Saipem - Università Degli Studi Di Pavia
saipemDeepwater Pipelines Design forInstallation and OperationRoberto Bruschi – roberto.bruschi@saipem.comLorenzo Marchionni – lorenzo.marchionni@saipem.comAntonio Parrella – antonio.parrella@saipem.comLorenzo Maria Bartolini – lorenzo.bartolini@saipem.comPavia, November 21st, 2014
CHALLENGES BY DISCIPLINE MECHANICALDESIGNSEABEDMECHANICSDESIGN NAGEMENTMATERIALS &WELDINGDESIGN FOROPERATIONFLOW ASSURANCEsaipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 20142
MECHANICAL DESIGN – MEETING DEFINED SAFETY TARGETSDesign guidelines such as ISO and DNV OS-F101 adopt a LRFD (Load Resistant Factor Design)approach relating failure modes and consequences to “Safety Class” categorization. A set of limit state design formats, including partial safety factors for both load and resistance, aredefined. The partial safety factors to meet a predefined safety target have been calibrated using structuralreliability methods.Reliability methods applied directly to specific structure, avoiding the use of pre-established partialsafety factors, are allowed and sometimes recommended.saipemSLS serviceability limit state ; ULS ultimate limit state; FLS fatigue limit state; ALS accidental limit stateDNV OS-101 2013Deepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 20143
MECHANICAL DESIGN – DEFINITION OF RELEVANT LIMIT STATESProbability DistributionLoad and Resistance Factors Targeting given Safety LevelfL 1 fR 1LoadDistribution, LNominalSafetyDomainResistanceDistribution, RThe limit state format is afunctional relationshipincluding any parameterinfluencing the relevant failuremodeLIMIT STATES DESIGN FORMATLd( F, C S) Rd ( SC m)where:Nominal LoadNominal ResistanceLdRd C F S design load effect functiondesign resistance functioncondition load factorenvironmental load factorfunctional load factorsystem safety factorresistance usage factorsaipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 20145
MECHANICAL DESIGN - LRFD DNV OS-101 ULTIMATE LIMIT STATES (ULS): Bursting / Pressure Containment Collapse Propagating Buckling Local Buckling due to Combined Loading (DCC and LCC) Fracture/Plastic Collapse/ Ductile Tearing of Defective Girth Welds Ratcheting (accumulation of plastic deformation in case of excessivebending at the S-lay Stinger) SERVICEABILITY LIMIT STATES (SLS): Ovalization Limit due to Bending FATIGUE LIMIT STATES (FLS) ACCIDENTAL LIMIT STATES (ALS)saipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 20147
MECHANICAL DESIGN - LRFD DNV OS-101 (BURSTING LS)Minimum wall thickness for pressure containment/bursting according to DNV OS F101 design criteriaThe criterion shall be fulfilled in both Operating and System Pressure Test conditions at the applicable water depths.pli p d inc cont g hpb (t1 )pli p e SC mpb(t1)plipe sc mPressure Containment ResistanceLocal Incidental PressureLocal External PressureSafety Class Resistance Factoras per Tab. 5-5 of DNV RP F101Material Resistance Factoras per Tab. 5-4 of DNV RP F101p b ( x) min( pb ,s ( x); pb ,u ( x))2x2 f y D x3f2x2p b ,u ( x ) u D x 1.15 3x t1pb,s ( x) Operational t1 t nom t fab t corrPressure Test t1 t nom t fabpli p d inc cont g hNote: contPbDfytnomtfabtcorr Density pipeline content Bursting Pressure Nominal outside Diameter SMYS’ Nominal wall thickness of pipe (un-corroded) Fabrication thickness tolerance Corrosion allowanceAccording to DNV OS F101 Sect. 3 B305, the incidental over design pressure ratio, inc, can be set to 1.05, which is theminimum allowed ratio, provided that the requirements to the Pressure Safety System are satisfied.This implies that the Pressure Safety System shall guarantee the maximum incidental pressure does not exceed thedesign pressure by more than 5%.saipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 20148
MECHANICAL DESIGN - LRFD DNV OS-101 (COLLAPSE LS)pc t1 22pe pmin m scPeExternal PressurePminMinimum Internal Pressure(zero for installation except incase of flooded pipe)Pc scCharacteristic Resistance toExternal Pressure (collapse)Safety Class ResistanceFactoras per DNV OS- pc pel pc p p pc pel p p f o Dt t 2E D p el 1 23Elastic CollapsePressurep p 2 SMYS U fab t2DoPlastic CollapsePressurefo Dmax D minDOvalityNote:DNominal Outside Diam.F101 Tab. 5-5Dmax Maximum In/Outside Diam. mDmin Minimum In/Outside Diam.Material Resistance Factoras per DNV OS-F101 Tab. 5-4 UMaterial Strength Factort1 tnom – tfab (Install & Hydrotest)t1 tnom – tfab – tcorr (Operating)tnom Nominal Steel Wall ThicknesstfabFabrication Thick. Tolerancetcorr Corrosion AllowancesaipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 20149
