Present by: DANAZ Consultant Kumang Cluster Drilling Platform (F9JT-A)

Present by:DANAZ Consultant

Kumang Cluster Drilling Platform (F9JT-A)

Board of Directors

Datuk Seri Ir Muhammad Azfar Bin

Mohd Zuber Project Director

Ir Muhammad Nur Dahlan Bin Abd RazakGeotechnical Engineer

Ir Mohamad Zulbahari Bin Mohamad Zu

Environment Engineer

Ir Siti Nazira Binti Mohd Som

Water Resource Engineer

Ir Anis Dalila Binti Dawam

Structural Engineer

•Project Background• Topside Analysis• Jacket Analysis• Sustanaibality•Conclusion

Presentation Outline

PROJECT BACKGROUND

Location coordinate :

• Kumang Cluster fields consists of Central Processing Platform (CPP) Kanowit Field (KAKG-A), F9JT-A wellhead, Kumang (KUJT-A) wellhead, and Kanowit (KAJT-A) wellhead. The Kumang field is located approximately 200km from the MLNG plant offshore Bintulu, Sarawak.

• The drilling platforms will be designed for unmanned operation with interconnecting pipelines to KAKG-A.

• Minimum facilities with only small power generation, pedestal crane, telecommunication, well head control panel, pig trap, wet gas metering, vent system, temporary shelter, and helideck.

KUMANG DRILLING PLATFORM (F9JT-A)

04 22’ 01”.983 N, 111 57’ 58”.682 E, KAKG-A ̊� ̊�

04 25’ 56”.774 N, 111 47’ 23”.584 E, KUJT-A ̊� ̊�

198.0 km

178.0 km

20.5 km

-85 m elevation

MLNG in Bintulu

TOPSIDE ANALYSIS

• Basic Design Criteria• Load Data

• Design Load• Load Combination• Metocean Criteria• Wind Load characteristic

• Analysis• Design Load Imposed• In-place Analysis• Design Brief for Flare Boom

• Miscellaneous

Outline

BASIC DESIGN CRITERIA

•Serviceability design life• 25 years.•Slenderness ratio requirement • KL/r ≤ 120 (PTS).•Rolled tubular diameter to thickness ratio • Check tubular diameter to thickness ratio (D/T) – • Range: 20≤D/T≤60•Deflection limit - (PTS). •LRFD Resistance Factor

Cont..• LRFD Resistance Factors

• Yield stress factor = 1

• Tubular• Axial tension factor = 0.95• Axial compression factor = 0.85• Bending factor = 0.95• Shear factor = 0.95• Hoop factor 0.8

• Non-tubular• Axial tension factor = 0.9• Axial compression factor = 0.85• Bending factor = 0.9• Shear factor = 0.9

• Plate Girder per AISC – • Grating and plating –• Practical lightweight –

Cont..

LOAD DATA

• Design Load• A total of 93 Load Cases were considered in the design

analysis including (Both topside and Jacket analysis):• Self-weight of Structures• Live loads• Environmental load• Wind load• Equipment support load• Drilling loads• Future loads

• The loads were obtained based on the Vendor’s supplied weight and generated automatically by computer• i.e; Structural Dead Load (computer generated), Drilling load

(calculated based on T9- Tender Assisted Platform Rig)• The load cases were further divided into three cases:

• 1-year operating condition• 100 year-storm condition• Maximum gravity and hydrotest condition

• The helideck is designed based on maximum load of Sikorsky-S92 Helicopter• Widow maker reaction with various rig position also being applied

Cont..

• Load Combination• A total of 21 load combinations are listed as follows:

Cont..

Load Combination Description Directional Degree (°)

OP01 Confirmation Design-Drilling Phase Operating 0









ST01 Confirmation Design-Drilling Phase Storm 0



Cont..ST04 Confirmation Design-Drilling Phase Storm 135






441 Maximum Gravity and Hydrotest -



• Load combination contain various combination of load cases stated previously with designated load factor

• Various directional degree were considered to define the direction of maximum load combination contribute to max unity check

Cont..•Metocean Criteria based on PTS :BARAM DELTA (WATER DEPTH 75m)

At Mid-depth : 0.5*85m = 42.5mAt near seabed : 0.01*85m = 0.85m

•At water depth of 85m under MSL and the wave period of 8.9 seconds, the wavelength (L) = 124m.

•Wave celerity = 13.93 m/s.

•Water particle velocity•horizontal = 0.0553 m/s.•vertical = 0.0457 m/s.

