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08
INDEX OF REVISIONS
REV.
0
DESCRIPTION AND/OR AFFECTED SHEETS
ORIGINAL SUBMISSION
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DATE
12-07-12
DESIGN
EXECUTION
-
CHECK
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APPROVAL
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REV. A
REV. B
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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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Analysis
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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
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 :
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:
N
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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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)
5)
HORIZONTAL SHEAR (EQUALLY SHARED BY BOTH SADDLE)
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 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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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)
13
DEFLECTION / SERVICEABILITY
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PS-1
Limiting
deflection 14
mm
PS-2
Limiting
deflection 14
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PS-3
Limiting
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PS-4
Limiting
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PS-6
Limiting
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Limiting
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PS-8
Limiting
deflection 12
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Limiting
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FIXED
SADDLE
Limiting
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SLIDING
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Limiting
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SMALL
PLATFORM
Limiting
deflection 39
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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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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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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. **************************
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
-- PAGE NO.
3
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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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.
-- PAGE NO.
4
** 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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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.
-- PAGE NO.
5
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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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.
-- PAGE NO.
6
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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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.
-- PAGE NO.
7
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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342.
343.
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345.
346.
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349.
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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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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
-- PAGE NO.
**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 =
-- PAGE NO.
METE ) SUMMARY (LOADING
207.90
0.00
1 )
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SUMMATION FORCE-Z =
0.00
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
1 )
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
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 )
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
359.75 MY=
-274.82 MZ=
***TOTAL REACTION LOAD( KN
SUMMATION FORCE-X =
SUMMATION FORCE-Y =
SUMMATION FORCE-Z =
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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STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO.
DC DEAD LOAD EMPTY EQPT + EMPTY PIPING
***TOTAL APPLIED LOAD
SUMMATION FORCE-X
SUMMATION FORCE-Y
SUMMATION FORCE-Z
( KN
=
=
=
METE ) SUMMARY (LOADING
0.00
-340.30
0.00
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
1813.14 MY=
0.00 MZ=
***TOTAL REACTION LOAD( KN
SUMMATION FORCE-X =
SUMMATION FORCE-Y =
SUMMATION FORCE-Z =
3 )
-668.05
METE ) SUMMARY (LOADING
0.00
340.30
0.00
3 )
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
-1813.14 MY=
0.00 MZ=
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
668.05
3)
STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO.
DOVP OPERATING ( WEIGHT OF EQPT + PIPING CONTENT)
***TOTAL APPLIED LOAD
SUMMATION FORCE-X
SUMMATION FORCE-Y
SUMMATION FORCE-Z
( KN
=
=
=
METE ) SUMMARY (LOADING
44.50
-520.13
45.50
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
2834.63 MY=
78.64 MZ=
4
4 )
-1055.61
STAAD SPACE
***TOTAL REACTION LOAD( KN
SUMMATION FORCE-X =
SUMMATION FORCE-Y =
SUMMATION FORCE-Z =
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
4)
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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
***TOTAL APPLIED LOAD
SUMMATION FORCE-X
SUMMATION FORCE-Y
SUMMATION FORCE-Z
( KN
=
=
=
METE ) SUMMARY (LOADING
0.00
-269.87
0.00
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
1506.24 MY=
0.00 MZ=
***TOTAL REACTION LOAD( KN
SUMMATION FORCE-X =
SUMMATION FORCE-Y =
SUMMATION FORCE-Z =
5 )
-481.19
METE ) SUMMARY (LOADING
0.00
269.87
0.00
5 )
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
-1506.24 MY=
0.00 MZ=
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
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.