MECHANICAL DESIGN - LRFD DNV OS-101 (LOCAL BUCKLING LS LCC)22 m SC SSd MSd m SC Mt St c p 2 c p 2 PeExternal PressurePminMinimum Internal Pressure(zero for installation except incase of flooded pipe)PcCharacteristic Resistance toExternal Pressure (collapse) cFlow Stress ParameterMSdDesign MomentSSdDesign Effective Axial Force scSafety Class ResistanceFactoras per DNV OS-F101 Tab. 5-5 mMaterial Resistance FactorSP fM p p PCely2 p p m SC e min 1pc t2 D t 2 t 20 f y D 0 t 2 - 1 pC pp c 1 0 .5for 60 D 0 t 2 for90 for0 2 2Plastic Axial Capacity t2 -1 f Plastic Bending Capacity0pC D op p t2Collapse Pressure f0 f(Dmax, Dmin, D0) pel f(E, D0, t)fufy pp f(SMYS, U, fab, D0, t)D015 D0t2t2D0 15Note:t2 60 60D0Nominal Outside Diam. UMaterial Strength Factort2 tnom (Install & Hydrotest)t2 tnom – tcorr (Operating)tnom Nominal Steel Wall Thicknesstcorr Corrosion Allowanceas per DNV OS-F101 Tab. 5-4saipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 201410
MECHANICAL DESIGN - LRFD DNV OS-101 (LOCAL BUCKLING LS DCC) t2 gw- 0.01 3 D0 2 C 0.78 Sd m SC pe pmin 1 ,0ttp C 2 C 20.8PePmin h ,d max SMYS SMTS Yield to TensileStrength RatioExternal PressureMinimum Internal Pressure(zero for installation except incase of flooded pipe) cCharacteristic Bending StrainResistance SdDesign Compressive StrainPcCharacteristic Resistance toExternal Pressure (collapse) scSafety Class ResistanceFactoras per DNV OS-F101 Tab. 5-5 mMaterial Resistance Factor gw 1 .0 D 0 20 t2 1 .0 100 not defined pC p C 1 p p el p2 - 1 f D0if20 ifif0t2D0D0t2t2 20 60Girth WeldFactor 60Collapse PressurepC D op p t2 f0 f(Dmax, Dmin, D0) pel f(E, D0, t)as per DNV OS-F101 Tab. 5-4 h,dResistance Strain Factoras per DNV OS-F101 Tab. 5-8saipem pp f(SMYS, U, fab, D0, t)Note:D0Nominal Outside Diam.t2 tnom (Install & Hydrotest)t2 tnom – tcorr (Operating)tnom Nominal Steel WallThicknesstcorr Corrosion AllowanceDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 201411
CHALLENGES BY DISCIPLINE SEABEDMECHANICSMECHANICALDESIGNDESIGN FOR EMENTMATERIALS &WELDINGDESIGN FOROPERATIONFLOW ASSURANCEsaipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 201413
DESIGN FOR INSTALLATION – RELEVANT LIMIT STATESThe relevant failure modes and limit states for offshorepipeline installation are the following: Collapse due to external pressure. Buckle propagation due to the external pressure in case of buckleinitiation. Local buckling due to external pressure and bending at the sagbend anddue to tensioner and bending on the stinger in case of S-Lay installation orin flute of the J-Lay tower. Concrete crushing at the stinger in case of S-lay technology. Plastic collapse & fracture of defective girth welds. Fatigue damage of the girth welds due to severe loads and long timeinterval from ramp exit to touch down point.saipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 201414
DESIGN FOR INSTALLATION - PIPE “S” AND “J” LAYINGJ-laying: the pipe departs from the lay vessel ata near vertical angle, hanging like a cable andgently curving towards the horizontal as itapproaches the seabed. Low tension forces required to hold the pipe in suitably “J”shaped lay span Slow lay rate, 2-3 (5) km/day Low curvatures of the lay spanoverbendStinger tipstingerTouch downpointsagbendShallowwaterRationale for safe installation ofsubsea and sealines: pipeline lay operation mode lay equipment vessel strength/stability capacity calculationS-laying: consists of assembling the pipe jointson the horizontal ramp of the lay vessel. Even for large diameter pipes, 2-4 (6) km/day High curvature applied on the overbend High tensioner forces required to hold the pipe in suitably “S”shaped lay spanstingertipShallowwatersagbenddowntouchpointSea bottomsaipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 201415
DESIGN FOR INSTALLATION - CRITERIALaying Criteria aiming to define allowable moments and strainsis the following: At the Overbend region (mainly S-Lay): Strain (DNV OS – F101) Simplified CriteriaStrain (DNV Design Guideline) Design CriteriaAllowable Bending Moment (JIP Design Guideline) Design Criteria At the Stinger Tip (mainly S-Lay): Allowable Bending Moment (DNV OS – F101) Design CriteriaNo contact to the Stinger Tip (Recommended Practice) At the Sagbend region (both S & J-Lay): Bending Moment (DNV OS – F101) Design Criteria (2)Bending Strain (JIP Design Guideline) Design CriteriaBending Strain of 0.15% (API Recommended Practice) Design Criteria(3)1. The red one are generally used.2. Load Controlled Condition (LCC) i.e. Bending moment criterion is generally used in Shallow Waters.3. Displacement Controlled Condition (DCC) i.e. Bending strain criterion is generally used in Deep Waters.saipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 201416
DESIGN FOR INSTALLATION - J-LAY LOAD CONDITIONS The required residuallay tension is low dueto the very large αexit( 90 deg). