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DIESEL STORAGE PLATFORM LIFTING ANALYSIS
0 APPROVED FOR CONSTRUTION
B ISSUED FOR APPROVAL
A 02/02/12 ANA ISSUED FOR CLIENT COMMENTS
CHECK APPR. APPR. APPR. REV. DATE BY DESCRIPTION
ENGINEER APPROVAL CONTRACTOR COMPANY
STATUS CODE : A = Issued for comments - B = Issued for approval - C = Approved
TOTAL OR PARTIAL REPRODUCTION AND/OR UTILIZATION OF THIS DOCUMENT ARE FORBIDDEN
WITHOUT PRIOR WRITTEN AUTHORIZATION OF THE OWNER
CLASS REVISION STATUS DOCUMENT NUMBER AG-03-002
1 A A
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TABULATION OF REVISED PAGES ATTACHMENTS
REVISIONS REVISIONS PAGE
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2 X B 22 X X
3 X C 2 X X
4 X D 2 X X
5 X E 16 X X
6 X F 10 X X
7 X G 2 X X
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25 X REVISIONS
26 X EXHI. PAGES
A B C D E REMARKS
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TABLE OF CONTENTS
1 INTRODUCTION ................................................................................................................ 6
1.1 OBJECTIVE OF THE ANALYSIS.............................................................................. 6
2 SUMMARY OF CONCLUSION........................................................................................... 7
2.1 WEIGHT SUMMARY ................................................................................................ 7
2.2 CENTRE OF GRAVITY............................................................................................. 7
2.3 MAXIMUM SLING LOAD .......................................................................................... 8
2.4 API/AISC MEMBER STRESS RATIOS ..................................................................... 9
2.5 API/AISC JOINT PUNCHING SHEAR STRESS RATIOS ....................................... 13
2.6 API/AISC JOINT MINIMUM REQUIRED STRENGTH RATIOS............................... 13
2.7 JOINT DEFLECTION .............................................................................................. 14
3 DESIGN PREMISES......................................................................................................... 15
3.1 REFERENCE DOCUMENTS .................................................................................. 15
3.2 MATERIAL.............................................................................................................. 15
3.3 COMPUTER PROGRAM ........................................................................................ 16
3.4 UNIT SYSTEM........................................................................................................ 16
4 COMPUTER MODEL........................................................................................................ 18
4.1 METHOD OF ANALYSIS ........................................................................................ 18
4.1.1 GENERAL ..................................................................................................................... 18
4.1.2 ALLOWABLE STRESS................................................................................................. 18
4.1.3 CONTINGENCY FACTOR............................................................................................ 18
4.1.4 DYNAMIC AMPLIFICATION FACTOR......................................................................... 19
4.1.5 CONSEQUENCE FACTOR .......................................................................................... 19
4.1.6 SKEW EFFECT............................................................................................................. 19
4.1.7 RIGGING ARRANGEMENT.......................................................................................... 19
4.1.8 COG VARIATION.......................................................................................................... 20
4.2 STRUCTURAL MODEL .......................................................................................... 22
4.2.1 GENERAL VIEW........................................................................................................... 22
4.2.2 DESCRIPTION.............................................................................................................. 23
4.3 GLOBAL AXIS SYSTEM......................................................................................... 23
4.4 LOCAL AXIS SYSTEM............................................................................................ 23
4.5 BOUNDARY CONDITIONS..................................................................................... 23
4.5.1 HOOK POINT................................................................................................................ 23
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4.5.2 SLINGS ......................................................................................................................... 23
4.5.3 MODEL GLOBAL STABILITY....................................................................................... 23
5 LOADING ......................................................................................................................... 25
5.1 ELEMENTARY LOAD DEFINITION ........................................................................ 25
5.2 COG SHIFT FORCE CALCULATION ..................................................................... 25
5.3 LOADING COMBINATIONS.................................................................................... 27
5.3.1 PRE-LOADING COMBINATION................................................................................... 27
5.3.2 LOADING COMBINATION WITHOUT CONSEQUENCE FACTOR ............................ 28
5.3.3 LOADING COMBINATION FOR MEMBER CONNECTING TO PADEYE................... 28
5.3.4 LOADING COMBINATION FOR MEMBER NOT CONNECTING TO PADEYE .......... 29
6 ANALYSIS RESULTS....................................................................................................... 30
6.1 LOADING SUMMARY............................................................................................. 30
6.1.1 ELEMENTARY LOAD................................................................................................... 30
6.1.2 PRE-LOADINGS AND LOADING COMBINATION....................................................... 30
6.1.3 LOADING SUMMARY AND COG................................................................................. 31
6.2 DEFLECTION PLOTS............................................................................................. 33
6.3 SLINGS LOAD ........................................................................................................ 33
6.4 MEMBER CODE CHECKS ..................................................................................... 33
6.4.1 MEMBER CONNECTED TO PADEYE......................................................................... 33
6.4.2 MEMBER NOT CONNECTED TO PADEYE ................................................................ 34
6.5 REACTION ............................................................................................................. 34
6.6 CONNECTION CODE CHECKS ............................................................................. 36
ATTACHMENTS
APPENDIX A PADEYE DESIGN AND CALCULATION
APPENDIX B STRUCTURAL GEOMETRY
APPENDIX C JOINT DEFLECTION PLOTS
APPENDIX D UNITY CHECK RATIO PLOTS
APPENDIX E SACS INPUT FILE
APPENDIX F SACS OUTPUT FILE
Appendix F1 Maximum Joint Deflection List
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Appendix F2 Member Unity Check Summary
APPENDIX G REFERENCES DRAWING
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1 INTRODUCTION
1.1 OBJECTIVE OF THE ANALYSIS
The purpose of this calculation is to check the adequacy of DIESEL STORAGE to sustain the loads that may occur during the lifting conditions, which comprise of :
• The dead weight of Diesel Storage Platform
• The dynamic amplification due to offshore site.
• The lifting sling load distribution accounting for CoG variation and sling length inaccuracy.
• The design of lifting padeyes
The calculation is based on the design data and the requirements in the Structural Design Basis , General Specification, General Specification for Design of Offshore Topside Structure (Ref. 7), General Specification for Load-out, Sea-fastening, Transportation and Installation of Offshore Structures (Ref. 10) & API RP2A-WSD 21
st – 2000 Edition (Ref. 11).
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2 SUMMARY OF CONCLUSION
2.1 WEIGHT SUMMARY
The detail weight summary of DIESEL lifting condition without contingency as well as with contingency is given in the following table. Definition and detail of the loading condition is given in chapter 5.1.
Unit : kN
Structure Loading Condition Actual Weight Cont's
Actual Weight with
Contingencies
Main Structure Self Weight 250.760 1.15 288.374
DIESEL Structural Appurtenance 121.691 1.20 146.030
STORAGE Diesel Storage Tanks Opt. 403.081 1.20 483.697
Diesel Fuel Transfer Pump 9.808 1.20 11.770
Piping Dry 29.200 1.20 35.040
Electrical/Instrumentations 45.112 1.25 56.390
2.2 CENTRE OF GRAVITY
The centre of gravity and origin co-ordinates are shown below :
11.75 m
DIESEL STORAGE
Deck Center
(-0.000, 0.000)
PL12
PL03
8.40 m
Y
X
PL09
PL06
DIESEL CoG
(3.30,6.21)
Platform North
B
A
1
2
Diesel Storage
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The centre of gravity from SACS calculation are as follow :
CoG (m)
Structure x y
DIESEL STORAGE 3.30 6.21
2.3 MAXIMUM SLING LOAD
The maximum sling loads is performed with considering the 1.20 dynamic amplification factor and shifted of centre of gravity location. The slings angles are measured between slings and the horizontal plane (degree) see sketch below.