***TOTAL APPLIED LOAD
SUMMATION FORCE-X
SUMMATION FORCE-Y
SUMMATION FORCE-Z
( KN
=
=
=
METE ) SUMMARY (LOADING
44.71
0.00
0.00
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
0.00 MY=
260.07 MZ=
***TOTAL REACTION LOAD( KN
SUMMATION FORCE-X =
SUMMATION FORCE-Y =
SUMMATION FORCE-Z =
METE ) SUMMARY (LOADING
-44.71
0.00
0.00
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
0.00 MY=
-260.07 MZ=
6 )
-78.15
6 )
78.15
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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
***TOTAL APPLIED LOAD
SUMMATION FORCE-X
SUMMATION FORCE-Y
SUMMATION FORCE-Z
( KN
=
=
=
METE ) SUMMARY (LOADING
0.00
0.00
34.62
7 )
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
56.18 MY=
-73.62 MZ=
***TOTAL REACTION LOAD( KN
SUMMATION FORCE-X =
SUMMATION FORCE-Y =
SUMMATION FORCE-Z =
0.00
METE ) SUMMARY (LOADING
0.00
0.00
-34.62
7 )
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
-56.18 MY=
73.62 MZ=
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)
***TOTAL APPLIED LOAD
SUMMATION FORCE-X
SUMMATION FORCE-Y
SUMMATION FORCE-Z
7
( KN
=
=
=
METE ) SUMMARY (LOADING
0.00
-392.00
0.00
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
2163.84 MY=
0.00 MZ=
8 )
-723.63
8
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***TOTAL REACTION LOAD( KN
SUMMATION FORCE-X =
SUMMATION FORCE-Y =
SUMMATION FORCE-Z =
METE ) SUMMARY (LOADING
0.00
392.00
0.00
8 )
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
-2163.84 MY=
0.00 MZ=
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
723.63
8)
************ 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
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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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
Depth of beam =
Width of beam =
UC 203 x 203 x 46
203.20
mm
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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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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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
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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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73. GENERAL
74. RIGIDSECTION
75. 0.04368 0.0001 0.0001 0.0001 0.0001 0.0203 0.0203 0.0203 0.0001 0.0001 76. 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001
77. END
78. ************************** MATERIAL DEFINITION **************************
79. DEFINE MATERIAL START
80. ISOTROPIC STEEL
81. E 1.99947E+008
82. POISSON 0.3
83. DENSITY 76.8191
84. ALPHA 6.5E-006
85. DAMP 0.03
86. ISOTROPIC CONCRETE
87. E 2.17184E+007
88. POISSON 0.17
89. DENSITY 23.5615
90. ALPHA 5.5E-006
91. DAMP 0.05
92. ISOTROPIC ZERO-DENSITY
93. E 1.99947E+008
94. POISSON 0.3
95. DENSITY 0.001
96. ALPHA 6.5E-006
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97. DAMP 0.03
98. END DEFINE MATERIAL
99.
**************************
MATERIAL
CONSTANTS
********************************
100. CONSTANTS
101. BETA 90 MEMB 51 54 74 TO 77 122 123 127 133 134
102. BETA 180 MEMB 49 52 56
103. ************************** MATERIAL ASSIGNMENT **************************
104. MATERIAL STEEL MEMB 1 TO 8 10 TO 25 30 32 33 35 TO 44 46 TO 66 69 70 105. 73 TO 81 83 84 86 TO 109 111 114 TO 119 121 TO 123 126 TO 128 130 TO 148 106. 150 TO 156 158 159 162 TO 170 172 TO 182 184
107. MATERIAL ZERO-DENSITY MEMB 29 85 171
108.
**************************
MEMBER
PROPERTY
ASSIGNMENT
************************
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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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
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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% *****
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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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) 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) 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. ******
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****************************
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
-- PAGE NO.
7
SERVICEABILITY
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376. *LOAD COMB 209 EQPT EMPTY + 0% LIVE LOAD - EQZ
STAAD SPACE
-- PAGE NO.
8
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/SUPPORTS =
109/
160/
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
3
651
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-- PAGE NO.
STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO.
DC DEAD LOAD EMPTY EQPT + EMPTY PIPING
***TOTAL APPLIED LOAD
SUMMATION FORCE-X
SUMMATION FORCE-Y
SUMMATION FORCE-Z
( KN
=
=
=
METE ) SUMMARY (LOADING
0.00
-327.64
0.00
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
1596.51 MY=
0.00 MZ=
***TOTAL REACTION LOAD( KN
SUMMATION FORCE-X =
SUMMATION FORCE-Y =
SUMMATION FORCE-Z =
3
3 )
-659.34
METE ) SUMMARY (LOADING
0.00
327.64
0.00
3 )
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
-1596.51 MY=
0.00 MZ=
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
9
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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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 3D Rendered View:
Model Isometric View:
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Model Supports isometric view:
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Node Numbers:
Beam Numbers
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7 Member Releases:
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9 BASIC LOADS:
1)
Seismic load EQX :
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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
0
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5) live load :
DEP was referred for selecting appropriate live load
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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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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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e) Steel design Parameters
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steel design stress ratio
g) steel design stress ratio (Supports)
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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
*
*
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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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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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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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
-- PAGE NO.
