Skid Lifting and Skid Design as Per ASCE

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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08

INDEX OF REVISIONS REV. 0

DESCRIPTION DESCRIPTI ON AND/OR AFFECTED SHEETS ORIGINAL SUBMISSION

REV. 0 DATE

12-07-12

DESIGN EXECUTION

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CHECK

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APPROVAL

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CONTENTS Sr. No.

Description

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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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CONTENTS Sr. No.

Description

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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


59

13

Weld design

67

14


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


1

References

106

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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 3

Analysis

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Geometry

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Loads

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Load Combinations

7

Steel Design

106 106 111 117 118

Annexures: Annexure A : Design of Spreader Lifting Beam Annexure B: Design of Pad eye Annexure C: Piping Load Data Staad input file

121 125 129 130

PART-III equipment supported platform.

1

Geometry

142

2

Beam Properties

145

3

Beam Release

147

4

Supports

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5

Basic loads

149

6

Methodologies

156

7

Load combinations

158

8

Steel LRFD Design

159

9


162

10


164

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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

1

3

Structural Design Basis Validation of Basic Design loads Spec for Painting

4

Spec for Welds

5

V-3507 Amine surge drum GA V-3507 Amine surge drum Drawings Area Interconnection Plot Drawing

2

6 7

Document number

Codes

SR

Description

Document number

1

Specification for Structural steel building Minimum requirement of structural design and engineering. Minimum Design Loads for buildings and other structures

AISC 360-05

International Building code

IBC 2006

2

3

4

DEP 34.00.01.30-Gen

ASCE 07-05

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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 :

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

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Structure was modeled as space frame.

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All equipment are supporting on steel frames.

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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:

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Elevation:

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CALCULATION FOR EQUIPMENT MOUNTED PLATFORM REFER DOCUMENT NO

CALCULATIONS FOR SKID CURRENT DOCUMENT

Model 3D Rendered View:

Model Isometric View:

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Model base frame isometric view:

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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 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) :

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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

2)

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

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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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 Vertical seismic effect is only 5.4% of D … so Neglected effect of Seismic in vertical direction. 4)

5)

HORIZONTAL SHEAR (EQUALLY SHARED BY BOTH SADDLE)

ORTHOGONAL EFFECTS ( DIRECTION OF LOADING) Orthogonally of direction of loading is neglected.

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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 6)

COMPONENT DESIGN

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3) Dead load:

Note: For calculations and loading of equipment mounted platform refer calculation No IMC-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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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 4) Wind loading parameters 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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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)

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DEFLECTION / SERVICEABILITY

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PS-1 Limiting deflection 14 mm


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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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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 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

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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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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 74. END 75. ************************** 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. ************************** ******************************** STAAD SPACE 97. 98. 99. 100. 101.

MATERIAL DEFINATION **************************

MATERIAL CONSTANTS

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CONSTANTS BETA 90 MEMB 51 54 74 TO 77 122 123 127 133 134 BETA 180 MEMB 49 52 56 ************************** MATERIAL ASSIGNMENT ************************** 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 112. MEMBER PROPERTY BRITISH 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 117. MEMBER PROPERTY BRITISH 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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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 124. *************************** 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. 133. 134. 135. 136. 137. 138. 139. 140. 141. 142. 143. 144. 145.

SELFWEIGHT JOINT WEIGHT ** PIPING MASS ********* *** PIPING DOP LOAD FOR BIG BORE LINES *** 67 WEIGHT 9 64 WEIGHT 10 40 WEIGHT 15 43 WEIGHT 40 93 WEIGHT 25 94 WEIGHT 35 49 WEIGHT 5 55 WEIGHT 5 59 WEIGHT 5 *** *** EQUIPEMENT MOUNTED PLATFORM (DC+DOVP)

STAAD SPACE 146. 147. 148. 149. 150. 151. 152. 153. 154. 155. APPLIED 156. 157. 158. 159. 160. 161. 162. 163. 164. 165. 166. 167. 168.

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** AMPLIFY MASS BY 1.5 (ECCENTRICITY OF E = 1.5M BETWN TOS AND VESSEL CG) **** 25X1.5 = 37.5 30 31 WEIGHT 37.5 *** *** EQUIPEMENT MOUNTED PLATFORM LIVE LOAD L ** AMPLIFY MASS BY 1.5 (ECCENTRICITY OF E = 1.5M BETWN TOS AND VESSEL CG) *** 17X 1.5 = 26 30 31 WEIGHT 26 *** LADDER WEIGHT 30 31 WEIGHT 7 ***** VESSEL MASS****NO NEED TO PUT BECAUSE SEISMIC FORCES ARE DIRECTLY *** AS GIVEN BY VESSEL INPUT *** **** EQUIPMENT SUPPORTED PLATFORM MASS *** **** DEAD LOAD MASS********** MEMBER WEIGHT *** DEAD WEIGHT *** GRATING 2 4 38 70 UNI 0.53 32 35 66 69 92 TO 94 96 103 104 107 118 UNI 1.1 5 6 12 TO 15 141 142 UNI 1.2 55 60 63 86 101 102 139 159 166 167 UNI 1.4 *** VERTICAL PIPING LOAD SMALL BORE LINE IN Y DIRECTION 1.5 KN /M2 2 4 38 70 UNI 0.8 32 35 66 69 92 TO 94 96 103 104 107 118 UNI 1.65 5 6 12 TO 15 141 142 UNI 1.8

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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 169. 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. ******************************************************************************* STAAD SPACE 196. 197. 198. 199. 200. 201. 202. 203. 204. 205. 206. 207. 208. 209. 210. 211. 212. 213. 214. 215. 216. 217. 218. 219. 220. 221. 222.

