780E-03 296

Y = -5.22141E-02 283

Z = 2.03214E-03 302

RX= 2.24938E-04 309

RY= -2.52971E-05 324

RZ= -3.95668E-04 317


LOADTYPE NONE TITLE DOVP OPERATING FLUID WT VESSEL & PIPIN







MX= 229.36 MY= -74.06 MZ= 49.17

DOCUMENT TITLE NO

REV. 0








MX= -229.36 MY= 74.06 MZ= -49.17


MAXIMUMS AT NODE

X = -6.11741E-01 324

Y = -6.70110E-01 309

Z = 4.13411E-01 296

RX= 2.05347E-02 310

RY= -5.13967E-03 303

RZ= 2.70510E-03 320


LOADTYPE NONE TITLE L LIVE LOAD






MX= 352.23 MY= 0.00 MZ= -100.82






MX= -352.23 MY= 0.00 MZ= 100.82



MAXIMUMS AT NODE

X = -4.28056E-03 146

Y = -3.69653E-01 283

Z = -1.66514E-03 293

RX= -3.73333E-05 115

RY= -1.74723E-05 324

RZ= -3.01852E-03 317


LOADTYPE NONE TITLE T(+)


DOCUMENT TITLE NO

REV. 0







MX= 0.00 MY= 0.00 MZ= 0.00






MX= 0.00 MY= 0.00 MZ= 0.00


MAXIMUMS AT NODE

X = -7.86762E-02 297

Y = -2.66844E-02 293

Z = -4.89908E-02 130

RX= -8.26235E-04 130

RY= 4.27216E-04 130

RZ= 6.36486E-04 288


LOADTYPE NONE TITLE T(-)






MX= 0.00 MY= 0.00 MZ= 0.00







MX= 0.00 MY= 0.00 MZ= 0.00


MAXIMUMS AT NODE

X = 7.86762E-02 297

Y = 2.66844E-02 293

Z = 4.89908E-02 130

RX= 8.26235E-04 130

RY= -4.27216E-04 130

RZ= -6.36486E-04 288

DOCUMENT TITLE NO

REV. 0




LOADTYPE NONE TITLE WL(X)






MX= 0.00 MY= 17.84 MZ= -14.33






MX= 0.00 MY= -17.84 MZ= 14.33


MAXIMUMS AT NODE

X = 1.53215E-02 114

Y = 4.30197E-03 136

Z = 2.73814E-03 321

RX= 2.61492E-05 287

RY= -8.67551E-05 302

RZ= -4.70610E-05 320


LOADTYPE NONE TITLE WL(Z)







MX= 16.71 MY= -4.55 MZ= 0.00






MX= -16.71 MY= 4.55 MZ= 0.00


MAXIMUMS AT NODE

X = -3.96056E-03 296

DOCUMENT TITLE NO

REV. 0



Y = -9.92086E-03 309

Z = 3.59966E-02 297

RX= 3.03557E-04 135

RY= 2.44610E-04 321

RZ= 3.43295E-05 320


382. LOAD LIST 101 TO 132

383. PARAMETER 1

384. CODE LRFD

385. BEAM 1 ALL

386. FYLD 275000 ALL

387. FU 400000 MEMB 289 292 294 TO 300 302 305 306 308 309 311 313 314 319 TO

323 -

388. 331 333 TO 336 339 341 343 344 699 TO 701 703 708 TO 711 714 TO 719 -

389. 723 TO 725 727 TO 732 735 738 739 741 747 748 756 TO 769 772 TO 778

390. MAIN 200 ALL

391. DFF 200 MEMB 289 294 TO 296 298 TO 300 306 313 314 320 TO 322 335 336 339

-

392. 343 708 710 715 717 718 725 727 756 759 TO 765 774 776 777

393. DJ1 289 MEMB 313 314 762 765

394. DJ2 131 MEMB 313 314 762 765

395. DJ1 118 MEMB 292 319

396. DJ2 134 MEMB 292 319

397. DJ1 123 MEMB 299 300 761

398. DJ2 125 MEMB 299 300 761

399. DJ1 119 MEMB 295 296 715 760 777

400. DJ2 279 MEMB 295 296 715 760 777

401. DJ1 114 MEMB 289 759

402. DJ2 115 MEMB 289 759

403. DJ1 135 MEMB 321 322 718 763 776

404. DJ2 281 MEMB 321 322 718 763 776

405. DJ1 136 MEMB 320 725 774

406. DJ2 135 MEMB 320 725 774