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COMPANY CONTRACTOR
BK-10
LIVING QUARTER
STRUCTURAL DESIGN BRIEF
0 24/11/09 Approved For Construction Cheon Jai KANG
E 23/11/09Revised issued for
ApprovalCheon Jai KANG
D 06/10/09 Reissued for Approval Cheon Jai KANG Ethiraj
C 16/07/09 Reissued for Approval Cheon Jai KANG AZIZI
B 22/05/09 Issued for Approval Cheon Jai KANG AZIZI
A 16/01/09 Preliminary Cheon Jai KANG
Rev. DATE(DD/MM/YY) Description of Revision Prepare Review
SGNC Company G.L
Approved
Facilities:
Living Quarter
Scale:
None
Type of Document :
Design brief
Document identification
Project No. Discipline Document No. Rev.
BK-10 LQ STRUCTURE BK10LQ-ST-D10-A-001 0
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Title : Structural Design Brief
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CONTENTS
1.0 INTRODUCTION ............................................................................................................................. 4
1.1 General ........................................................... .................................................................. .................................................. 4
1.2 Purpose .......................................................... ................................................................... ................................................. 4
1.3 Abbreviations ............................................................ ................................................................... ..................................... 4
1.4 Definition ......................................................... ................................................................... ............................................... 5
1.5 Regulatory Codes and Standards............................................................... .................................................................. ... 5
2.0 SOFTWARE, MODELS & GENERAL DESIGN REQUIREMENTS ........................................ 5
2.1 Software ............................................................................................................................................................................ 5
2.2 Model ............................................................. ................................................................... ................................................. 5
2.3 Allowable deflections ............................................................ .................................................................. .......................... 6
2.4 Minimum material thickness .................................................................... ................................................................... .... 6
3.0 LOAD SIMULATION....................................................................................................................... 7
3.1 Functional loads .................................................................. ................................................................... ........................... 7
3.2 Environmental loads ............................................... .................................................................. ....................................... 8
4.0 COMBINED LOAD CASE ............................................................................................................... 9
5.0 EVALUATIONS .............................................................................................................................. 10
5.1 Member unity check ........................................................... ................................................................... ......................... 10
5.2 Allowable stress .................................................................. ................................................................... ......................... 10
6.0 LIFTING ANALYSIS ..................................................................................................................... 10
6.1 Lug and spread bar local analysis .......................................................... ................................................................... .... 11
7.0 INSTALLATION ANALYSIS ....................................................................................................... 11
7.1 General .......................................................... ................................................................... ................................................ 11
7.2 Load factors .............................................................. .................................................................. ..................................... 11
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8.0 TRANSPORTATION ANALYSIS ................................................................................................ 12
8.1 Basic Loads ............................................................. ................................................................... ..................................... 12
8.2 Combined Load Case ................................................................... ................................................................... ............... 12
9.0 FATIGUE ANALYSIS .................................................................................................................... 12
10.0 MISCELLANEOUS DESIGN..................................................................................................... 13
10.1 Joint design .................................................................... ................................................................... .......................... 13
10.2 Padeye design ................................................................................................... ........................................................... 13
10.3 Sling and shackle selection ................................................................... ................................................................... ... 13
10.4 Equipment supports ............................................................................. ................................................................... ... 13
10.5 Monorail trolley beams ............................................................. ................................................................... .............. 14
10.6 Deck plate design ............................................................. .................................................................. ......................... 14
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1.0 INTRODUCTION
1.1 General
This document describes the procedures that will be used for the structural design of the BK10-LQ structuresserving for Living Quarter (LQ) for satellite platform BK-10 for Vietsovpetro (VSP). BK-10 located at White
Tiger Oilfield, Vungtau offshore,Vietnam. The current project for BK10 Complex projects provides total
reconstruction for BK-10 and BK-1. The operation mode will become to manned operation. The facilities in the
BK10 complex include:
- Existing BK-1, BK-10 (Reconstruction of Bk-1 and BK-10 by separate contract)
- New Living Quarter (LQ)
- New Link Bridge between BK-1 and BK-10 and LQ
1.2 PurposeThis Design brief is intended to cover an acceptable level of scope for designing, sizing structural steel for
Living Quarter (LQ) for satellite platform BK-10 in conformance with relevant regulations and specifications.
This design basis describes the basic requirements for the HVAC system and should be read in conjunction with
other project documents such as safety philosophy and electrical design basis.
1.3 Abbreviations
• BK-10 Complex Living Quarter, Block Conductor and Bridge
• LQ Living Quarter
• MSF Module Support Frame
• BK-10 Wellhead Equipment and Topside Equipment of BK-10 Platform
• ICS International Classification Society
• HD Helideck
• APS Abandon Platform Signal
• AS Area Supervisory Station
• CCR Central Control Room
• CPP2 Central Processing Platform
• EDG Emergency Diesel Generator
• ESD Emergency Shut Down
• FGS Fire & Gas System
• HV High Voltage
• ICSS Integrated Control & Safety System
• I/O Input/Output
• LCS Local Control System
• MCC Motor Control Centre
• MMI Man Machine Interface
• PA/GA Public Address and General Alarm System
• PCS Process Control System
• PLC Programmable Logic Controller
• PSD Process Shutdown
• SSD Safety Shutdown System
• UPS Un-interruptible Power Supply
• NFPA National Fire Protection Agency
• MARPOL The International Convention for Prevention of Pollution from Ships
• SOLAS The International Convention for the Safety of Life at Sea
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1.4 Definition
• VENDOR Supplier of the Equipment designated by PURCHASER to provide equipmentand services indicated in the Requisition and its attachments.
• CONTRACTOR/ Company responsible for engineering of the living quarter
BUYER SESCO/GINC/NVO
• PURCHASER/ Company ordering the equipment to the Purchaser.
OWNER Vietsovpetro J.V
• CLIENT The party, which buys the equipment and its auxiliaries for its own use.
Vietsovpetro J.V
• AUTHORITY National or international regulations to which the vessel will be built.
• CLASS Classification Society responsible for approval of the vessel/equipment according
to a set of established rules.
Germanischer Lloyd Aktiengesellschaft (GL)
1.5 Regulatory Codes and Standards
The following documents will used for evaluation of structural safety of LQ structure.
Table 1.5.1 Regulatory Codes and Standards
Title Remark
GL Industrial Service Rules, Ch 4, Pt 6 Edition, 2007
American Institute of Steel Construction (AISC)
American Petroleum Institute (API RP 2A)
2.0 SOFTWARE, MODELS & GENERAL DESIGN REQUIREMENTS
2.1 Software
The SACS suite of programs will be used for structural modelling and analysis with the exception of
transportation stress and non-linear analyses. SACS comprises a number of program modules to perform
various tasks; appropriate program modules will be used depending upon the analysis to be performed.
2.2 Model
3-dimensional computer models will be constructed for BK-10 LQ structure this model will be used for the
following structural analyses:
In-place storm, operating and earthquake conditions.
Lifting analysis.
Installation analysis.
Transportation analysis
Fatigue analysis (where appropriate).
The computer models will include all primary structural trusses, column members, primary and secondary deck
members, stringers and deck plating contributing lateral stiffness. The helideck and MSF will not be modelled
integral with the topsides.
The model extend is shown as following figure 2.2.1.
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Figure 2.2.1 Analysis Model Extent
2.3 Allowable deflections
Maximum allowable deflections for beams and columns will be given below:
Beams: Maximum deflection under imposed live load (including weight of equipment and
piping) span / 325.
Columns: Maximum deflection height / 300.
2.4 Minimum material thickness
The minimum thickness of steel sections will comply with the following:
Application Minimum Thickness (mm)
Floor deck plates a) laydown areas 8
b) other areas 8
External wall plates other than non-structural
cladding
8
Primary structural members a) flanges
b) webs
12
19
Secondary structural members a) flanges 9
b) webs 6
Tubulars 16
Galvanised sealed hollow sections 3.25
Miscellaneous steel in exposed locations 5
There will be no corrosion allowance added to structural as necessary protection shall be provided by painting.
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3.0 LOAD SIMULATION
3.1 Functional loads
3.1.1 Dead Loads
Dead weight of structure will be automatically generated. Other dead loads will be modeled as forces applied to
the members and joints. Applied dead loads will include the following depending upon the function of the
structure:
• Unmodelled primary and secondary steel
• Miscellaneous steel including deck and wall plates, grating
• Equipment dry weight
• Piping dry weight
• Electrical dry weight
• Instrument dry weight
• HVAC dry weight
• Fire and safety dry weight
• Architectural dead loads including partitions, ceilings, screed, floor finishes, cabinet, galley, etc.
• Fire walls dead loads
• Helideck loads
• Cabinet, galley & etc. weight
The loads will be derived with reference to the weight control report and distributed in accordance with thelatest equipment and piping layouts, architectural and structural drawings.
3.1.2 Design deck / live Load
The design deck / live loads for the LQ area will be applied as described on below.
AREA
Local analysis
deck
plate/stringers
Global analysis
Primary
members/truss
framing
•
Roof 10 kN/m2
5 kN/m2
• Accommodation area 5 kN/m2 5 kN/m
2
• External Accessways 5 kN/m2 5 kN/m
2
• Laydown area 25 kN/m2 15 kN/m2
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3.2 Environmental loads
3.2.1 Wind Loads for In-Place Condition
Wind forces are calculated based on the GL Industrial Service Rules, Ch 4, Pt 6 Sec.1 &2.
The reference wind speeds at 10 m above sea level are used for the different conditions for the analyses of all
the LQ are as follows:
• Operating storm conditions : 30 m/sec
• Extreme storm conditions : 57.4 m/sec
The wind force is calculated as follows:
Where,:
q: Wind Pressure (kPa)
ρ : Density of air = 0.001224 (kN·s2/m4)
u: Design wind speed (m/sec)
Cs: Shape coefficient.
For large flat surface (hull, deckhouse, smooth underdeck areas), Cs= 1.0.
CH: Height coefficient depending on the height above sea level of the structural
member exposed to wind,
Z: Coordinate for height above sea level (m)
The wind loads for each direction of LQ are summarized in Table 2.4.1 below and show on Figure 2.4.5~2.4.8.
Table 3.2.1 Wind Forces
Condition
Wind Forces (kN)
Direction
0° 90° 180° 270°
Operating 78.48 66.24 96.27 63.32
Extreme 287.32 242.51 352.44 231.82
3.2.2 Seismic Loads
The Richter scale of seismic condition of BK10 LQ is 6. This value is corresponded with Modified Mercalli scale
Ⅷ. And MM scaleⅧ is equivalent to acceleration of gravity 0.25g(g is gravity).
Therefore, the seismic loads are calculated as below.
Self weight of LQ structure (applied weight growth factor) ⅹ 0.25
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4.0 COMBINED LOAD CASE
The Combined Load Case is divided Operating condition, Extreme condition and Seismic condition.
4.1 Operating condition
Load typesCombined load conditions
OP1 OP2 OP3 OP4 OP5 OP6 OP7 OP8
Dead load (z-dir) -1.2 -1.2 -1.2 -1.2 -1.2 -1.2 -1.2 -1.2
Helideck load 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Air Handling Uint load 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Air cooled type condensing Unitload
1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
MCC & EMCC Unit load 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Live load 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Wind load(operating)
0° 1.0 0.707 0.707
90° 1.0 0.707 0.707
180° 1.0 0.707 0.707
270° 1.0 0.707 0.707
*Note : Dead load is included structure weight and fitting weight(equipments, piping bulks, electrical & instrumentbulks)
4.2 Extreme condition
Load typesCombined load conditions
EX1 EX2 EX3 EX4 EX5 EX6 EX7 EX8
Dead load (z-dir) -1.2 -1.2 -1.2 -1.2 -1.2 -1.2 -1.2 -1.2
Helideck load 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Air Handling Uint load 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Air cooled type condensing Unitload
1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
CC & EMCC Unit load 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Live load 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Wind load(Extreme)
0° 1.0 0.707 0.707
90° 1.0 0.707 0.707
180° 1.0 0.707 0.707
270° 1.0 0.707 0.707
*Note : Dead load is included structure weight and fitting weight(equipments, piping bulks, electrical & instrumentbulks)
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4.3 Seismic condition
Load types SEISMIC
SE1 SE2 SE3 SE4 SE5 SE6 SE7 SE8
Dead load (z-dir) -1.2 -1.2 -1.2 -1.2 -1.2 -1.2 -1.2 -1.2
Helideck load 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Air Handling Uint load 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Air cooled type condensing Unitload
1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
MCC & EMCC Unit load 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Live load 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33
Seismic load(x-dir) 1.0 0.0 -1.0 0.0 0.707 -0.707 -0.707 0.707
Seismic load(y-dir) 0.0 1.0 0.0 -1.0 0.707 0.707 -0.707 -0.707
*Note : Dead load is included structure weight and fitting weight(equipments, piping bulks, electrical & instrumentbulks).
5.0 EVALUATIONS
5.1 Member unity check
Member unity checks will be performed based on member forces and section properties using provision for
combined axial & bending stresses as specified in AlSC & API RP2A (members unity check)
5.2 Allowable stress
Basic allowable AISC/API stresses will be increased by one-third for storm and by 70% for seismic conditions.
6.0 LIFTING ANALYSIS
BK10 LQ module will be lifted offshore using two pairs of slings to a single hook – four point lift.
Two lifting cases will be considered in the analysis. The first case is the base case which is a four slings lift
without application of the skew factors (a simple lift case). The second case is with the distribution of load on
opposite diagonal slings utilising a skew load distribution of 75:25 to allow for in determinate load distribution
in the sling pairs. In both cases, load factors are applied to the lifting loads to account for Centre of gravity
(CoG) shift, dynamic amplification and the importance of structural element.
In addition to the contingency factors, the following three factors will be applied to the factored lift weight. The
first factor is the CoG shift factor of 1.05. Next is the dynamic application factor of 1.20 for lift weight. The last
load factor is the consequence factor which depends upon the importance of the structural element and is
tabulated below:
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Element Type
6.1 Lug and spread bar local analysis
Factor
Type 1 : Lift points and spreader beams 1.35
Type 2 : Members framing into lift point 1.15
Type 3 : Other members 1.00
The lug and spread bar will be analysis by 3D FEM program, MSC Patran / MSC Nastran. The analysis model
will be constructed by plate element. And the Average size of element will be 100 ~ 150 mm and near the lug
area is 40 ~ 50 mm.
The input load will be obtained from global lifting analysis.
7.0 INSTALLATION ANALYSIS
7.1 General
The installation analysis will be considered the mating condition. When the LQ module is mated to MSF, the
four supports are not contact to stool at the same time. One or two points are contact first. And other points are
contacted next time. Therefore, the load cases will be created twelve cases. LC1~4 cases are considered with
one support contact condition and LC5~8 are two support contact condition and LC9~12 are three support
contact condition for each directions. The joint fixities will be applied as following table.
Joint No.Load case
LC1 LC2 LC3 LC4 LC5 LC6 LC7 LC8 LC9 LC10 LC11 LC12
Hook1 110111 111111 111111 111111 110111 11111111111
1
11011
1
11011
1
11111
1
11011
1
11011
1
Hook2 111111 110111 111111 111111 110111 11011111111
1
11111
1
11011
1
11011
1
11111
1
11011
1
Hook3 111111 111111 110111 111111 111111 11011111011
1
11111
1
11011
1
11011
1
11011
1
11111
1
Hook4 111111 111111 111111 110111 111111 11111111011
1
11011
1
11111
1
11011
1
11011
1
11011
1
Support1 111111 - - - 111111 - -
11111
1
11111
1 -
11111
1
11111
1
Support2 - 111111 - - 111111 111111 - -11111
1
11111
1-
11111
1
Support3 - - 111111 - - 11111111111
1-
11111
1
11111
1
11111
1-
Support4 - - - 111111 - -11111
1
11111
1-
11111
1
11111
1
11111
1
*Note : Hook point 1~4 are located same position.
7.2 Load factors
The load factors will be applied to same with lifting analysis. The first factor is the CoG shift factor of 1.05.
Next is the dynamic application factor of 1.20 for lift weight. The last load factor is the consequence factor 1.0.
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8.0 TRANSPORTATION ANALYSIS
The Transportation analysis is performed by SACS tow program and applied loads are as follows.
8.1 Basic Loads
8.1.1 Structural Dead Load
The structural dead weight will be able to generate automatically and considering piping dry weight, electrical
dry weight, and paint & weld and so on, the structural dead load will be increased by increase factor.
8.1.2 Acceleration Load
The acceleration load will be applied as follows.
Barge motion Direction Acceleration
Pitching X-dir. ±0.25g
Rolling Y-dir. ±0.40g
Heaving Z-dir. ±0.20g
8.2 Combined Load Case
The following load case will be applied to this analysis.