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LOAD 3 DC DEAD LOAD EMPTY EQPT + EMPTY PIPING ** SELF WT INCREASED FOR CONNECTIONS 5% ***** SELFWEIGHT Y -1.05 **DEAD LOAD OF GRATING (SPAN 1.4 M MAX) CONSIDERED AS 1 KN/M2 **(INCLUDES FIRE PROOFING LOAD & CABLE TRAY LOAD IF ANY) MEMBER LOAD 2 4 38 70 UNI GY -0.53 32 35 66 69 92 TO 94 96 103 104 107 118 UNI GY -1.1 5 6 12 TO 15 141 142 UNI GY -1.2 55 60 63 86 101 102 139 159 166 167 UNI GY -1.4 **DEAD LOAD OF GRATING SMALL PLATF (SPAN 0.9 M MAX) CONSIDERED AS 1 KN/M2 79 81 UNI GY -0.45 *** CONSIDERING EMPTY WEIGHT = 0.50 X OPERATING ***FOR BIG BORE PIPING MORE THAN 10" TO 12" LINE JOINT LOAD 67 FY -4.5 64 FY -5 40 FY -7.5 43 FY -20 93 FY -12.5 94 FY -17.5 49 FY -2.5 55 FY -2.5 59 FY -2.5 *** CONSIDERING EMPTY WEIGHT = 0.80 X OPERATING ***- FOR SMALL PIPING LESS THAN 10" TO 12" LINE *** OPERATING LOAD PIPING SMALL BORE LINE 1.5 KN/M2

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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 223. *** CONSIDERING EMPTY WEIGHT = 0.80 X OPERATING 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 STAAD SPACE 252. 253. 254. 255. 256. 257. 258. 259. 260. 261. 262. KN/M 263. 264. 265. 266. 267. 268. 269. 270. 271. 272. 273. 274. 275. 276. 277.

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59 FX 1.5 FY -2.5 FZ 1.5 *** OPERATING LOAD PIPING SMALL BORE LINE 1.5 KN/M2*** *** CONSIDERING FLUID WEIGHT OF SMALL LINES = 0.20 X OPERATING *** FOR PIPING 1.4 X 1.5X0.2 = 0.42 MEMBER LOAD 2 4 38 70 UNI GY -0.16 32 35 66 69 92 TO 94 96 103 104 107 118 UNI GY -0.33 5 6 12 TO 15 141 142 UNI GY -0.36 55 60 63 86 101 102 139 159 166 167 UNI GY -0.42 JOINT LOAD *** FRICTIONAL (LATERAL) LOAD PIPING SMALL BORE LINE LOAD PIPING 30% X 1.5 **** VESSEL FLUID LOAD *** FLULD = OP - EMPTY = 495-91 =404 ** DIVIDED INTO TWO LEGS 404/2 = 202 30 31 FY -202 **** PLATFORM FLUID LOAD *** 110 111 FY -15 ********************************************************************* LOAD 5 LIVE LOAD **** CONSIDERING LIVE LOAD 5 KN/ M2 FOR OPERATING PLATFORM MEMBER LOAD 2 4 38 70 UNI GY -2.65 32 35 66 69 92 TO 94 96 103 104 107 118 UNI GY -5.5 5 6 12 TO 15 141 142 UNI GY -6 55 60 63 86 101 102 139 159 166 167 UNI GY -7 **** EQUIPMENT MOUNTED PLATFORM LIVE LOAD *** JOINT LOAD

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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 278. 279. 280. 281. 282. 283. 284. 285. 286. 287. 288. 289. 290. 291. 292. 293. 294. 295. 296. 297. 298. 299. 300. 301. 302. 303. 304. 305. 306. 307.

30 31 FY -34 **** SMALL PLATFORM LIVE LOAD *** MEMBER LOAD 79 81 UNI GY -4.5 ************************************************************************ LOAD 6 LOADTYPE NONE TITLE WL(X) WIND IN X DIRECTION *** WIND ON STRUCTURAL MEMBERS MEMBER LOAD 74 TO 78 80 UNI GX 0.25 16 TO 19 133 134 UNI GX 0.4 39 TO 42 44 45 49 TO 54 90 91 121 TO 123 127 128 130 131 135 136 138 140 156 UNI GX 0.25 *** WIND ON VESSEL JOINT LOAD 104 105 FX 10 JOINT LOAD 104 105 MZ -14 **** WIND ON PIPE JOINT LOAD 55 64 67 93 94 FX 2.3 ** WIND DUE TO PLATFORM 110 111 FX 1.6 ********************************************************************** LOAD 7 LOADTYPE NONE TITLE WL(Z) WIND IN Z DIRECTION MEMBER LOAD 74 TO 77 79 81 UNI GZ 0.25 16 TO 19 133 134 UNI GZ 0.4 20 TO 23 UNI GZ 0.4 47 51 54 56 TO 59 73 83 84 122 123 126 TO 128 131 137 138 UNI GZ 0.25 *** WIND ON VESSEL

STAAD SPACE 308. 309. 310. 311. 312. 313. 314. 315. 316. 317. 318. 319. 320. 321. 322. 323. 324. 325. 326. 327. 328. 329. 330. 331. 332. 333. 334.