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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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************************************************************
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
-- PAGE NO.
5
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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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.
-- PAGE NO.
6
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
NO
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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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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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340.
341.
342.
343.
344.
345.
346.
347.
348.
349.
350.
351.
352.
353.
354.
355.
356.
357.
358.
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
-- PAGE NO.
9
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
-- PAGE NO.
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125
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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.
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STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO.
1
LOADTYPE NONE TITLE EQX
EARTH QUAKE LOAD IN X DIRECTION
***TOTAL APPLIED LOAD
SUMMATION FORCE-X
SUMMATION FORCE-Y
SUMMATION FORCE-Z
( KN
=
=
=
METE ) SUMMARY (LOADING
7.39
0.00
0.00
1 )
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
0.00 MY=
40.77 MZ=
***TOTAL REACTION LOAD( KN
SUMMATION FORCE-X =
SUMMATION FORCE-Y =
SUMMATION FORCE-Z =
-36.38
METE ) SUMMARY (LOADING
-7.39
0.00
0.00
1 )
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
0.00 MY=
-40.77 MZ=
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
***TOTAL APPLIED LOAD
SUMMATION FORCE-X
SUMMATION FORCE-Y
SUMMATION FORCE-Z
( KN
=
=
=
METE ) SUMMARY (LOADING
0.00
0.00
7.39
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
36.38 MY=
-5.89 MZ=
STAAD SPACE
***TOTAL REACTION LOAD( KN
SUMMATION FORCE-X =
SUMMATION FORCE-Y =
SUMMATION FORCE-Z =
2 )
0.00
-- PAGE NO.
METE ) SUMMARY (LOADING
0.00
0.00
-7.39
2 )
11
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SUMMATION OF MOMENTS AROUND THE ORIGINMX=
-36.38 MY=
5.89 MZ=
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
***TOTAL APPLIED LOAD
SUMMATION FORCE-X
SUMMATION FORCE-Y
SUMMATION FORCE-Z
( KN
=
=
=
METE ) SUMMARY (LOADING
0.00
-19.38
0.00
3 )
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
104.79 MY=
0.00 MZ=
***TOTAL REACTION LOAD( KN
SUMMATION FORCE-X =
SUMMATION FORCE-Y =
SUMMATION FORCE-Z =
-25.67
METE ) SUMMARY (LOADING
0.00
19.38
0.00
3 )
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
-104.79 MY=
0.00 MZ=
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
***TOTAL APPLIED LOAD
SUMMATION FORCE-X
SUMMATION FORCE-Y
SUMMATION FORCE-Z
-- PAGE NO.
( KN
=
=
=
METE ) SUMMARY (LOADING
-11.93
-30.50
11.07
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
229.36 MY=
-74.06 MZ=
4 )
49.17
12
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***TOTAL REACTION LOAD( KN
SUMMATION FORCE-X =
SUMMATION FORCE-Y =
SUMMATION FORCE-Z =
METE ) SUMMARY (LOADING
11.93
30.50
-11.07
4 )
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
-229.36 MY=
74.06 MZ=
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
-49.17
4)
STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO.
LOADTYPE NONE TITLE L
LIVE LOAD
***TOTAL APPLIED LOAD
SUMMATION FORCE-X
SUMMATION FORCE-Y
SUMMATION FORCE-Z
( KN
=
=
=
METE ) SUMMARY (LOADING
0.00
-67.88
0.00
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
352.23 MY=
0.00 MZ=
***TOTAL REACTION LOAD( KN
SUMMATION FORCE-X =
SUMMATION FORCE-Y =
SUMMATION FORCE-Z =
5 )
-100.82
METE ) SUMMARY (LOADING
0.00
67.88
0.00
5 )
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
-352.23 MY=
0.00 MZ=
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
13
0
183
DOCUMENT TITLE
NO
REV.