Diesel Storage
Point No. Point Member
Vertical Angle(α)α)α)α)
Degree
1 PL03 PL03-PL14 60
2 PL06 PL06-PL14 56.58
3 PL09 PL09-PL15 62.10
4 PL12 PL12-PL15 58.27
3
1
4
2
HOOK POINT
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The maximum sling loads are shown in the table below:
Padeye on the DIESEL STORAGE:
Lifting Point Type Attached to: Load Case Member Load (kN)
Padeye PL03 LPA1 PL03-PL14 707.30
Padeye PL06 LPA2 PL06-PL14 523.20
Padeye PL09 LPA3 PL09-PL14 742.50
Padaye PL12 LPA4 PL12-PL14 574.97
From the above member sling load table, the maximum sling load DIESEL STORAGE is 742.50 kN. Thus, this load will be used for pad-eyes design. The pad-eye design and calculation will be explained in Appendix A in this report.
2.4 API/AISC MEMBER STRESS RATIOS
Maximum stress ratios obtained for members are :
Members connected to padeye :
The maximum interaction ratio below is checked with the consequence factor of 1.35.
Location Member Properties Load Case UC
D006-D007 WPG01 NLP2 0.162
DIESEL D007-D008 WPG01 NLP2 0.225
STORAGE D008-D009 WPG01 NLP2 0.279
D009-D010 WPG01 NLP3 0.331
D009-D034 WPG01 NLP3 0.366
D010-D011 WPG01 NLP3 0.260
D011-D012 WPG01 NLP2 0.218
D012-D013 WPG01 NLP2 0.189
D013-D014 WPG01 NLP2 0.158
D014-PL06 WPG01 NLP3 0.147
D034-D048 WPG01 NLP3 0.437
D040-D054 WPG01 NLP2 0.389
D044-PL09 WPG01 NLP3 0.497
D048-D061 WPG01 NLP3 0.303
D054-PL12 WPG01 NLP2 0.360
D058-D059 WPG01 NLP4 0.208
D059-D060 WPG01 NLP4 0.279
D060-D061 WPG01 NLP3 0.315
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D061-D062 WPG01 NLP3 0.377
D062-D063 WPG01 NLP3 0.321
D063-D064 WPG01 NLP3 0.259
D064-D065 WPG01 NLP4 0.208
D065-D066 WPG01 NLP3 0.176
D066-PL12 WPG01 NLP3 0.162
PL03-D006 WPG01 NLP1 0.168
PL06-D040 WPG01 NLP2 0.375
PL09-D058 WPG01 NLP3 0.178
D030-D044 WPG01 NLP3 0.574
PL03-D030 WPG01 NLP3 0.528
D005-PL03 W10X22 NLP3 0.34
Members not connected to padeye :
These member below are not connected to the lift points. These members are checked with the consequence factor of 1.15.
Location Member Properties Load Case UC
D003-D027 W10X22 FLP3 0.242
DIESEL D004-D028 W10X22 FLP3 0.035
STORAGE D005-D029 W10X22 FLP4 0.034
D006-D015 W10X22 FLP3 0.156
D007-D016 W10X22 FLP3 0.090
D008-D017 W10X22 FLP1 0.135
D010-D018 W10X22 FLP3 0.113
D011-D019 W10X22 FLP3 0.036
D012-D020 W10X22 FLP1 0.093
D013-D038 W10X22 FLP1 0.031
D014-D039 W10X22 FLP2 0.063
D015-D016 W10X22 FLP3 0.043
D015-D021 W10X22 FLP3 0.167
D016-D017 W10X22 FLP3 0.038
D016-D022 W10X22 FLP3 0.144
D017-D023 W10X22 FLP3 0.151
D018-D019 W10X22 FLP3 0.060
D018-D024 W10X22 FLP1 0.079
D019-D020 W10X22 FLP3 0.067
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D019-D025 W10X22 FLP3 0.075
D020-D026 W10X22 FLP3 0.086
D021-D022 W10X22 FLP3 0.058
D021-D031 W10X22 FLP3 0.226
D022-D023 W10X22 FLP3 0.089
D022-D032 W10X22 FLP3 0.203
D023-D033 W10X22 FLP3 0.224
D024-D025 W10X22 FLP3 0.075
D024-D035 W10X22 FLP3 0.153
D025-D026 W10X22 FLP3 0.118
D025-D036 W10X22 FLP3 0.147
D026-D037 W10X22 FLP3 0.163
D027-D041 W10X22 FLP3 0.450
D028-D042 W10X22 FLP1 0.054
D029-D043 W10X22 FLP3 0.049
D031-D045 W10X22 FLP1 0.117
D032-D046 W10X22 FLP3 0.049
D033-D047 W10X22 FLP3 0.089
D035-D049 W10X22 FLP1 0.079
D036-D050 W10X22 FLP3 0.049
D037-D051 W10X22 FLP3 0.057
D038-D052 W10X22 FLP3 0.049
D039-D053 W10X22 FLP2 0.095
D041-D055 W10X22 FLP1 0.191
D042-D056 W10X22 FLP1 0.020
D043-D057 W10X22 FLP4 0.024
D045-D058 W10X22 FLP1 0.058
D046-D059 W10X22 FLP3 0.017
D047-D060 W10X22 FLP3 0.040
D049-D062 W10X22 FLP1 0.035
D050-D063 W10X22 FLP3 0.017
D051-D064 W10X22 FLP3 0.021
D052-D065 W10X22 FLP3 0.017
D053-D066 W10X22 FLP2 0.044
D058-D070 W10X22 FLP3 0.094
D059-D071 W10X22 FLP4 0.072
D060-D072 W10X22 FLP3 0.160
D062-D074 W10X22 FLP1 0.096
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D063-D075 W10X22 FLP3 0.042
D064-D076 W10X22 FLP3 0.049
D065-D077 W10X22 FLP1 0.054
D066-D078 W10X22 FLP3 0.088
D069-D070 W10X22 FLP3 0.329
D070-D071 W10X22 FLP3 0.251
D071-D072 W10X22 FLP4 0.145
D073-D074 W10X22 FLP1 0.423
D074-D075 W10X22 FLP4 0.331
D075-D076 W10X22 FLP4 0.406
D076-D077 W10X22 FLP3 0.438
D077-D078 W10X22 FLP1 0.359
D078-D079 W10X22 FLP2 0.381
D006-D007 WPG01 FLP2 0.138
D007-D008 WPG01 FLP2 0.191
D008-D009 WPG01 FLP2 0.238
D009-D010 WPG01 FLP3 0.283
D009-D034 WPG01 FLP3 0.312
D010-D011 WPG01 FLP3 0.223
D011-D012 WPG01 FLP2 0.185
D012-D013 WPG01 FLP2 0.161
D013-D014 WPG01 FLP2 0.135
D014-PL06 WPG01 FLP3 0.126
D030-D044 WPG01 FLP3 0.489
D034-D048 WPG01 FLP3 0.372
D040-D054 WPG01 FLP2 0.331
D044-PL09 WPG01 FLP3 0.423
D048-D061 WPG01 FLP3 0.258
D054-PL12 WPG01 FLP2 0.307
D058-D059 WPG01 FLP4 0.164
D059-D060 WPG01 FLP4 0.219
D060-D061 WPG01 FLP3 0.269
D061-D062 WPG01 FLP3 0.321
D062-D063 WPG01 FLP3 0.274
D063-D064 WPG01 FLP3 0.221
D064-D065 WPG01 FLP4 0.177
D065-D066 WPG01 FLP3 0.150
D066-PL12 WPG01 FLP3 0.138
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PL03-D006 WPG01 FLP1 0.143
PL03-D030 WPG01 FLP3 0.450
PL06-D040 WPG01 FLP2 0.294
PL09-D058 WPG01 FLP3 0.151
D030-D031 WPG02 FLP3 0.179
D031-D032 WPG02 FLP3 0.123
D032-D033 WPG02 FLP3 0.133
D033-D034 WPG02 FLP3 0.163
D034-D035 WPG02 FLP3 0.192
D035-D036 WPG02 FLP3 0.213
D036-D037 WPG02 FLP3 0.215
D037-D038 WPG02 FLP3 0.192
D038-D039 WPG02 FLP3 0.174
D039-D040 WPG02 FLP3 0.154
D044-D045 WPG02 FLP4 0.128
D045-D046 WPG02 FLP4 0.119
D046-D047 WPG02 FLP3 0.134
D047-D048 WPG02 FLP3 0.160
D048-D049 WPG02 FLP3 0.208
D049-D050 WPG02 FLP3 0.228
D050-D051 WPG02 FLP3 0.228
D051-D052 WPG02 FLP3 0.204
D052-D053 WPG02 FLP3 0.183
D053-D054 WPG02 FLP3 0.163
D072-D073 W10X22 FLP3 0.518
All member have satisfied the API RP2A WSD – 21st
Edition / AISC 9th Edition code checking
requirements in lifting condition.