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MEMBER LOAD 20 TO 23 162 TO 165 UNI GZ 2.25 20 TO 23 162 TO 165 UMOM GX 3.15 **** WIND ON PIPE JOINT LOAD 40 43 49 55 59 FZ 2.3 ** WIND DUE TO PLATFORM 110 111 FZ 2 ************************************************************************* LOAD 8 TEST (WEIGHT OF EQPT + PIPING CONTENT) JOINT LOAD 30 31 FY -196 ******************* LOAD COMBINATIONS *********************************** ******** LRFD LOAD COMBINATIONS********** LOAD COMB 101 1.4 [DC + DOVP ] OPERATING 0% LIVE LOAD 3 1.4 4 1.4 ***** LOAD COMB 102 1.2 [DC + DOVP] + 1.6 [L] OPERATING FULL LIVE LOAD 3 1.2 4 1.2 5 1.6 *** LOAD COMB 103 OPERATING + FULL LIVE LOAD + EQX 3 1.2 4 1.2 5 1.0 1 1.0 LOAD COMB 104 OPERATING + FULL LIVE LOAD - EQX 3 1.2 4 1.2 5 1.0 1 -1.0 LOAD COMB 105 OPERATING + FULL LIVE LOAD + EQZ 3 1.2 4 1.2 5 1.0 2 1.0 LOAD COMB 106 OPERATING + FULL LIVE LOAD - EQZ

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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 335. 336. 337. 338. 339. 340. 341. 342. 343. 344. 345. 346. 347. 348. 349. 350. 351. 352. 353. 354. 355. 356. 357. 358. 359. 360. 361. 362. 363.

3 1.2 4 1.2 5 1.0 2 -1.0 ***** LOAD COMB 107 EQPT EMPTY 3 0.9 1 0.1875 LOAD COMB 108 EQPT EMPTY 3 0.9 1 -0.1875 LOAD COMB 109 EQPT EMPTY 3 0.9 2 0.1875 LOAD COMB 110 EQPT EMPTY 3 0.9 2 -0.1875 ***** LOAD COMB 111 EQPT EMPTY 3 0.9 1 1.0 LOAD COMB 112 EQPT EMPTY 3 0.9 1 -1.0 LOAD COMB 113 EQPT EMPTY 3 0.9 2 1.0 LOAD COMB 114 EQPT EMPTY 3 0.9 2 -1.0 **** LOAD COMB 115 EQPT EMPTY 3 0.9 6 1.6 LOAD COMB 116 EQPT EMPTY 3 0.9 6 -1.6 LOAD COMB 117 EQPT EMPTY 3 0.9 7 1.6 LOAD COMB 118 EQPT EMPTY 3 0.9 7 -1.6 ******

+ 0% LIVE LOAD - EQX + 0% LIVE LOAD - EQX + 0% LIVE LOAD - EQZ + 0% LIVE LOAD - EQZ

+ 0% LIVE LOAD - EQX + 0% LIVE LOAD - EQX + 0% LIVE LOAD - EQZ + 0% LIVE LOAD - EQZ

+ 0% LIVE LOAD + WLX + 0% LIVE LOAD - WLX + 0% LIVE LOAD + WLZ + 0% LIVE LOAD - WLZ

STAAD SPACE 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. ***** 388. LOAD COMB 207 EQPT EMPTY + 0% LIVE LOAD - EQX 389. 3 1.0 1 0.134 390. LOAD COMB 208 EQPT EMPTY + 0% LIVE LOAD - EQX

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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 391. 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 % 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 STAAD SPACE

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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/ ORIGINAL/FINAL BAND-WIDTH= 91/ 12/ 78 DOF TOTAL PRIMARY LOAD CASES = 8, TOTAL DEGREES OF FREEDOM = SIZE OF STIFFNESS MATRIX = 47 DOUBLE KILO-WORDS REQRD/AVAIL. DISK SPACE = 12.8/ 454179.4 MB

10 602

 STAAD SPACE

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**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 = MOM-X =

71.90 0.00

FORCE-Y = MOM-Y =

0.00 381.78

FORCE-Z = MOM-Z =

0.00 -168.06

*** LOADING 2 : ADDITIONAL APPLIED FORCES AND MOMENTS ABOUT ORIGIN DUE TO SEISMIC LOADS(KN ,METE) FORCE-X = MOM-X =

0.00 168.06

FORCE-Y = MOM-Y =

0.00 -142.66

FORCE-Z = MOM-Z =

71.90 0.00

STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 1 LOADTYPE NONE TITLE EQX EARTH QUAKE LOAD IN X DIRECTION

STAAD SPACE

***TOTAL APPLIED LOAD ( KN SUMMATION FORCE-X = SUMMATION FORCE-Y =

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1 )

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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 SUMMATION FORCE-Z =

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SUMMATION OF MOMENTS AROUND THE ORIGINMX= 0.00 MY= 1132.50 MZ=

***TOTAL REACTION LOAD( KN SUMMATION FORCE-X = SUMMATION FORCE-Y = SUMMATION FORCE-Z =

-525.10

METE ) SUMMARY (LOADING -207.90 0.00 0.00

SUMMATION OF MOMENTS AROUND THE ORIGINMX= 0.00 MY= -1132.50 MZ=

MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 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

1 )

525.10

1)

STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 2 LOADTYPE NONE TITLE EQZ EARTH QUAKE LOAD IN Z DIRECTION

***TOTAL APPLIED LOAD SUMMATION FORCE-X SUMMATION FORCE-Y SUMMATION FORCE-Z

( KN = = =

METE ) SUMMARY (LOADING 0.00 0.00 143.83

2 )



0.00

METE ) SUMMARY (LOADING 0.00 0.00 -143.83

2 )

SUMMATION OF MOMENTS AROUND THE ORIGINMX= -359.75 MY= 274.82 MZ=

0.00

STAAD SPACE

MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 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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( KN = = =

METE ) SUMMARY (LOADING 0.00 -340.30 0.00



3 )

-668.05



MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 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

3 )

668.05

3)

STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. DOVP OPERATING ( WEIGHT OF EQPT + PIPING CONTENT)


( KN = = =



4

4 )

-1055.61

STAAD SPACE


3

-- PAGE NO.

