Bk10lq St D10 A 001 Rev.0 Structural Design Brief

COMPANY

CONTRACTOR

BK-10

LIVING QUARTER

STRUCTURAL DESIGN BRIEF

Cheon

Jai

KANG

Cheon

Jai

KANG

Cheon Cheon

Jai Jai

KANG KANG

Ethiraj AZIZI

Issued for Approval

Cheon

Jai

KANG

AZIZI

16/01/09

Preliminary

Cheon

Jai

KANG

DATE

Description of Revision

Prepare

Review

0

24/11/09

C

06/10/09 16/07/09

Approved For Construction Revised issued for Approval Reissued for Approval Reissued for Approval

E

23/11/09

D B

22/05/09

A

Rev.

(DD/MM/YY)

SGNC

Company

G.L

Approved

Facilities:

Scale:

Living Quarter

None

Type of Document :

Design brief

Document identification Project No. BK-10 LQ

Discipline

STRUCTURE

Document No.

Rev.

BK10LQ-ST-D10-A-001

0

Project

: BK-10 LIVING QUARTER

Title

: Structural Design Brief

Doc.No : BK10LQ-ST-D10-A-001

Revision

0

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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: BK-10 LIVING QUARTER

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INTRODUCTION

1.1 General This document describes the procedures that will be used for the structural design of the BK10-LQ structures serving 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: -

1.2

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

Purpose

This 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 LQ MSF BK-10 ICS HD APS AS CCR CPP2 EDG ESD FGS HV ICSS I/O LCS MCC MMI PA/GA PCS PLC PSD SSD UPS NFPA MARPOL SOLAS

File name: Structural design brief

Living Quarter, Block Conductor and Bridge Living Quarter Module Support Frame Wellhead Equipment and Topside Equipment of BK-10 Platform International Classification Society Helideck Abandon Platform Signal Area Supervisory Station Central Control Room Central Processing Platform Emergency Diesel Generator Emergency Shut Down Fire & Gas System High Voltage Integrated Control & Safety System Input/Output Local Control System Motor Control Centre Man Machine Interface Public Address and General Alarm System Process Control System Programmable Logic Controller Process Shutdown Safety Shutdown System Un-interruptible Power Supply National Fire Protection Agency The International Convention for Prevention of Pollution from Ships The International Convention for the Safety of Life at Sea Page 4 of 14

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: BK-10 LIVING QUARTER

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1.4 Definition •

VENDOR

•

•

CONTRACTOR/ BUYER PURCHASER/ OWNER CLIENT

• •

AUTHORITY CLASS

•

Supplier of the Equipment designated by PURCHASER to provide equipment and services indicated in the Requisition and its attachments. Company responsible for engineering of the living quarter SESCO/GINC/NVO Company ordering the equipment to the Purchaser. Vietsovpetro J.V The party, which buys the equipment and its auxiliaries for its own use. Vietsovpetro J.V National or international regulations to which the vessel will be built. 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 GL Industrial Service Rules, Ch 4, Pt 6 American Institute of Steel Construction (AISC) American Petroleum Institute (API RP 2A)

2.0

Remark Edition, 2007

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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: BK-10 LIVING QUARTER

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: Structural Design Brief

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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 b) other areas

8 8

External wall plates other than non-structural cladding

8

Primary structural members a) flanges b) webs

12 19

Secondary structural members b) webs

9 6

a) flanges

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. File name: Structural design brief

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: BK-10 LIVING QUARTER

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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 the latest 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/m2

•

External Accessways

5 kN/m2

5 kN/m2

•

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: ρ: u: Cs:

Wind Pressure (kPa) Density of air = 0.001224 (kN·s2/m4) Design wind speed (m/sec) Shape coefficient. For large flat surface (hull, deckhouse, smooth underdeck areas), Cs= 1.0.

CH:

Z:

Height coefficient depending on the height above sea level of the structural member exposed to wind,

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 Operating Extreme

0° 78.48 287.32

Wind Forces (kN) Direction 90° 180° 66.24 96.27 242.51 352.44

270° 63.32 231.82

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 scale Ⅷ 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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COMBINED LOAD CASE

The Combined Load Case is divided Operating condition, Extreme condition and Seismic condition. 4.1 Operating condition Combined load conditions Load types 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 Unit load

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

90°

0.707 1.0

180°

0.707 1.0

270°

0.707 0.707 0.707

1.0

0.707 0.707

0.707

*Note : Dead load is included structure weight and fitting weight(equipments, piping bulks, electrical & instrument bulks)

4.2 Extreme condition Combined load conditions Load types 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 Unit load

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° 90° 180° 270°

1.0

0.707 1.0

0.707 1.0

0.707 0.707 0.707

1.0

0.707 0.707

0.707

*Note : Dead load is included structure weight and fitting weight(equipments, piping bulks, electrical & instrument bulks) File name: Structural design brief

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4.3 Seismic condition SEISMIC Load types 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 Unit load

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 & instrument bulks).

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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: BK-10 LIVING QUARTER

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Doc.No : BK10LQ-ST-D10-A-001 Element Type Type 1 Type 2 Type 3

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Factor

: Lift points and spreader beams : Members framing into lift point : Other members

1.35 1.15 1.00

6.1 Lug and spread bar local analysis 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. Load case Joint No. LC1

LC2

LC3

LC4

LC5

LC6

LC7

LC8

LC9

LC10

LC11

LC12

11111 1 11111 1 11011 1 11011 1

11011 1 11111 1 11111 1 11011 1 11111 1

11011 1 11011 1 11011 1 11111 1 11111 1 11111 1 11111 1

11111 1 11011 1 11011 1 11011 1

11011 1 11111 1 11011 1 11011 1 11111 1

11011 1 11011 1 11111 1 11011 1 11111 1 11111 1

Hook1

110111

111111

111111

111111

110111

111111

Hook2

111111

110111

111111

111111

110111

110111

Hook3

111111

111111

110111

111111

111111

110111

Hook4

111111

111111

111111

110111

111111

111111

Support1

111111

-

-

-

111111

-

-

Support2

-

111111

-

-

111111

111111

-

Support3

-

-

111111

-

-

111111

Support4

-

-

-

111111

-

-

11111 1 11111 1

11111 1

-

11111 1 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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: BK-10 LIVING QUARTER

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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 Load Case 1 Load Case 2 Load Case 3 Load Case 4 Load Case 5 Load Case 6 Load Case 7 Load Case 8

Motion Load +R + H +R - H -R + H -R - H +P + H +P - H -P + H -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. File name: Structural design brief

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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 File name: Structural design brief

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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 beams The 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 Vertical DAF Lateral to beam Longitudinal to beam

Manual 1.1 0.2 x static load x vertical DAF 0.2 x static load x vertical DAF

Powered 1.2 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; -

GL Ⅰ Part 1, Chapter 1

-

GL Ⅳ Part 6, Chapter 4

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