2.5 API/AISC JOINT PUNCHING SHEAR STRESS RATIOS
No tubular intersection is found during structure lifting analysis. Therefore, punching shear check is not performed in the analysis.
2.6 API/AISC JOINT MINIMUM REQUIRED STRENGTH RATIOS
No tubular intersection is found during structure lifting analysis. Therefore, joint minimum required strength ratios is not resulted in the analysis.
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2.7 JOINT DEFLECTION
The maximum joint deflection occurred on the lifting analysis (included lifting in shifted position) are shown below :
Displacements given are relative displacements with regard to the extremities of span (mm).
Location Member Span
(l) Properties
Deflection Relative (d)
Load Case
d/l
DIESEL
STORAGE
D030-D027 2.55 W21 X 62 1.6676 NLP3 0.00326
All deflections are acceptable, which are less than 1/360 for main beam and 1/300 for other beam (for cantilever “l” design value is twice the cantilever length).
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3 DESIGN PREMISES
3.1 REFERENCE DOCUMENTS
The present analysis is carried out based on the design criteria described in the following documents
1) Document no. Design of Offshore Topside Structure
2) Document no. MTO -Structural
3) Document no. Equipment List
4) Drawings References:
a. DIESEL STORAGE Platform Deck Framing Sheet 1
b. DIESEL STORAGE Platform Deck Framing Sheet 1
3.1.1 Project Specification and Reports
1) Document No. Structural Design Basis
2) Document No. Platforms Weight Control Report
3.1.2 Company General Specification
3) Document No. Weight Monitoring and Weighing Offshore Units, Rev. 02.
4) Document No. Design of Offshore Topsides Structures, Rev. 02.
5) Document No. Material for Offshore Steel Structures, Rev. 01.
6) Document No. Fabrication of Offshore Steel Structures, Rev. 02.
7) Document No. Load-out, Sea-Fastening, Transportation and Installation of Offshore Structures, Rev.01.
3.1.3 Codes and Standards
8) API RP2A-WSD. 21st Edition, Recommended Practice for Planning, Designing and Construction
Fixed Offshore Platforms – 2000.
9) AISC 9th Edition/ASD, American Institute of Steel Construction/Allowable Stress Design – 1989.
3.2 MATERIAL
All structures will be made of steel, using the following properties:
Steel density : 7.850 t/m3
Elastic modulus : 205000 MPa
Poisson's ratio : 0.3
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Steel grades are per basic engineering drawings with the following corresponding yield stresses:
for grade S355 Fy = 355 MPa thk ≤ 16 mm
Fy = 345 MPa 16 mm < thk ≤ 40 mm
Fy = 335 MPa 40 mm < thk
for grade S235 Fy = 235 MPa thk ≤ 16 mm
Fy = 225 MPa 16 mm < thk ≤ 40 mm
Fy = 215 MPa 40 mm < thk
Material strength refer to general COMPANY specification of reference GS-STR-201.
See hereunder the steel category specification and yield stress.
SPECIAL CATEGORY FIRST CATEGORY SECOND CATEGORY
S 1 2
Piles S355 Tubular OD < 12” S235
Deck leg S355 Tubular OD > 12” S355 Tubular S235
WPG S355 (Web height > 600mm) (*)
WPG S235 (Web height > 600mm) (*)
Padeyes S355 Rolled section S235 (Web height < 600mm) (*)
Rolled section S235
Plates S355 Plates S235 Plates S235
(*) Welded plate girder shall be preferred for web height is superior to 600mm, else rolled section shall be used.
3.3 COMPUTER PROGRAM
The following software will be used for modelling and designing of structures :
� SACS version 5.2.
This software is developed and produced by EDI (Engineering Dynamics Inc.)
The analysis uses the following co-ordinates :
X : Plant east Y : Plant north Z : Vertical up
3.4 UNIT SYSTEM
The following unit system shall be adopted in the SACS analysis files and design documents:
- Great length : in meter (member length, joint co-ordinates)
- Small length : in mm or inches (tube diameter, tube wall thickness, etc)
- Forces and moments : in kN or kNm
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- Masses : in kg or metric tons
- Stresses : in kN/cm2
- Angles : in degree
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4 COMPUTER MODEL
4.1 METHOD OF ANALYSIS
4.1.1 General
The lifting analysis to be carried out are classical static linear analysis of a three dimensional space frame computer model comprising the Diesel Storage main structure.
Each loading case, an equivalent linear stiffness matrix simulating the behaviour of the structure automatically computed by the software before the structural analysis of the whole frame proceeds.
The lift arrangement is based on a hook position above the deck CoG and such that the minimum sling angle with the horizontal is 60° (+/-) 5°.
In addition to the nominal CoG position, 2 extreme positions of the CoG are investigated in a variation along X ans 2 other positions in a variation along Y, which are equal to 10% of the Diesel Storage dimensions, but not less than within a 2.0 m.
Member stress checking and joint check are performed according to API RP2A – WSD 21st edition
4.1.2 Allowable Stress
Code checking is done using basic allowable stresses
4.1.3 Contingency Factor
4.1.3.1 Provisions
Gravity loads : - equipment dry weights, - piping dry weight, - structural dead weight, - Instrumentation & Electrical bulk, - live loads,
are calculated based upon the Loading Diagrams, Equipment List and also taking into account the
latest up-dated equipment weight including the following provision:
10 % provision on equipment dry weight is accounted for supporting structure accesses & walkways,
15 % provision on piping dry weight is accounted for pipe supports,
5 % provision on structural weight is accounted for stiffening & welding,
5 % provision on pile weight is accounted for welding,
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4.1.3.2 Weight Contingencies
Contingencies are covered by applying where appropriate in the load combinations the following contingency factors.
15 % on main structural weight,
15 % on secondary structural weight,
25 % on mechanical weight,
20 % on dry piping weight,
25 % on bulk electrical weight,
25 % on bulk instrumentation weight,
25 % on itemised electrical weight,
25 % on itemised instrumentation weight,
25 % for safety items,
0 % on environmental loads,
0 % on live loads.
