bk10lq st d10 a 001 rev.0 structural design brief

8/16/2019 Bk10lq St d10 a 001 Rev.0 Structural Design Brief

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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



Project : BK-10 LIVING QUARTER

Title : Structural Design Brief

Doc.No : BK10LQ-ST-D10-A-001 Revision 0

File name: Structural design brief of 14

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







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







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







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.







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.







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







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







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



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)







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



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:







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.







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.







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







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


DAF

Longitudinal

to beam


DAF


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

bk10lq st d10 a 001 rev.0 structural design brief

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