JOB:
SHEET:
181
of
TITLE:
STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08
SUMMATION FORCE-X =
SUMMATION FORCE-Y =
SUMMATION FORCE-Z =
0.00
0.00
0.00
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
0.00 MY=
0.00 MZ=
***TOTAL REACTION LOAD( KN
SUMMATION FORCE-X =
SUMMATION FORCE-Y =
SUMMATION FORCE-Z =
0.00
METE ) SUMMARY (LOADING
0.00
0.00
0.00
6 )
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
0.00 MY=
0.00 MZ=
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(-)
***TOTAL APPLIED LOAD
SUMMATION FORCE-X
SUMMATION FORCE-Y
SUMMATION FORCE-Z
( KN
=
=
=
METE ) SUMMARY (LOADING
0.00
0.00
0.00
7 )
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
0.00 MY=
0.00 MZ=
0.00
STAAD SPACE
***TOTAL REACTION LOAD( KN
SUMMATION FORCE-X =
SUMMATION FORCE-Y =
SUMMATION FORCE-Z =
7
-- PAGE NO.
METE ) SUMMARY (LOADING
0.00
0.00
0.00
7 )
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
0.00 MY=
0.00 MZ=
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
7)
14
0
183
DOCUMENT TITLE
NO
REV.
JOB:
SHEET:
182
of
TITLE:
STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08
STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO.
LOADTYPE NONE TITLE WL(X)
***TOTAL APPLIED LOAD
SUMMATION FORCE-X
SUMMATION FORCE-Y
SUMMATION FORCE-Z
( KN
=
=
=
METE ) SUMMARY (LOADING
3.20
0.00
0.00
8 )
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
0.00 MY=
17.84 MZ=
***TOTAL REACTION LOAD( KN
SUMMATION FORCE-X =
SUMMATION FORCE-Y =
SUMMATION FORCE-Z =
-14.33
METE ) SUMMARY (LOADING
-3.20
0.00
0.00
8 )
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
0.00 MY=
-17.84 MZ=
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
***TOTAL APPLIED LOAD
SUMMATION FORCE-X
SUMMATION FORCE-Y
SUMMATION FORCE-Z
8
9
-- PAGE NO.
( KN
=
=
=
METE ) SUMMARY (LOADING
0.00
0.00
3.88
9 )
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
16.71 MY=
-4.55 MZ=
***TOTAL REACTION LOAD( KN
SUMMATION FORCE-X =
SUMMATION FORCE-Y =
SUMMATION FORCE-Z =
0.00
METE ) SUMMARY (LOADING
0.00
0.00
-3.88
9 )
SUMMATION OF MOMENTS AROUND THE ORIGINMX=
-16.71 MY=
4.55 MZ=
MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING
MAXIMUMS
AT NODE
X = -3.96056E-03
296
0.00
9)
15
0
183
DOCUMENT TITLE
NO
JOB:
REV.
SHEET:
183
of
0
183
TITLE:
STRUCTURAL DESIGN CALCULATION FOR SKID, MODULE # 08
Y = -9.92086E-03
Z = 3.59966E-02
RX= 3.03557E-04
RY= 2.44610E-04
RZ= 3.43295E-05
309
297
135
321
320
************ END OF DATA FROM INTERNAL STORAGE ************
382.
383.
384.
385.
386.
387.
323 388.
389.
390.
391.
392.
393.
394.
395.
396.
397.
398.
399.
400.
401.
402.
403.
404.
405.
406.
LOAD LIST 101 TO 132
PARAMETER 1
CODE LRFD
BEAM 1 ALL
FYLD 275000 ALL
FU 400000 MEMB 289 292 294 TO 300 302 305 306 308 309 311 313 314 319 TO
331 333 TO 336 339 341 343 344 699 TO 701 703 708 TO 711 714 TO 719 723 TO 725 727 TO 732 735 738 739 741 747 748 756 TO 769 772 TO 778
MAIN 200 ALL
DFF 200 MEMB 289 294 TO 296 298 TO 300 306 313 314 320 TO 322 335 336 339
343
DJ1
DJ2
DJ1
DJ2
DJ1
DJ2
DJ1
DJ2
DJ1
DJ2
DJ1
DJ2
DJ1
DJ2
708
289
131
118
134
123
125
119
279
114
115
135
281
136
135
710 715 717 718 725 727 756 759 TO 765 774 776 777
MEMB 313 314 762 765
MEMB 313 314 762 765
MEMB 292 319
MEMB 292 319
MEMB 299 300 761
MEMB 299 300 761
MEMB 295 296 715 760 777
MEMB 295 296 715 760 777
MEMB 289 759
MEMB 289 759
MEMB 321 322 718 763 776
MEMB 321 322 718 763 776
MEMB 320 725 774
MEMB 320 725 774