The weight contingency factor as specified above are applied on “dry weight plus provision”.
4.1.4 Dynamic Amplification Factor
The dynamic amplification factor is 1.20 for lifted weight more and equal than 100 tonnes.
4.1.5 Consequence Factor
A consequence factor of 1.35 is applied for the code checking of any member attached to lifting points, as well as joints to which these members are connected for punching shear verification.
A consequence factor of 1.15 is applied for the other members and joints.
4.1.6 Skew Effect
The skew effect is applied to take into account shortening or stretching of slings. The load is factored by 1.33 as a skew load factored (SKL) for flexible object (module) as per GS-STR-401 Section 6.2.2.5 skew load distribution for Single Hook Lifts and 1.15 skew load factored for lifting using spreader bar
4.1.7 Rigging Arrangement
Diesel Storage is lifted with 4-off slings from a single hook point to padeyes, however Adjacent Bridge is lifted with 2 slings from a single hook point to spreader bar and 4-off sling from spreader bar to padeye on main deck. The hook point is managed to locate above the centre of gravity of structure. The slings are modeled by tubular 3”ODX1.45”WT with a Young’s modulus of 100000 Mpa, in order to take into account slings stiffness for analysis. The minimum angle for the all slings is 60 (+/-) 5 degree. The slings arrangement is shown below.
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4.1.8 CoG Variation
The effect of the variation of the position of the centre of gravity is investigated. The 4-off positions are investigated in a variation along X and Y equal to 10% of the structure dimensions, but not less than within a 2.0 m. The minimum 2.0 m CoG variations along X and Y to be used for this lifting analysis.
CoG positions are given in the table :
Diesel Storage
CoG shifts Longitudinal
X (m)
Transversal
Y (m)
Deck dimension
Shift +/- (%) 5% 5%
Shifts +/- (m) 0.42 < 1.00 0.5875 < 1.00
Shifts to be used 1.00 1.00
COG THEORITICAL POSITION
CoG Original 3.30 6.21
COG SHIFTED POSITIONS
CoG 1 (-,-) 2.30 5.21
CoG 2 (+,-) 4.30 5.21
CoG 3 (-,+) 2.30 7.21
CoG 4 (+,+) 4.30 7.21
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The sketch showing the variation of CoG are shown in figure below :
The shifts of centre of gravity are obtained by applying dummy forces with zero resultant at four joints. Dummy forces calculations are presented in Section 5.2 CoG Shift Force Calculation.
The loaded joints at Diesel Storage are node PL02, PL05, PL08 and PL11. Those loaded joints are located at pile heads of the structures.
This is illustrated by figure below :
Diesel Storage – SHIFT X
CoG shifted (4 Location) 2 m x 2 m Box
3
1
4
2
CoG
4
2 1
3
Platform North
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Diesel Storage – SHIFT Y
4.2 STRUCTURAL MODEL
The computer structural model plot are shown in the Appendix B.
4.2.1 General View
The following plot shows the general model of the Diesel Storage
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4.2.2 Description
The different elements included in the structural model are defined here below:
- Structural part
Primary and secondary structures together with flooring (including the deck plating, grating, handrail, stringers and joists) are in the structural section. Only the main structure is modelled in this report, the other structural components will be input as uniform member load or joint load.
4.3 GLOBAL AXIS SYSTEM
Nodes of the structural model are described in a global axis system defined as follows:
- The origin of the global axis system is taken at the Chart Datum/LAT and comes up to the centre of the main deck legs.
- Z is vertical from the Chart Datum/LAT
- Y is horizontal parallel to the platform north
- X is horizontal parallel to the platform east
4.4 LOCAL AXIS SYSTEM
Each member of the structural model has its own local axis system in which calculated internal forces and moments are expressed. It can also be used to introduce loads on the members.
4.5 BOUNDARY CONDITIONS
4.5.1 Hook Point
The hook point is modelled using 1-off node, as explained in section 4.1.6 Skew Effect. Basically, this node is fixed for the 6 degrees of freedom.
4.5.2 Slings
All slings are released in local moment Y and Z at hook end point an in moment X, Y, and Z at the other end, to present the shear force and moment generation.
4.5.3 Model Global Stability
To avoid the numerical instability, joint PL02 of Diesel Storage is fixed in horizontal X and Y-axis displacement, however, joints PL11 of Diesel Storage is fixed in horizontal X-axis displacement. Hook point is fixed in 6 degree of freedom. See figure below.
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REVISION: A
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REVISION: A
PAGE: 25 of 31
5 LOADING
The loading diagram shown in the Appendix A has been used to establish the loading.
5.1 ELEMENTARY LOAD DEFINITION
Elementary loads to be considered are summarised in the table below. Description of each loading type is detailed thereafter.
Structure Discipline of loads
Loading name
Description
1 Structural Self Weight
Structural
2 Structural Appurtenance
Diesel Storage 4 Diesel Storage Tank Operation
6 Diesel Fuel Transfer Pump
7 Piping Dry Equipment
8 Electrical/Instrumentations
+X Enforce loads along X direction
Balancing Forces (couple) +Y Enforce loads along Y direction
5.2 COG SHIFT FORCE CALCULATION
Diesel Storage Platform
The CoG shift forces are applied at the joints connecting slings to boat landing. Those forces allow for enforced shifting of CoG.
The load ‘+X’ causes the shift of the CoG along X :
2 x F+x x Lx = Fz x ∆x
F+x = (Fz x ∆x) / (2 x Lx)
F+x = (1021.30 x 1.00) / (2 x 8.4) = 60.79 kN
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These load are applied at :
Node PL05 -60.79 kN Node PL11 -60.79 kN Node PL02 60.79 kN Node PL08 60.79 kN The load ‘+Y’ causes the shift of the CoG along Y:
2 x F+y x Ly = Fz x ∆y
F+y = (Fz x ∆y) / (2 x Ly)
F+y = (1021.30 x 1.00) / (2 x 11.75) = 43.46 kN
These load are applied at :
Node PL08 -43.46 kN Node PL02 43.46 kN Node PL11 -43.46 kN Node PL05 43.46 kN
This is illustrated by figure below :
Load Condition +X Enforce Loads along X Direction
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REVISION: A
PAGE: 27 of 31
Load Condition +Y Enforce Loads along Y Direction
The resultants of these forces are equal to zero in order to keep the same weight of the boat landing.
5.3 LOADING COMBINATIONS
5.3.1 Pre-loading Combination
Prior to make a load combination, the pre-loading combination is required to easier to make load combination.
The pre-loading combination definition are shown below:
Load Label Description
WGHT Lift weight with contingencies
DAF Lift weight with contingencies and dynamic amplification factor
NLP Lift weight with contingencies, DAF and 1.35 consequence factor
FLP Lift weight with contingencies, DAF and 1.15 consequence factor
The pre-loading combination factor are shown in the table below:
Loading Description WGHT
1 Structural Self Weight 1.1500
2 Structural Appurtunances 1.1500
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Loading DAF
WGHT 1.20
Loading PAD NPAD
DAF 1.350 1.150
The loading combination for CSF (common solution file) module will be explained below:
The loading definition:
Loading Type Definition
Loading 0 Origin position with 1.33 skew load factor
Loading 1 Shift 1 with 1.33 skew load factor
Loading 2 Shift 2 with 1.33 skew load factor
The final result will be a combination of all shifted condition and origin position both for 1.15 consequence factor, 1.35 consequence factor and no consequence factor.
5.3.2 Loading Combination without Consequence Factor
The load factors to be used in the load combination are as follows:
Diesel Storage module
Loading LPA0 LPA1 LPA2 LPA3 LPA4
DAF 1.330 1.330 1.330 1.330 1.330
+X -1.330 1.330 -1.330 1.330
+Y -1.330 -1.330 1.330 1.330
5.3.3 Loading Combination for Member Connecting to Padeye
Diesel Storage module
The corresponding factors to be applied for maximum slings load are:
For +X = 1.33 x 1.35
= 1.7955
For +Y = 1.33 x 1.35
= 1.7955
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REVISION: A
PAGE: 29 of 31
Loading combination with contingencies, DAF, consequence factor have 1.35 and skew effect
Loading NLP0 NLP1 NLP2 NLP3 NLP4
DAF 1.330 1.330 1.330 1.330 1.330
+X -1.7955 1.7955 -1.7955 1.7955
+Y -1.7955 -1.7955 1.7955 1.7955
5.3.4 Loading Combination for Member not Connecting to Padeye
Diesel Storage module
The corresponding factors to be applied for maximum slings load are:
For +X = 1.33 x 1.15
= 1.5295
For +Y = 1.33 x 1.15
= 1.5295
Loading combination with contingencies, DAF, consequence factor of 1.15 and skew effect
Loading FLP0 FLP1 FLP2 FLP3 FLP4
DAF 1.330 1.330 1.330 1.330 1.330
+X -1.5295 1.5295 -1.5295 1.5295
+Y -1.5295 -1.5295 1.5295 1.5295
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REVISION: A
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6 ANALYSIS RESULTS
6.1 LOADING SUMMARY
6.1.1 Elementary Load
****** SEASTATE BASIC LOAD CASE SUMMARY ******
RELATIVE TO MUDLINE ELEVATION
LOAD LOAD FX FY FZ MX MY MZ DEAD LOAD BUOYANCY
CASE LABEL
(KN) (KN) (KN) (KN-M) (KN-M) (KN-M) (KN) (KN)
1 1 0.000 0.000 -270.806 -1646.483 958.230 0.000 270.806 0.000
2 2 0.000 0.000 -121.691 -824.616 298.242 0.000 0.000 0.000
3 4 0.000 0.000 -403.081 -2511.194 1370.475 0.000 0.000 0.000
4 6 0.000 0.000 -9.808 -10.789 15.693 0.000 0.000 0.000
5 7 0.000 0.000 -29.200 -171.551 111.103 0.000 0.000 0.000
6 8 0.000 0.000 -45.112 -286.236 156.214 0.000 0.000 0.000
7 +X 0.000 0.000 0.000 0.000 1021.272 0.000 0.000 0.000
8 +Y 0.000 0.000 0.000 -1021.310 0.000 0.000 0.000 0.000
6.1.2 Pre-Loadings and Loading Combination
G0 – Position
***** SEASTATE COMBINED LOAD CASE SUMMARY *****
RELATIVE TO MUDLINE ELEVATION
LOAD LOAD FX FY FZ MX MY MZ
CASE LABEL
(KN) (KN) (KN) (KN-M) (KN-M) (KN-M)
7 WGHT 0.000 0.000 -1021.301 -343.823 -914.429 0.000
8 DAF 0.000 0.000 -1225.561 -412.588 -1097.315 0.000
9 PAD 0.000 0.000 -1654.507 -556.994 -1481.375 0.000
10 NPAD 0.000 0.000 -1409.395 -474.476 -1261.912 0.000
11 FLP0 0.000 0.000 -1874.495 -631.053 -1678.343 0.000
12 NLP0 0.000 0.000 -2200.494 -740.802 -1970.229 0.000
13 LPA0 0.000 0.000 -1629.996 -548.742 -1459.429 0.000
Dari saclst.cog0ta , keyword : combined load
G1 – Position
***** SEASTATE COMBINED LOAD CASE SUMMARY *****
RELATIVE TO MUDLINE ELEVATION
LOAD LOAD FX FY FZ MX MY MZ
CASE LABEL
(KN) (KN) (KN) (KN-M) (KN-M) (KN-M)
9 WGHT 0.000 0.000 -1044.353 -5451.721 2430.575 0.000
10 DAF 0.000 0.000 -1253.224 -6542.066 2916.690 0.000
11 PAD 0.000 0.000 -1691.852 -8831.789 3937.532 0.000
12 NPAD 0.000 0.000 -1441.208 -7523.376 3354.194 0.000
13 FLP1 0.000 0.000 -1916.806 -10006.090 4461.078 0.000
14 LPA1 0.000 0.000 -1666.788 -8700.947 3879.198 0.000
15 NLP1 0.000 0.000 -2250.164 -11746.279 5236.917 0.000
G2 – Position
***** SEASTATE COMBINED LOAD CASE SUMMARY *****
RELATIVE TO MUDLINE ELEVATION
LOAD LOAD FX FY FZ MX MY MZ
CASE LABEL
(KN) (KN) (KN) (KN-M) (KN-M) (KN-M)
9 WGHT 0.000 0.000 -1044.167 -5450.696 4493.386 0.000
10 DAF 0.000 0.000 -1253.000 -6540.836 5392.063 0.000
11 PAD 0.000 0.000 -1691.550 -8830.129 7279.286 0.000
12 NPAD 0.000 0.000 -1440.950 -7521.961 6200.873 0.000
13 FLP2 0.000 0.000 -1916.463 -10004.209 8247.161 0.000
14 LPA2 0.000 0.000 -1666.490 -8699.312 7171.444 0.000
15 NLP2 0.000 0.000 -2249.761 -11744.071 9681.450 0.000
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DIESEL STORAGE PLATFORM LIFTING ANALYSIS
REVISION: A
PAGE: 31 of 31
G3 – Position
***** SEASTATE COMBINED LOAD CASE SUMMARY *****
RELATIVE TO MUDLINE ELEVATION
LOAD LOAD FX FY FZ MX MY MZ
CASE LABEL
(KN) (KN) (KN) (KN-M) (KN-M) (KN-M)
9 WGHT 0.000 0.000 -1044.416 -7513.909 2430.776 0.000
10 DAF 0.000 0.000 -1253.299 -9016.691 2916.932 0.000
11 PAD 0.000 0.000 -1691.954 -12172.533 3937.858 0.000
12 NPAD 0.000 0.000 -1441.294 -10369.195 3354.472 0.000
13 FLP3 0.000 0.000 -1916.921 -13791.029 4461.447 0.000
14 LPA3 0.000 0.000 -1666.888 -11992.199 3879.519 0.000
15 NLP3 0.000 0.000 -2250.299 -16189.469 5237.352 0.000
G4 – Position
***** SEASTATE COMBINED LOAD CASE SUMMARY *****
RELATIVE TO MUDLINE ELEVATION