METE ) SUMMARY (LOADING -44.50 520.13 -45.50

SUMMATION OF MOMENTS AROUND THE ORIGINMX= -2834.63 MY= -78.64 MZ=

MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING MAXIMUMS AT NODE X = 1.06265E-01 68

4 )

1055.61

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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 Y = -2.48451E-01 Z = 3.11114E-01 RX= 3.19891E-03 RY= 1.03872E-03 RZ= -1.66415E-03

110 43 45 99 77

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


( KN = = =




5 )

-481.19



MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 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

5

5 )

481.19

5)

STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 6 LOADTYPE NONE TITLE WL(X) WIND IN X DIRECTION STAAD SPACE -- PAGE NO.


( KN = = =






6 )

-78.15

6 )

78.15

14

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MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 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

6)

STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. LOADTYPE NONE TITLE WL(Z) WIND IN Z DIRECTION


( KN = = =


7 )



0.00


7 )


0.00

STAAD SPACE

-- PAGE NO.

MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 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

7)

STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. TEST (WEIGHT OF EQPT + PIPING CONTENT)


7

( KN = = =



8 )

-723.63

8

15

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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 ***TOTAL REACTION LOAD( KN SUMMATION FORCE-X = SUMMATION FORCE-Y = SUMMATION FORCE-Z =



MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 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

8 )

723.63

8)

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

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TABLE OF CONTENTS S

Page No.

r . N

Description

o . 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-001PART -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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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 Sling Property CIR 0.05

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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 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 Platfor m has not been shown}

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UDL on beams due to grating = (0.9 x 1)/2 = 0.45 k N/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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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 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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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 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 Moments of Inertia, Iyy= I = Radii of Gyration, rymin =r=

5870.00

mm2

1.5E+07

mm4

51.30

Unit Weight =

46.00

mm 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

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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 2.1 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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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 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 STAAD SPACE -- PAGE NO. 2 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. ******************************************************************************* 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 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

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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 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 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-DENSITY 93. E 1.99947E+008 94. POISSON 0.3 95. DENSITY 0.001 96. ALPHA 6.5E-006 STAAD SPACE -- PAGE NO. 3 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 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 ************************ 109. MEMBER PROPERTY BRITISH 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 BRITISH 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 120. MEMBER PROPERTY BRITISH 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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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 125. 174 TABLE ST UC203X203X46 126. MEMBER PROPERTY BRITISH 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 STAAD SPACE -- PAGE NO. 4 153. **** AS GIVEN BY VESSEL INPUT *** 154. ***** EQUIPMENT SUPPORTED PLATFORM MASS *** 155. ***** DEAD LOAD MASS********** 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 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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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 176. *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 -0.53 194. 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 -2 211. *** CONSIDERING EMPTY WEIGHT = 0.80 X OPERATING 212. ***- FOR SMALL PIPING LESS THAN 10" TO 12" LINE 213. *** OPERATING LOAD PIPING SMALL BORE LINE 1.5 KN/M2 214. *** CONSIDERING EMPTY WEIGHT = 0.80 X OPERATING 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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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 263. *2 4 38 70 UNI GY -3.5 264. ***** EQUIPMENT MOUNTED PLATFORM LIVE LOAD *** STAAD SPACE 265. 266. 267. 268. 269. 270. 271. 272. 273. 274. 275. 276.

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*JOINT LOAD *30 31 FY -34 ***** SMALL PLATFORM LIVE LOAD *** *MEMBER LOAD *79 81 UNI GY -4.5 ************************** **************************************** **************************** *************************** ******************* ****** *LOAD 6 LOADTYPE NONE TITLE WL(X) WL(X) WIND IN X DIRECTION **** WIND ON STRUCTURAL MEMBERS *MEMBER LOAD *74 TO 78 80 UNI GX 0.25 *16 TO 19 133 134 UNI GX 0.4 *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) 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********** 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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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 319. *3 1.2 4 1.2 5 1.0 2 -1.0 320. ****** STAAD SPACE 321. *LOAD COMB 107 EQPT EMPTY + 0% LIVE LOAD - EQX 322. *3 0.9 1 0.1875 323. *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 327. *LOAD COMB 110 EQPT EMPTY + 0% LIVE LOAD - EQZ 328. *3 0.9 2 -0.1875 329. ****** 330. *LOAD COMB 111 EQPT EMPTY + 0% LIVE LOAD - EQX 331. *3 0.9 1 1.0 332. *LOAD COMB 112 EQPT EMPTY + 0% LIVE LOAD - EQX 333. *3 0.9 1 -1.0 334. *LOAD COMB 113 EQPT EMPTY + 0% LIVE LOAD - EQZ 335. *3 0.9 2 1.0 336. *LOAD COMB 114 EQPT EMPTY + 0% LIVE LOAD - EQZ 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. ******************* COMBINATIONS*************** 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. ****** 372. *LOAD COMB 207 EQPT EMPTY + 0% LIVE LOAD - EQX 373. *3 1.0 1 0.134 374. *LOAD COMB 208 EQPT EMPTY + 0% LIVE LOAD - EQX 375. *3 1.0 1 -0.134

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SERVICEABILITY

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377. *3 1.0 2 0.134 378. *LOAD COMB 210 EQPT EMPTY + 0% LIVE LOAD - EQZ 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



P R O B L E M S T A T I S T I C S ----------------------------------NUMBER OF JOINTS/MEMBER+ELEMENTS/SUP JOINTS/MEMBER+ELEMENTS/SUPPORTS PORTS = 109/ 160/ ORIGINAL/FINAL ORIGINAL/FINAL BAND-WIDTH= 106/ 18/ 111 DOF TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 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. DC DEAD LOAD EMPTY EQPT + EMPTY PIPING


( KN = = =




MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 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

3

3 )

-659.34



9

3 )

659.34

3)

************ 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 =

TOTAL SELF WEIGHT = 401. 402. 403. 84 404. 405. 406. 407.