•Water particle accelerations•horizontal = 0.039 m/s•vertical = 0.0323 m/s

•Water particle displacements•horizontal = 0.0786 m•vertical = 0.0649 m

Cont..

• Wind Load Characteristics • Design wind loads were generated in accordance with API-RP2A [3]

recommendations.• One minute duration wind speed 17m/s and 24m/s at 10 m elevation above MSL.• The wind force calculated is included in the load cases previously.

Top side structure

10 meters

MSL

Wind directions

Side view of top side structure.

Wind Directions

Plan view of top side structure.

Cont..

•Forces on flat surface are assumed to act normal to the surface.•Forces on cylindrical surface are assumed to act in direction of the wind.

Shape Coefficients.• Beams - 1.5• Sides of building - 1.5• Cylindrical sections - 0.5• Overall projected area of platform - 1.0

Cont..

• Design Load Imposed• Load Case 62 to 97 is excluded from topside analysis because

it involve wave and current• No wave and current effect should be applied to topside

structure• Following are the list of the waves and currents:

ANALYSIS

Load Case Load Description 82 Mooring-x dir

83 Mooring-y dir

90 Inertia operating wave & cur dir 0°




94 Inertia storm wave & cur dir 0°




Load Case Load Description 62 Storm wave & cur dir 0° 63 Storm wave & cur dir 45° 64 Storm wave & cur dir 90° 65 Storm wave & cur dir 135° 66 Storm wave & cur dir 180° 67 Storm wave & cur dir 225° 68 Storm wave & cur dir 270° 69 Storm wave & cur dir 315° 70 Oper wave & cur dir 0° 71 Oper wave & cur dir 45° 72 Oper wave & cur dir 90° 73 Oper wave & cur dir 135° 74 Oper wave & cur dir 180° 75 Oper wave & cur dir 225° 76 Oper wave & cur dir 270° 77 Oper wave & cur dir 315°

Cont..

Cont..

• In-place Analysis• UC • DEFLECTION• SLENDERNESS

Structure Section

Member Group Effective Slenderness Y-Y

Effective Slenderness Z-Z Remarks

topside

927- 552 JT2 98.38 98.38 OK

5026-7791 C1G 71.91 71.91 OK

5050-7855 C1G 71.91 71.91 OK

7326-8016 C1G 73.65 92.06 OK

7328-8022 C1G 73.65 92.06 OK

8079-8035 C1G 110.88 110.88 OK

8081-8035 C1G 110.84 110.84 OK

Cont..• Check for max slenderness

Cont..

Identifying member in POSTVUE

• Design Brief for Flare Boom

Cont..

The platform orientation according to SACS axis defined

• The orientation of the tower is opposing X-direction because;• Wind force is bigger at positive Y-direction

• FX = 119 kN• Fy = 174.9 kN

• Thus, flare will not be blown to the deck at most critical wind condition

Cont..

Different Side View of Flare Boom in Precede (arrow showing critical joints)

Cont..

• Member Unity Check for maximum UC• Joint Unity Check –especially for critical joints; joint attach to the

deck:• 5193• 7891• 7889

• Manually calculated according to API-RP2, Section:• 4.3.2• 4.3.4• 4.3.6• and 4.4 (Overlapping Joints)

Cont..

Information is extracted from POSTVUE in SACS

Cont..

Member Member Code Max Unity Check

Critical Condition

Load Case

7889-9005 FAA 0.344 TN+BN DL

7891-9003 FAA 0.146 C<.15 DL

9009-9001 FAG 0.183 C>.15A DL

Joint Strength Unity Check

5193 0.45

7891 0.32

7889 0.65

9019 0.21

Cont..

GROUP MIN (cm) MAX (cm) SECTION

C1 1.0 1.5 Topside

C4 1.5 2.54 Topside

CRA 1.5 2.5 Topside

D1 1.5 2.54 Topside

DL 2.5 4.0 Topside

FA 0.8 1.3 Flareboom

HE 1.0 1.59 Topside

RG 0.8 1.27 Topside

T 1.0 1.59 Telecom Tower

Cont..•Minimum and Maximum material thickness

•Maintenance and Inspection Inline with Operating Philosophy• Inspector: should have demonstrated ability and experience, or be

qualified to codes AWS (D1.1-2002), ASME/ANSI, equivalent

• Fabrication InspectionMaterials are in good quality with specific requirementsMade during all phase of fabrication (pre-fabrication, rolling, forming, welding,

interim storage, erection, etc.)Welding inspection and testing aim to prevent introduction of defects into weldOther inspections: loadout, seafastening, transportation and installation

inspection

MISCELLANEOUS

• Crane Boom Rest• Design for dead load of the crane plus minimum of 2 times

static loads• No increase in dynamic loads is required• Design to resist fatigue during the life of structure

Cont..

•Drilling Interface (ISO)Cont..

Cont..

• Deck plating – • Joint detail design – • Access service platform -

• Installation of the platform (API) –Mating Method• “Deck mating" and "float over"• Used for a deck.• Installation when the weight of the deck exceeds the available crane

capacity.• Installation of decks of the semi-submersible vessels over their hulls. • Mostly done onshore.• Hookup and commissioning : Single piece completed onshore.

Cont..

JACKET ANALYSIS

• Basic Design Criteria• Splash zone• Marine Growth allowance

• Analysis• Design Load Imposed• In-place Analysis

• Miscellaneous • Cathodic Protection• Shear Keys

Outline

•Splash Zone• The splash zone is defined as that region below +5.0m MSL and above -3.0m MSL for Malaysian waters.

Top side structure

10 meters

MSL

Side view of top side structure.

+5 meters

-3 meters

Splash zone

BASIC DESIGN CRITERIA

•Marine Growth allowance:• Marine growth increases wave forces (increasing member diameter and

surface roughness) and mass of the structure• MUDLINE ELEVATION = -94.80M

ZONE ABOVE MUDLINE (M)

THICKNESS (CM)

DENSITY (TON/CUM)

CD CM ROUGHNESS HEIGHT

(CM)

TYPE

0.00 74.00 0.000 1.02 0.000 0.000 1.300 CONSTANT

74.00 83.00 5.000 1.02 0.000 0.000 2.500 CONSTANT

83.00 95.00 10.000 1.02 0.000 0.000 6.400 CONSTANT

Cont..

• Design Load Imposed:• Excluding load case 40 to 61 as it is driven by wind force• A total of 22 load cases were excluded for the jacket analysis.• Following are the load cases excluded:

ANALYSIS

Load Case Load Description 40 Topside Operating Wind X-direction 41 Topside Operating Wind X-direction 42 Vent Boom Operating Wind X-Direction 43 Vent Boom Operating Wind X-Direction 44 Rig @#0100 Operating Wind X-Direction 45 Rig @#0105 Operating Wind X-Direction 46 Rig @#0110 Operating Wind X-Direction 47 Rig @#0120 Operating Wind X-Direction 48 Rig @#0125 Operating Wind X-Direction 49 Rig @#0130 Operating Wind X-Direction 50 Rig @#0140 Operating Wind X-Direction 51 Rig @#0145 Operating Wind X-Direction 52 Rig @#0150 Operating Wind X-Direction

Load Case Load Description 53 Rig @#0100 Operating Wind Y-Direction

54 Rig @#0105 Operating Wind Y-Direction








Cont..

• In-place Analysis• Max UC

Structure Section

Member Group Effective Slenderness Y-Y Effective Slenderness Z-Z Remarks

jacket

150- 148 1A4 107.49 12.16 OK156- 149 1A4 107.49 12.16 OK415- 414 2BH 105.27 9.76 OK416- 415 2BH 105.27 35.6 OK521- 504 3JH 109.45 18.89 OK546- 547 3NH 109.49 55.06 OK627- 626 4BH 109.51 27.95 OK628- 627 4BH 109.51 12.67 OK302- 340 5A2 115.11 73.18 OK339- 340 5A2 115.34 73.33 OK505- 405 CON 90.42 90.42 OK508- 408 CON 90.42 90.42 OK510- 439 CON 90.42 90.42 OK

mudmat 183- 192 KB1 111.27 168.38 OK165-A096 MM1 95.41 74.46 OK

• Check for max slendernessCont..

GROUP MIN MAX SECTION1 0.45 2.54 Mudmat (steel)1 0.8 2.54 Mudmat (main)2 0.5 2.54 Jacket Plate3 0.6 2.54 Jacket Plate4 0.8 2.54 Jacket Plate5 0.8 2.54 Jacket Bracing

CS1 0.8 2 ConductorCT1 0.8 1.59 ConductorJST 0.8 1.27 ConductorKB1 0.8 1.27 Mudmat SteelKB2 1 1.27 Conductor

L 5 4 Jacket Main ChordM 0.7 1.27 Mudmat SteelRT 0.65 1.27 RiserV 0.8 3.5 Jacket Vetical Member

• Check for min and max material thickness

• Cathodic Protection (PTS)Sacrificial anode systems are to be designed.• Type B1: to be used for all platform designs for oil field. • According to PTS code. (Appendix VI)• 5 wells for F9.• Surface area of jacket = 435m².• Surface area of piles and conductors = 150m².

MISCELLANEOUS

• Establish total current required (I) = 46.15 Amps.• Establish total alloy weight (M) = 4492 kg• Establishment number of nodes = a. Number of anodes by mass = 13 anodesb. Number of anodes by current = 9 anodes

Cont..

• Summarize design• Total mass = 4628 kg.• Polarization current available = 153.92 Amps.• Polarization current density = 263.• Maintenance current available = 85.54 Amps.• Maintenance current density = 146.2.• End life current available = 70.59 Amps.• End life currency density = 120.67.

Cont..

LOAD CONDITION CREST POSITIONM DEG

LOAD MUDLINE ELEVATION

MAXIMUM SHEAR AT MUDLINE

186.09 345.00 6486.515kN -94.8M

MINIMUM SHEAR AT MUDLINE

56.64 105.00 -1697.431kN -94.8M

• Shear Keys (API)

SUSTAINABILITY

•Decommissioning• Complete removal

• Explosive • Non-explosive

• Partial removal• Reuse: bring to onshore and process

• Proposed alternative• Use the structure as attractive vacation spot• Submerge the structure as breeding spot for aquatic life

Sustainability: Decommissioning

CONCLUSION

• TYPE OF STEEL, DIMENSION USED

Before After

BACKUP SLIDE

Total force for inclined member (API RP2A)

V1T (357 – 401)

V1T (357 – 401)

original conditiondiameter (m)Fx (N/m)Fy (N/m)Fz (N/m)

0.183 0.08040.006190.1198

after edited condition0.076 0.050.34 0.174

Inertia and Drag Force (API RP2A)

Vertical member. (VA2 - 202 - 206)

Vertical member. (VA2 - 202 - 206)

Diameter (m) Diameter (m)Inertia force (N/m) Inertia force (N/m)Drag force (N/m) Drag force (N/m)Total force (N/m) Total force (N/m)

-3.106 -9.758636.68 636.68633.57 626.92315.98

0.113-6.58

299.78293.2

Baram Delta Storm ConditionOriginal condition Adjusted condition

0.122 0.113Original condition Adjusted condition

0.122

Baram Delta Operating Condition

-7.67323.65

Leg member. (L39 - 702 - 802)

Leg member. (L39 - 702 - 802)

Diameter (m) Diameter (m)Inertia force (N/m) Inertia force (N/m)Drag force (N/m) Drag force (N/m)Total force (N/m) Total force (N/m) 1144.64 907.19

-20.36 -12.687623.11 489.41 1165 919.87

Original condition Adjusted condition0.152 0.12 0.152 0.12

Baram Delta Operating Condition Baram Delta Storm ConditionOriginal condition Adjusted condition

606.15 478.84

-16.96 -10.57

Horizontal member. (3EH - 514 - 519)

Horizontal member. (3EH - 514 - 519)

Diameter (m) Diameter (m)Inertia force (N/m) Inertia force (N/m)Drag force (N/m) Drag force (N/m)Total force (N/m) Total force (N/m)

207.866 143.356 274.65 398.24205.62 142.286 273.36 395.53

0.058 0.04 0.058 0.04-2.249 -1.07 -1.29 -2.712

Baram Delta Operating Condition Baram Delta Storm ConditionOriginal condition Adjusted condition Original condition Adjusted condition

Adequacy of a tubular cross-joints (API)

(4A6 - 618 - 617)

(4A6 - 618 - 617)

Before adjustment After adjusmentDiameter (mm) 457 300Thickness (mm) 19 10Diameter (mm) 457 220Thickness (mm) 19 10

U/C 0.25 0.53

Chord

Brace

Total force for inclined member

V1T (357 – 401)

V1T (357 – 401)

original conditiondiameter (m)Fx (N/m)Fy (N/m)Fz (N/m)

0.183 0.08040.006190.1198

after edited condition0.076 0.050.34 0.174

Weld Improvement Techniques

• Minimum structure tend to be less stiff than conventional structures, hence dynamic effects and fatigue are of more concern even in shallow water depth• Post-weld fatigue improvement techniques may be used to

improve fatigue life. • Well profiling• Weld toe grinding • Full profile grinding• Hammer peening• Post-Weld Heat Treatment

JACKET LOAD CASES

• FATIGUE ANALYSIS:• Cannot be done by using SACS due to lack of input data: • Fatigue Input File• First Common Solution File

Present by: DANAZ Consultant Kumang Cluster Drilling Platform (F9JT-A)

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