LOAD LOAD FX FY FZ MX MY MZ
CASE LABEL
(KN) (KN) (KN) (KN-M) (KN-M) (KN-M)
9 WGHT 0.000 0.000 -1044.230 -7512.673 4493.654 0.000
10 DAF 0.000 0.000 -1253.076 -9015.209 5392.386 0.000
11 PAD 0.000 0.000 -1691.652 -12170.532 7279.721 0.000
12 NPAD 0.000 0.000 -1441.037 -10367.490 6201.244 0.000
13 FLP4 0.000 0.000 -1916.580 -13788.762 8247.654 0.000
14 LPA4 0.000 0.000 -1666.591 -11990.228 7171.873 0.000
15 NLP4 0.000 0.000 -2249.898 -16186.808 9682.028 0.000
6.1.3 Loading Summary and CoG
G0 – Position
************* SEASTATE LOAD CASE CENTER REPORT *************
RELATIVE TO STRUCTURAL ORIGIN
LOAD LOAD ********* X - DIRECTION ********* ********* Y - DIRECTION ********* ********* Z - DIRECTION *********
CASE LABEL FORCE X Y Z FORCE X Y Z FORCE X Y Z
(KN) (M) (M) (M) (KN) (M) (M) (M) (KN) (M) (M) (M)
1 1 0.00 0.00 -270.67 3.57 6.11 7.84
2 2 0.00 0.00 -121.69 2.45 6.78 7.48
3 4 0.00 0.00 -403.08 3.40 6.23 7.30
4 6 0.00 0.00 -9.81 1.60 1.10 7.67
5 7 0.00 0.00 -29.20 3.80 5.88 7.33
6 8 0.00 0.00 -45.11 3.46 6.35 7.49
7 WGHT 0.00 0.00 -1044.19 3.32 6.21 7.50
8 DAF 0.00 0.00 -1253.03 3.32 6.21 7.50
9 PAD 0.00 0.00 -1691.59 3.32 6.21 7.50
10 NPAD 0.00 0.00 -1440.99 3.32 6.21 7.50
11 FLP0 0.00 0.00 -1916.51 3.32 6.21 7.50
12 NLP0 0.00 0.00 -2249.82 3.32 6.21 7.50
13 LPA0 0.00 0.00 -1666.53 3.32 6.21 7.50
G1 – Position
************* SEASTATE LOAD CASE CENTER REPORT *************
RELATIVE TO STRUCTURAL ORIGIN
LOAD LOAD ********* X - DIRECTION ********* ********* Y - DIRECTION ********* ********* Z - DIRECTION *********
CASE LABEL FORCE X Y Z FORCE X Y Z FORCE X Y Z
(KN) (M) (M) (M) (KN) (M) (M) (M) (KN) (M) (M) (M)
1 1 0.00 0.00 -270.81 3.54 6.08 7.85
2 2 0.00 0.00 -121.69 2.45 6.78 7.48
3 4 0.00 0.00 -403.08 3.40 6.23 7.30
4 6 0.00 0.00 -9.81 1.60 1.10 7.67
5 7 0.00 0.00 -29.20 3.80 5.88 7.33
6 8 0.00 0.00 -45.11 3.46 6.35 7.49
7 +X 0.00 0.00 COUPLE 0.02 0.03 0.03
8 +Y 0.00 0.00 COUPLE 0.02 0.03 0.03
9 WGHT 0.00 0.00 -1044.35 2.33 5.22 7.50
10 DAF 0.00 0.00 -1253.22 2.33 5.22 7.50
11 PAD 0.00 0.00 -1691.85 2.33 5.22 7.50
12 NPAD 0.00 0.00 -1441.21 2.33 5.22 7.50
13 FLP1 0.00 0.00 -1916.81 2.33 5.22 7.50
14 LPA1 0.00 0.00 -1666.79 2.33 5.22 7.50
15 NLP1 0.00 0.00 -2250.16 2.33 5.22 7.50
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DIESEL STORAGE PLATFORM LIFTING ANALYSIS
REVISION: A
PAGE: 32 of 31
G2 – Position
************* SEASTATE LOAD CASE CENTER REPORT *************
RELATIVE TO STRUCTURAL ORIGIN
LOAD LOAD ********* X - DIRECTION ********* ********* Y - DIRECTION ********* ********* Z - DIRECTION *********
CASE LABEL FORCE X Y Z FORCE X Y Z FORCE X Y Z
(KN) (M) (M) (M) (KN) (M) (M) (M) (KN) (M) (M) (M)
1 1 0.00 0.00 -270.64 3.61 6.08 7.84
2 2 0.00 0.00 -121.69 2.45 6.78 7.48
3 4 0.00 0.00 -403.08 3.40 6.23 7.30
4 6 0.00 0.00 -9.81 1.60 1.10 7.67
5 7 0.00 0.00 -29.20 3.80 5.88 7.33
6 8 0.00 0.00 -45.11 3.46 6.35 7.49
7 +X 0.00 0.00 COUPLE 0.02 0.03 0.03
8 +Y 0.00 0.00 COUPLE 0.02 0.03 0.03
9 WGHT 0.00 0.00 -1044.17 4.30 5.22 7.50
10 DAF 0.00 0.00 -1253.00 4.30 5.22 7.50
11 PAD 0.00 0.00 -1691.55 4.30 5.22 7.50
12 NPAD 0.00 0.00 -1440.95 4.30 5.22 7.50
13 FLP2 0.00 0.00 -1916.46 4.30 5.22 7.50
14 LPA2 0.00 0.00 -1666.49 4.30 5.22 7.50
15 NLP2 0.00 0.00 -2249.76 4.30 5.22 7.50
G3 – Position
************* SEASTATE LOAD CASE CENTER REPORT *************
RELATIVE TO STRUCTURAL ORIGIN
LOAD LOAD ********* X - DIRECTION ********* ********* Y - DIRECTION ********* ********* Z - DIRECTION *********
CASE LABEL FORCE X Y Z FORCE X Y Z FORCE X Y Z
(KN) (M) (M) (M) (KN) (M) (M) (M) (KN) (M) (M) (M)
1 1 0.00 0.00 -270.86 3.54 6.14 7.85
2 2 0.00 0.00 -121.69 2.45 6.78 7.48
3 4 0.00 0.00 -403.08 3.40 6.23 7.30
4 6 0.00 0.00 -9.81 1.60 1.10 7.67
5 7 0.00 0.00 -29.20 3.80 5.88 7.33
6 8 0.00 0.00 -45.11 3.46 6.35 7.49
7 +X 0.00 0.00 COUPLE 0.02 0.03 0.03
8 +Y 0.00 0.00 COUPLE 0.02 0.03 0.03
9 WGHT 0.00 0.00 -1044.42 2.33 7.19 7.50
10 DAF 0.00 0.00 -1253.30 2.33 7.19 7.50
11 PAD 0.00 0.00 -1691.95 2.33 7.19 7.50
12 NPAD 0.00 0.00 -1441.29 2.33 7.19 7.50
13 FLP3 0.00 0.00 -1916.92 2.33 7.19 7.50
14 LPA3 0.00 0.00 -1666.89 2.33 7.19 7.50
15 NLP3 0.00 0.00 -2250.30 2.33 7.19 7.50
G4 – Position
************* SEASTATE LOAD CASE CENTER REPORT *************
RELATIVE TO STRUCTURAL ORIGIN
LOAD LOAD ********* X - DIRECTION ********* ********* Y - DIRECTION ********* ********* Z - DIRECTION *********
CASE LABEL FORCE X Y Z FORCE X Y Z FORCE X Y Z
(KN) (M) (M) (M) (KN) (M) (M) (M) (KN) (M) (M) (M)
1 1 0.00 0.00 -270.70 3.61 6.14 7.84
2 2 0.00 0.00 -121.69 2.45 6.78 7.48
3 4 0.00 0.00 -403.08 3.40 6.23 7.30