0.94

Z =

5.05 54.623 (KN

UNIT)

PARAMETER 1 CODE LRFD BEAM 1 MEMB 1 TO 8 10 TO 25 30 32 33 35 TO 44 46 TO 66 69 70 73 TO 81 83 86 TO 109 111 114 TO 119 121 TO 123 126 TO 128 130 TO 148 150 TO 156 158 159 162 TO 170 174 179 TO 182 184 FYLD 275000 MEMB 1 TO 8 10 TO 25 30 32 33 35 TO 44 46 TO 66 69 70 73 TO 81 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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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 408. 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 STAAD SPACE -- PAGE NO. 10 410. 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

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Model Isometric View:

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Model Supports isometric view:

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Beam Numbers

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Beam Properties :

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9 BASIC LOADS:

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Seismic load EQX :

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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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13STEEL DESIGN : e) Steel design Parameters

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g) steel design stress ratio (Supports)

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DEFLECTION / SERVICEABILITY

PS-10

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STAAD INPUT FILE (PLATFORM)  **************************************************** * * * STAAD.Pro * * Version 2007 Build 01 * * Proprietary Program of * * Research Engineers, Intl. * * Date= JUL 12, 2012 * * Time= 16:26:41 * * * * USER ID: Belleli * ****************************************************



1. STAAD SPACE INPUT FILE: PLATFORM_08 (update loads n combs as per 08).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. UNIT METER KN 14. JOINT COORDINATES 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

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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 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 STAAD SPACE -- PAGE NO. 41. 42. 43. 44. 45. 46.

2

317 0.767002 4.36001 3.92101; 318 0.0485006 4.82001 6.41902 319 0.0500006 4.82001 4.62101; 320 0.0499996 4.36001 6.41902 321 0.0500006 4.36001 4.62101; 322 1.167 4.36001 6.41902 323 1.167 4.36001 4.62101; 324 0.0500001 5.62001 5.54402 MEMBER INCIDENCES 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. 60. 61. 62. 63. 64. 65. 66. 67. 68. 69. 70. 71. 72. 73. 74. 75.

774 320 277; 775 287 321; 776 322 286; 777 323 284; 778 324 302 DEFINE MATERIAL START ISOTROPIC STEEL E 1.99947E+008 POISSON 0.3 DENSITY 76.8191 ALPHA 6.5E-006 DAMP 0.03 ISOTROPIC CONCRETE E 2.17184E+007 POISSON 0.17 DENSITY 23.5615 ALPHA 5.5E-006 DAMP 0.05 END DEFINE MATERIAL CONSTANTS BETA 180 MEMB 292 295 298 300 331 333 335 336 339 343 703 715 717 723 724

76. 77. 78. 79. 80. 81.

727 739 741 747 748 756 761 764 766 767 777 778 BETA 270 MEMB 323 MATERIAL STEEL ALL MEMBER PROPERTY BRITISH 289 292 294 TO 296 298 TO 300 306 308 309 311 313 314 319 TO 322 331 333 TO 336 339 343 703 708 710 714 TO 719 723 TO 725 727 728 735 738 739 -

-

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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 82. 756 TO 767 774 TO 777 TABLE ST CH125X65X15 83. MEMBER PROPERTY BRITISH 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 STAAD SPACE -- PAGE NO. 3 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 103. 309 START MY MZ 104. 331 START MY MZ 105. 311 END MY MZ 106. 333 END MY MZ 107. 738 START MY MZ 108. 739 START 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 113. 773 START MY MZ 114. 773 END MY MZ 115. 772 START 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. 123. 124. 125. 126. 127.

SELFWEIGHT ** PIPING MASS********* *** PIPING DOP LOAD FOR BIG BORE LINES*** JOINT WEIGHT 303 WEIGHT 5 302 WEIGHT 9

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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 128. 129. 130. 131. 132. 133. 134. 135.

310 WEIGHT 3 ** VERTICAL PIPING LOAD SMALL BORE LINE IN Y DIRECTION 119 135 311 312 314 315 317 WEIGHT 1.5 123 148 313 316 WEIGHT 0.75 **** DEAD LOAD MASS********** MEMBER WEIGHT 289 296 313 314 322 708 710 759 760 762 763 765 UNI 0.7 294 295 298 TO 300 306 320 321 335 336 339 343 715 717 718 725 727 756 761

136. 137. 703 138. 139. 140. 141. 142. 143.

764 774 776 777 UNI 0.35 292 294 295 298 TO 300 306 308 309 311 319 TO 321 331 333 TO 336 339 343

-

715 717 718 723 TO 725 727 756 761 764 774 776 777 UNI 0.3 **** LIVE LOAD MASS ******** 25 % OF LIVE LOAD MEMBER WEIGHT 294 295 298 TO 300 306 320 321 335 336 339 343 715 717 718 725 727 756 761 764 774 776 777 UNI 0.875 289 296 313 314 322 708 710 759 760 762 763 765 UNI 1.75

STAAD SPACE

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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



P R O B L E M S T A T I S T I C S ----------------------------------NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 61/ 83/ ORIGINAL/FINAL BAND-WIDTH= 53/ 9/ 54 DOF TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = SIZE OF STIFFNESS MATRIX = 18 DOUBLE KILO-WORDS REQRD/AVAIL. DISK SPACE = 12.3/ 454159.7 MB

8 318

 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 * * TIME PERIOD USED (T) = 0.118 * * Cs LIMITS : LOWER = 0.010 UPPER = 0.564 * * LOAD FACTOR = 1.000 * * DESIGN BASE SHEAR = 1.000 X 0.111 X 66.49 * * = 7.39 KN *

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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 ************************************************************



150. CHANGE 151. ******************************************************************************* 152. LOAD 2 LOADTYPE NONE TITLE EQZ EARTH QUAKE LOAD IN Z DIRECTION 153. IBC LOAD Z 1 154. PERFORM ANALYSIS STAAD SPACE

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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 Z : * * CT = 0.020 Cu = 1.580 * * TIME PERIODS : * * Ta = 0.081 T = 0.167 Tuser = 0.000 * * TIME PERIOD USED (T) = 0.128 * * Cs LIMITS : LOWER = 0.010 UPPER = 0.522 * * LOAD FACTOR = 1.000 * * DESIGN BASE SHEAR = 1.000 X 0.111 X 66.49 * * = 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 161. SELFWEIGHT Y -1.05 162. 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

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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 175. 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(+) STAAD SPACE 191. 192. 336 193. 194. 195. 196. 197. 336 198. 199. 200. 201. 202. 0.16 203. 204. 205. 206. 207. 208. 725 209. 210. 211. 212. 213. 214. 215. 216. 217. 218. 219. 220. 221. 222. 223.

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TEMPERATURE LOAD 289 292 294 TO 300 302 305 306 308 309 311 313 314 319 TO 323 331 333 TO 339 341 343 344 699 TO 701 703 708 TO 711 714 TO 719 723 TO 725 727 TO 732 735 738 739 741 747 748 756 TO 769 TEMP 30 LOAD 7 LOADTYPE NONE TITLE T(-) TEMPERATURE LOAD 289 292 294 TO 300 302 305 306 308 309 311 313 314 319 TO 323 331 333 TO 339 341 343 344 699 TO 701 703 708 TO 711 714 TO 719 723 TO 725 727 TO 732 735 738 739 741 747 748 756 TO 769 TEMP -30 LOAD 8 LOADTYPE NONE TITLE WL(X) MEMBER LOAD 292 308 309 311 319 331 333 334 703 714 716 719 723 724 728 757 758 UNI GX 741 747 748 778 738 739 766 767 297 302 305 323 LOAD 9 LOADTYPE MEMBER LOAD 294 TO 296 298

UNI GX 0.18 UNI GX 0.1 341 344 709 711 UNI GX 0.1 NONE TITLE WL(Z) TO 300 306 320 TO 322 335 336 339 343 708 710 715 717 718

727 735 756 760 761 763 764 774 776 777 UNI GZ 0.18 738 739 766 767 UNI GZ 0.18 297 302 305 323 341 344 709 711 UNI GZ 0.25 ******** LOAD COMBINATIONS********** ***1*** LOAD COMB 101 1.4 [DC + DOVP ] 3 1.4 4 1.4 ***2** LOAD COMB 102 1.2 [DC + DOVP + T(+) ]+ 1.6 [L ] 3 1.2 4 1.2 6 1.2 5 1.6 LOAD COMB 103 1.2 [DC + DOVP + T(-) ]+ 1.6 [ L ] 3 1.2 4 1.2 7 1.2 5 1.6 ***3A** LOAD COMB 104 1.2 [DC + DOVP] + [ L] 3 1.2 4 1.2 5 1.0

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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 224. 225. 226. 227. 228. 229. 230. 231. 232. 233. 234. 235. 236. 237. 238. 239. 240. 241. 242. 243. 244. 245. 246.

***3B** LOAD COMB 105 1.2 [DC + DOVP ] 3 1.2 4 1.2 8 0.8 LOAD COMB 106 1.2 [DC + DOVP ] 3 1.2 4 1.2 8 -0.8 LOAD COMB 107 1.2 [DC + DOVP ] 3 1.2 4 1.2 9 0.8 LOAD COMB 108 1.2 [DC + DOVP ] 3 1.2 4 1.2 9 -0.8 ***4** LOAD COMB 109 1.2 [DC + DOVP ] 3 1.2 4 1.2 9 1.0 8 1.6 LOAD COMB 110 1.2 [DC + DOVP ] 3 1.2 4 1.2 9 1.0 8 -1.6 LOAD COMB 111 1.2 [DC + DOVP ] 3 1.2 4 1.2 9 1.0 9 1.6 LOAD COMB 112 1.2 [DC + DOVP ] 3 1.2 4 1.2 9 1.0 9 -1.6 ***5** LOAD COMB 113 1.254 [DC + DOVP 3 1.254 4 1.254 5 1.0 1 1.0 LOAD COMB 114 1.146 [DC + DOVP 3 1.146 4 1.254 5 1.0 1 1.0

+ 0.8 [ W(+X) ] + 0.8 [ W(-X) ] + 0.8 [ W(+Z) ] + 0.8 [ W(-Z) ]

+ 1.0 L +

1.6 [W(+X)]

+ 1.0 L +

1.6 [W(-X)]

+ 1.0 L +

1.6 [W(+Z)]

+ 1.0 L +

1.6 [W(-Z)]

] + 1.0 L + EQ[+X)] ] + 1.0 L + EQ[+X)]

STAAD SPACE 247. 248. 249. 250. 251. 252. 253. 254. 255. 256. 257. 258. 259. 260. 261. 262. 263. 264. 265. 266. 267. 268. 269. 270. 271. 272. 273. 274. 275. 276. 277. 278. 279. 280.