Load combination Motion Load
Load Case 1 +R + H
Load Case 2 +R - H
Load Case 3 -R + H
Load Case 4 -R - H
Load Case 5 +P + H
Load Case 6 +P - H
Load Case 7 -P + H
Load Case 8 -P - H
*Note : R – Rolling
P – Pitching
H – Heaving
9.0 FATIGUE ANALYSIS
The fatigue analysis will be performed by SACS5.2 and design life is 20 years. The approach of this fatigue
analysis will be used deterministic fatigue analysis option. The input data of this approach is stress range and
number of occurrences of cyclic loads. The cyclic load is wind load and the wind speed will selected from
environmental design criteria. And this wind speed will be used to calculate wind load for LQ structure by GL
Industrial Service Rules, Pt 6, Ch 4, Sec.1 &2. And the number of occurrences of cyclic load is referred to GL
Rules,Ⅳ, Pt 6, Ch 4, Sec 3.
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10.0 MISCELLANEOUS DESIGN
Miscellaneous design shall include all steel items not mentioned in the previous sections but required for the
functional purpose of the platform. Some of the major items are included in this section.
10.1 Joint design
Wide Flange/Wide Flange and Tubular/Wide Flange Joints
Joints will be designed in accordance with the AISC specification. The actual brace loads from all relevant
global analyses will be used in the joint design.
10.2 Padeye design
The lifting padeyes shall be designed to API RP2A.
The design load for padeye, sling and shackle design shall be based on the appropriate calculated sling loads for
global lifting analysis. The following shall be considered in the design:
The vertical component of the sling force shall be taken as the vertical component of the padeye force, based on
the centre of gravity from the Weight Report.
The maximum sling force shall govern the safe working load of all four slings.
The shackle force shall be equal to the sling force.
In padeye design, an additional side load will be applied transverse to the padeye at the pinhole.
The following checks will be performed for padeye design.
- Pin contact stress.
- Pin bearing stress.
- Pin shear/pull out failure.
- Tension failure
- Main plate bending.
- Combined stresses.
- Connection weld design.
10.3 Sling and shackle selection
Sling and shackles shall be selected in accordance with the requirements of API-RP2A-WSD, 20th Edition,
section 2.4.2f for loads derived as per Sect.8.2.
10.4 Equipment supports
Design of Equipment Supports
Equipment supports will be design to withstand the maximum forces arising from the equipment during the
various pre-service and in-service conditions, e.g. normal operation, hydrotest, earthquake and transportation. In
general equipment supports will be designed by hand calculation.
Large Rotating Machinery
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Dynamic loads generated by rotating machinery during start-up, normal running and stopping(including
emergency stop) phases shall be determined from equipment vendors.
Machine-Induced Dynamic Loads
The dynamic loads induced during operation of the machine will be accounted for. It is assumed that these loads
can be produced in any perpendicular direction to the machine axis.
For final design, vendor data will be incorporated. Until that time reasonable assumptions will be made.
Machine-Induced Vibration
All rotating equipment causing forced vibration problems will be investigated
The magnitude of unbalanced forces for the equipment will be obtained from the equipment vendors.
Initial investigations will use hand calculation methods to investigate potential problems. Failing this, rigorous
analysis will be performed. Limits on vibration will follow UK DEn Guidance Notes.
The natural frequencies of skids supporting rotating equipment will be designed to lie outside the range of 0.7 to
1.3 times the excitation frequency of the machine. The use of flexible mountings shall also be considered.
Saddle Supported Vessels
Design of supporting steelwork for equipment supported on multiple saddles will take into account possible
horizontal loads due to thermal expansion of the equipment.
10.5 Monorail trolley beamsThe monorail trolley beams will be designed in accordance with BS 2853. The monorail and the supporting
stringers will be designed based on a monorail capacity of 5.0 MT.The following factors will be applied to the
static hoist for beam design:
Operation Manual Powered
Vertical DAF 1.1 1.2
Lateral to
beam
0.2 x static load x vertical
DAF
0.2 x static load x vertical
DAF
Longitudinal
to beam
0.2 x static load x vertical
DAF
0.2 x static load x vertical
DAF
10.6 Deck plate design
The deck plate design will be performed by rule scantling.
The scantling calculations are will be based on the Germanischer Lloyd Aktiengesellschaft (GL) rules as
follows;
- GLⅠ Part 1, Chapter 1
- GLⅣ Part 6, Chapter 4