4 6 0.00 0.00 -9.81 1.60 1.10 7.67
5 7 0.00 0.00 -29.20 3.80 5.88 7.33
6 8 0.00 0.00 -45.11 3.46 6.35 7.49
7 +X 0.00 0.00 COUPLE 0.02 0.03 0.03
8 +Y 0.00 0.00 COUPLE 0.02 0.03 0.03
9 WGHT 0.00 0.00 -1044.23 4.30 7.19 7.50
10 DAF 0.00 0.00 -1253.08 4.30 7.19 7.50
11 PAD 0.00 0.00 -1691.65 4.30 7.19 7.50
12 NPAD 0.00 0.00 -1441.04 4.30 7.19 7.50
13 FLP4 0.00 0.00 -1916.58 4.30 7.19 7.50
14 LPA4 0.00 0.00 -1666.59 4.30 7.19 7.50
15 NLP4 0.00 0.00 -2249.90 4.30 7.19 7.50
DATE: 02/02/12
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REVISION: A
PAGE: 33 of 31
6.2 DEFLECTION PLOTS
See Appendix C – Deflection Output Plots
6.3 SLINGS LOAD
SACS-IV SYSTEM MEMBER FORCES AND MOMENTS
******************** KN ********************* ******************* KN-M ********************
MEMBER MEMBER GROUP LOAD FORCE(X) FORCE(Y) FORCE(Z) MOMENT(X) MOMENT(Y) MOMENT(Z)
NUMBER END ID CASE
PL03-PL14 PL03 ROD LPA0 544.96 0.00 -5.46 0.00 0.00 0.00
LPA1 707.30 0.00 -6.80 0.00 0.00 0.00
LPA2 508.88 0.00 -5.16 0.01 0.00 0.00
LPA3 584.06 0.00 -5.20 0.01 0.00 0.00
LPA4 372.11 0.00 -4.19 0.00 0.00 0.00
PL14 LPA0 552.80 0.00 -9.99 0.00 -108.62 0.00
LPA1 715.14 0.00 -10.47 0.00 -116.12 0.00
LPA2 516.72 0.00 -9.51 0.01 -102.10 0.00
LPA3 591.90 0.00 -10.07 0.01 -109.43 0.00
LPA4 379.95 0.00 -9.59 0.00 -101.93 0.00
PL06-PL14 PL06 ROD LPA0 352.17 0.00 -1.69 0.00 0.00 0.00
LPA1 315.19 0.00 -4.14 -0.01 0.00 0.00
LPA2 523.20 0.00 -2.87 0.00 0.00 0.00
LPA3 168.69 0.00 3.74 0.00 0.00 0.00
LPA4 387.57 0.00 -3.11 0.00 0.00 0.00
PL14 LPA0 360.01 0.00 -6.86 0.00 -62.43 0.00
LPA1 323.03 0.00 -9.30 -0.01 -98.00 0.00
LPA2 531.04 0.00 -7.14 0.00 -69.39 0.00
LPA3 176.53 0.00 -2.34 0.00 10.75 0.00
LPA4 395.41 0.00 -8.45 0.00 -85.18 0.00
PL09-PL14 PL09 ROD LPA0 583.47 0.00 2.91 -0.01 0.00 0.00
LPA1 622.73 0.00 3.12 -0.01 0.00 0.00
LPA2 415.02 0.00 3.21 -0.01 0.00 0.00
LPA3 742.50 0.00 2.52 0.00 0.00 0.00
LPA4 547.73 0.00 2.81 -0.01 0.00 0.00
PL14 LPA0 591.31 0.00 -1.24 -0.01 11.50 0.00
LPA1 630.57 0.00 -1.34 -0.01 12.45 0.00
LPA2 422.86 0.00 -1.83 -0.01 9.93 0.00
LPA3 750.34 0.00 -0.76 0.00 11.61 0.00
LPA4 555.57 0.00 -1.22 -0.01 10.92 0.00
PL12-PL14 PL12 ROD LPA0 407.62 0.00 1.12 0.01 0.00 0.00
LPA1 228.58 0.00 5.10 0.00 0.00 0.00
LPA2 444.15 0.00 1.88 0.01 0.00 0.00
LPA3 370.46 0.00 -3.31 0.02 0.00 0.00
LPA4 574.97 0.00 1.47 0.01 0.00 0.00
PL14 LPA0 415.46 0.00 -3.73 0.01 -18.68 0.00
LPA1 236.42 0.00 -0.66 0.00 33.56 0.00
LPA2 451.99 0.00 -3.09 0.01 -8.72 0.00
LPA3 378.31 0.00 -8.21 0.02 -82.70 0.00
LPA4 582.81 0.00 -2.46 0.01 -6.76 0.00
6.4 MEMBER CODE CHECKS
6.4.1 Member Connected to Padeye * * * M E M B E R G R O U P S U M M A R Y * * *
API RP2A 21ST/AISC 9TH
MAX. DIST EFFECTIVE CM
GRUP CRITICAL LOAD UNITY FROM * APPLIED STRESSES * *** ALLOWABLE STRESSES *** CRIT LENGTHS * VALUES *
ID MEMBER COND CHECK END AXIAL BEND-Y BEND-Z AXIAL EULER BEND-Y BEND-Z COND KLY KLZ Y Z
M N/MM2 N/MM2 N/MM2 N/MM2 N/MM2 N/MM2 N/MM2 M M
B01 D005-PL03 NLP3 0.34 0.2 -0.04 -41.67 -34.48 174.151774.56 234.30 266.25 C<.15 5.3 0.2 0.85 0.85
B02 D072-D073 NLP3 0.61 0.8 -1.38 -35.78 64.33 133.431914.79 155.10 176.25 C<.15 2.1 0.8 0.85 0.85
G01 D030-D044 NLP3 0.57 0.0 -9.74 99.39 13.71 175.28 463.73 213.00 266.25 C<.15 7.6 4.6 0.85 0.85
G02 D050-D051 NLP3 0.27 0.2 -0.50 54.66 -8.18 149.795116.35 234.30 266.25 C<.15 3.4 0.9 0.85 0.85
P02 PL02-PL03 NLP1 0.04 1.5 5.10 5.05 1.45 207.00 954.13 258.75 258.75 TN+BN 7.0 1.5 0.85 0.85
DATE: 02/02/12
DIESEL STORAGE PLATFORM LIFTING ANALYSIS
REVISION: A
PAGE: 34 of 31
6.4.2 Member Not Connected to Padeye * * * M E M B E R G R O U P S U M M A R Y * * *
API RP2A 21ST/AISC 9TH
MAX. DIST EFFECTIVE CM
GRUP CRITICAL LOAD UNITY FROM * APPLIED STRESSES * *** ALLOWABLE STRESSES *** CRIT LENGTHS * VALUES *
ID MEMBER COND CHECK END AXIAL BEND-Y BEND-Z AXIAL EULER BEND-Y BEND-Z COND KLY KLZ Y Z
M N/MM2 N/MM2 N/MM2 N/MM2 N/MM2 N/MM2 N/MM2 M M
B01 D005-PL03 FLP3 0.29 0.2 -0.04 -35.49 -29.38 174.151774.56 234.30 266.25 C<.15 5.3 0.2 0.85 0.85
B02 D072-D073 FLP3 0.52 0.8 -1.18 -30.48 54.80 133.431914.79 155.10 176.25 C<.15 2.1 0.8 0.85 0.85
G01 D030-D044 FLP3 0.49 0.0 -8.30 84.67 11.68 175.28 463.73 213.00 266.25 C<.15 7.6 4.6 0.85 0.85
G02 D050-D051 FLP3 0.23 0.2 -0.43 46.56 -6.97 149.795116.35 234.30 266.25 C<.15 3.4 0.9 0.85 0.85
P02 PL02-PL03 FLP1 0.04 1.5 4.35 4.31 1.24 207.00 954.13 258.75 258.75 TN+BN 7.0 1.5 0.85 0.85
6.5 REACTION
Reaction force without consequence factor
SACS-IV SYSTEM REACTION FORCES AND MOMENTS