LOAD COMB 115 1.254 [DC 3 1.254 4 1.254 5 1.0 1 LOAD COMB 116 1.146 [DC 3 1.146 4 1.254 5 1.0 1 LOAD COMB 117 1.254 [DC 3 1.254 4 1.254 5 1.0 2 LOAD COMB 118 1.146 [DC 3 1.146 4 1.254 5 1.0 2 LOAD COMB 119 1.254 [DC 3 1.254 4 1.254 5 1.0 2 LOAD COMB 120 1.146 [DC 3 1.146 4 1.254 5 1.0 2 ***6** LOAD COMB 121 0.9 [DC + 3 0.9 4 0.9 8 1.6 LOAD COMB 122 0.9 [DC + 3 0.9 4 0.9 8 -1.6 LOAD COMB 123 0.9 [DC + 3 0.9 4 0.9 9 1.6 LOAD COMB 124 0.9 [DC + 3 0.9 4 0.9 9 -1.6 ***7** LOAD COMB 125 0.846 [DC 3 0.846 4 0.846 1 1.0 LOAD COMB 126 0.954 [DC 3 0.954 4 0.846 1 1.0 LOAD COMB 127 0.846 [DC 3 0.846 4 0.846 1 -1.0 LOAD COMB 128 0.954 [DC 3 0.954 4 0.846 1 -1.0 LOAD COMB 129 0.846 [DC 3 0.846 4 0.846 2 1.0 LOAD COMB 130 0.954 [DC 3 0.954 4 0.846 2 1.0

-- PAGE NO. + DOVP -1.0 + DOVP -1.0 + DOVP 1.0 + DOVP 1.0 + DOVP -1.0 + DOVP -1.0

] + 1.0 L + EQ[-X)] ] + 1.0 L + EQ[-X)] ] + 1.0 L + EQ[+Z)] ] + 1.0 L + EQ[+Z)] ] + 1.0 L + EQ[-Z)] ] + 1.0 L + EQ[-Z)]

DOVP ] + 1.6 [W(+X)] DOVP ] + 1.6 [W(-X)] DOVP ] + 1.6 [W(+Z)] DOVP ] + 1.6 [W(-Z)]

+ DOVP ]

+ EQ[+X)]

+ DOVP ]

+ EQ[+X)]

+ DOVP ]

+ EQ[-X)]

+ DOVP ]

+ EQ[-X)]

+ DOVP ]

+ EQ[+Z)]

+ DOVP ]

+ EQ[+Z)]

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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 281. 282. 283. 284. 285. 286. 287. 288. 289. 290. 291. 292. 293. 294. 295. 296. 297. 298. 299. 300. 301. 302.

LOAD COMB 131 0.846 [DC + DOVP ] + EQ[-Z)] 3 0.846 4 0.846 2 -1.0 LOAD COMB 132 0.954 [DC + DOVP ] + EQ[-Z)] 3 0.954 4 0.846 2 -1.0 ******************* ASD COMBINATIONS************************ ****1*** LOAD COMB 201 [ DC + DOVP] 3 1.0 4 1.0 ****2*** LOAD COMB 202 [ DC + DOVP] + L + T(+) 3 1.0 4 1.0 5 1.0 6 1.0 LOAD COMB 203 [ DC + DOVP] + L + T(-) 3 1.0 4 1.0 5 1.0 7 1.0 ****4**** LOAD COMB 204 [ DC + DOVP] + 0.75 [ L + T(+) ] 3 1.0 4 1.0 5 0.75 6 0.75 LOAD COMB 205 [ DC + DOVP] + 0.75 [ L + T(-) ] 3 1.0 4 1.0 5 0.75 7 0.75 ****5A**** LOAD COMB 206 [ DC + DOVP] + W(+X) 3 1.0 4 1.0 8 1.0 LOAD COMB 207 [ DC + DOVP] + W(-X)

STAAD SPACE 303. 304. 305. 306. 307. 308. 309. 310. 311. 312. 313. 314. 315. 316. 317. 318. 319. 320. 321. 322. 323. 324. 325. 326. 327. 328. 329. 330. 331. 332. 333. 334. 335. 336. 337.

-- PAGE NO.

3 1.0 4 1.0 8 -1.0 LOAD COMB 208 [ DC + DOVP] + W(+Z) 3 1.0 4 1.0 9 1.0 LOAD COMB 209 [ DC + DOVP] + W(-Z) 3 1.0 4 1.0 9 -1.0 ****5B***** LOAD COMB 210 1.054 [ DC + DOVP] + 0.7 EQ(+X) 3 1.054 4 1.054 1 0.7 LOAD COMB 211 0.946[ DC + DOVP] + 0.7 EQ(+X) 3 0.946 4 0.946 1 0.7 LOAD COMB 212 1.054 [ DC + DOVP] + 0.7 EQ(-X) 3 1.054 4 1.054 1 -0.7 LOAD COMB 213 0.946 [ DC + DOVP] + 0.7 EQ(-X) 3 0.946 4 0.946 1 -0.7 LOAD COMB 214 1.054 [ DC + DOVP] + 0.7 EQ(+Z) 3 1.054 4 1.054 2 0.7 LOAD COMB 215 0.946 [ DC + DOVP] + 0.7 EQ(+Z) 3 0.946 4 0.946 2 0.7 LOAD COMB 216 1.054 [ DC + DOVP] + 0.7 EQ(-Z) 3 1.054 4 1.054 2 -0.7 LOAD COMB 217 1.054 [ DC + DOVP] + 0.7 EQ(-Z) 3 0.946 4 0.946 2 -0.7 ***6A**** LOAD COMB 218 [ DC + DOVP] + 0.75 L + 0.75 W(+X) 3 1.0 4 1.0 5 0.75 8 0.75 LOAD COMB 219 [ DC + DOVP] + 0.75 L + 0.75 W(-X) 3 1.0 4 1.0 5 0.75 8 -0.75 LOAD COMB 220 [ DC + DOVP] + 0.75 L + 0.75 W(+Z) 3 1.0 4 1.0 5 0.75 9 0.75 LOAD COMB 221 [ DC + DOVP] + 0.75 L + 0.75 W(-Z) 3 1.0 4 1.0 5 0.75 9 -0.75 ***6B*** LOAD COMB 222 1.054 [ DC + DOVP] + 0.75 L + 0.7 EQ(+X) 3 1.054 4 1.054 5 0.75 1 0.7 LOAD COMB 223 0.946[ DC + DOVP] + 0.75 L + 0.7 EQ(+X)

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3 0.946 4 0.946 5 0.75 1 0.7 LOAD COMB 224 1.054 [ DC + DOVP] + 0.75 L + 3 1.054 4 1.054 5 0.75 1 -0.7 LOAD COMB 225 0.946 [ DC + DOVP] + 0.75 L + 3 0.946 4 0.946 5 0.75 1 -0.7 LOAD COMB 226 1.054 [ DC + DOVP] + 0.75 L + 3 1.054 4 1.054 5 0.75 2 0.7 LOAD COMB 227 0.946 [ DC + DOVP] + 0.75 L + 3 0.946 4 0.946 5 0.75 2 0.7 LOAD COMB 228 1.054 [ DC + DOVP] + 0.75 L + 3 1.054 4 1.054 5 0.75 2 -0.7 LOAD COMB 229 0.946 [ DC + DOVP] + 0.75 L + 3 0.946 4 0.946 5 0.75 2 -0.7 ***7**** LOAD COMB 230 0.6 [DC + DOVP] + 0.75 W(+X) 3 0.6 4 0.6 8 0.75 LOAD COMB 231 0.6 [DC + DOVP] + 0.75 W(-X) 3 0.6 4 0.6 8 -0.75 LOAD COMB 232 0.6 [DC + DOVP] + 0.75 W(+Z) 3 0.6 4 0.6 9 0.75 LOAD COMB 233 0.6 [DC + DOVP] + 0.75 W(-Z)

0.7 EQ(-X) 0.7 EQ(-X) 0.7 EQ(+Z) 0.7 EQ(+Z) 0.7 EQ(-Z) 0.7 EQ(-Z)

STAAD SPACE

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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 0.7 365. LOAD COMB 236 0.654 [ DC + DOVP] + 0.7 EQ(-X) 366. 3 0.654 4 0.654 1 -0.7 367. LOAD COMB 237 0.546 [ DC + DOVP] + 0.7 EQ(-X) 368. 3 0.546 4 0.546 1 -0.7 369. LOAD COMB 238 0.654 [ DC + DOVP] + 0.7 EQ(+Z) 370. 3 0.654 4 0.654 2 0.7 371. LOAD COMB 239 0.546 [ DC + DOVP] + 0.7 EQ(+Z) 372. 3 0.546 4 0.546 2 0.7 373. LOAD COMB 240 0.654 [ DC + DOVP] + 0.7 EQ(-Z) 374. 3 0.654 4 0.654 2 -0.7 375. LOAD COMB 241 0.546 [ DC + DOVP] + 0.7 EQ(-Z) 376. 3 0.546 4 0.546 2 -0.7 377. **** 378. 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

379. CHANGE 380. ********************************************************************** 381. PERFORM ANALYSIS PRINT STATICS CHECK ** ALL CASES BEING MADE ACTIVE BEFORE RE-ANALYSIS. ** STAAD SPACE ZERO STIFFNESS IN DIRECTION 5 AT JOINT

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STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 1 LOADTYPE NONE TITLE EQX EARTH QUAKE LOAD IN X DIRECTION


( KN = = =




1 )

-36.38


1 )


MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 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

36.38

1)

STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 2 LOADTYPE NONE TITLE EQZ EARTH QUAKE LOAD IN Z DIRECTION


( KN = = =



STAAD SPACE


2 )

0.00

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MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 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

0.00

2)

STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. LOADTYPE NONE TITLE DC DEAD LOAD


( KN = = =




3 )

-25.67


3 )


MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 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

3

25.67

3)

STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 4 LOADTYPE NONE TITLE DOVP OPERATING FLUID WT VESSEL & PIPIN STAAD SPACE


-- PAGE NO.

( KN = = =

METE ) SUMMARY (LOADING -11.93 -30.50 11.07


4 )

49.17

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MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 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

4 )

-49.17

4)

STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. LOADTYPE NONE TITLE L LIVE LOAD


( KN = = =




5 )

-100.82



5 )

100.82

STAAD SPACE

-- PAGE NO.

MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 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

5)

STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. LOADTYPE NONE TITLE T(+)

***TOTAL APPLIED LOAD ( KN

5

METE ) SUMMARY (LOADING

6 )

6

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0.00 0.00 0.00



0.00


6 )


MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 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

0.00

6)

STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. LOADTYPE NONE TITLE T(-)


( KN = = =


7 )


0.00

STAAD SPACE


7

-- PAGE NO.


7 )


MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 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

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STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. LOADTYPE NONE TITLE WL(X)


( KN = = =




8 )

-14.33


8 )


MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 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

14.33

8)

STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. LOADTYPE NONE TITLE WL(Z) STAAD SPACE


8

9

-- PAGE NO.

( KN = = =


9 )



0.00


9 )


MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING MAXIMUMS AT NODE X = -3.96056E-03 296

0.00

9)

15

0 183

Skid Lifting and Skid Design as Per ASCE

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