********************* KN ******************** ******************** KN-M *******************
JOINT LOAD FORCE(X) FORCE(Y) FORCE(Z) MOMENT(X) MOMENT(Y) MOMENT(Z)
NUMBER CASE
PL02 LPA0 3.418 9.930 0.000 0.000 0.000 0.000
LPA1 4.688 16.313 0.000 0.000 0.000 0.000
LPA2 4.755 11.046 0.000 0.000 0.000 0.000
LPA3 0.844 2.264 0.000 0.000 0.000 0.000
LPA4 3.809 10.132 0.000 0.000 0.000 0.000
PL11 LPA0 -2.084 0.000 0.000 0.000 0.000 0.000
LPA1 -2.004 0.000 0.000 0.000 0.000 0.000
LPA2 -3.475 0.000 0.000 0.000 0.000 0.000
LPA3 0.199 0.000 0.000 0.000 0.000 0.000
LPA4 -3.548 0.000 0.000 0.000 0.000 0.000
PL14 LPA0 -1.334 -9.930 1666.527 -140.304 -7.189 0.001
LPA1 -2.684 -16.313 1666.781 -206.159 -8.864 -0.013
LPA2 -1.280 -11.046 1666.483 -134.190 11.995 0.000
LPA3 -1.043 -2.264 1666.881 -57.032 -31.392 0.022
LPA4 -0.262 -10.132 1666.584 -164.503 -1.931 -0.004
SACS-IV SYSTEM REACTION FORCES AND MOMENTS SUMMARY
*** MOMENTS SUMMED ABOUT ORIGIN ***
********************* KN ******************** ******************** KN-M *******************
LOAD FORCE(X) FORCE(Y) FORCE(Z) MOMENT(X) MOMENT(Y) MOMENT(Z)
CASE
LPA0 0.000 0.000 1666.527 10344.642 -5524.963 0.000
LPA1 0.000 0.000 1666.781 10367.688 -5545.938 -13.629
LPA2 0.000 0.000 1666.483 10365.754 -5504.899 12.326
LPA3 0.000 0.000 1666.881 10325.237 -5546.360 -3.307
LPA4 0.000 0.000 1666.584 10323.564 -5505.227 9.870
DATE: 02/02/12
DIESEL STORAGE PLATFORM LIFTING ANALYSIS
REVISION: A
PAGE: 35 of 31
Reaction force with consequence factor of 1.15
SACS-IV SYSTEM REACTION FORCES AND MOMENTS
********************* KN ******************** ******************** KN-M *******************
JOINT LOAD FORCE(X) FORCE(Y) FORCE(Z) MOMENT(X) MOMENT(Y) MOMENT(Z)
NUMBER CASE
PL02 FLP0 3.931 11.420 0.000 0.000 0.000 0.000
FLP1 5.394 18.765 0.000 0.000 0.000 0.000
FLP2 5.468 12.707 0.000 0.000 0.000 0.000
FLP3 0.972 2.600 0.000 0.000 0.000 0.000
FLP4 4.379 11.650 0.000 0.000 0.000 0.000
PL11 FLP0 -2.396 0.000 0.000 0.000 0.000 0.000
FLP1 -2.304 0.000 0.000 0.000 0.000 0.000
FLP2 -3.999 0.000 0.000 0.000 0.000 0.000
FLP3 0.232 0.000 0.000 0.000 0.000 0.000
FLP4 -4.081 0.000 0.000 0.000 0.000 0.000
PL14 FLP0 -1.535 -11.420 1916.532 -161.353 -8.268 0.001
FLP1 -3.090 -18.765 1916.816 -237.081 -10.194 -0.015
FLP2 -1.469 -12.707 1916.474 -154.307 13.795 0.000
FLP3 -1.204 -2.600 1916.932 -65.595 -36.102 0.026
FLP4 -0.297 -11.650 1916.590 -189.195 -2.219 -0.005
SACS-IV SYSTEM REACTION FORCES AND MOMENTS SUMMARY
*** MOMENTS SUMMED ABOUT ORIGIN ***
********************* KN ******************** ******************** KN-M *******************
LOAD FORCE(X) FORCE(Y) FORCE(Z) MOMENT(X) MOMENT(Y) MOMENT(Z)
CASE
FLP0 0.000 0.000 1916.532 11896.505 -6353.801 0.000
FLP1 0.000 0.000 1916.816 11923.021 -6377.944 -15.675
FLP2 0.000 0.000 1916.474 11920.797 -6330.642 14.175
FLP3 0.000 0.000 1916.932 11874.091 -6378.428 -3.804
FLP4 0.000 0.000 1916.590 11872.165 -6331.019 11.352
Reaction force with consequence factor of 1.35
SACS-IV SYSTEM REACTION FORCES AND MOMENTS
********************* KN ******************** ******************** KN-M *******************
JOINT LOAD FORCE(X) FORCE(Y) FORCE(Z) MOMENT(X) MOMENT(Y) MOMENT(Z)
NUMBER CASE
PL02 NLP0 4.614 13.406 0.000 0.000 0.000 0.000
NLP1 6.330 22.026 0.000 0.000 0.000 0.000
NLP2 6.419 14.915 0.000 0.000 0.000 0.000
NLP3 1.140 3.054 0.000 0.000 0.000 0.000
NLP4 5.141 13.677 0.000 0.000 0.000 0.000
PL11 NLP0 -2.813 0.000 0.000 0.000 0.000 0.000
NLP1 -2.706 0.000 0.000 0.000 0.000 0.000
NLP2 -4.693 0.000 0.000 0.000 0.000 0.000
NLP3 0.270 0.000 0.000 0.000 0.000 0.000
NLP4 -4.790 0.000 0.000 0.000 0.000 0.000
PL14 NLP0 -1.800 -13.406 2249.827 -189.411 -9.706 0.001
NLP1 -3.624 -22.026 2250.166 -278.313 -11.966 -0.018
NLP2 -1.726 -14.915 2249.764 -181.149 16.194 0.000
NLP3 -1.410 -3.054 2250.302 -76.996 -42.380 0.030
NLP4 -0.351 -13.677 2249.901 -222.087 -2.606 -0.006
SACS-IV SYSTEM REACTION FORCES AND MOMENTS SUMMARY
*** MOMENTS SUMMED ABOUT ORIGIN ***
********************* KN ******************** ******************** KN-M *******************
LOAD FORCE(X) FORCE(Y) FORCE(Z) MOMENT(X) MOMENT(Y) MOMENT(Z)
CASE
NLP0 0.000 0.000 2249.827 13965.368 -7458.742 0.000
NLP1 0.000 0.000 2250.166 13996.496 -7487.070 -18.402
NLP2 0.000 0.000 2249.764 13993.885 -7431.619 16.640
NLP3 0.000 0.000 2250.302 13939.126 -7487.639 -4.464
NLP4 0.000 0.000 2249.901 13936.867 -7432.062 13.326
DATE: 02/02/12
DIESEL STORAGE PLATFORM LIFTING ANALYSIS
REVISION: A
PAGE: 36 of 31
6.6 CONNECTION CODE CHECKS
Since no tubular intersection is found during lifting analysis, joint can analysis is not performed in this calculation.
Recommended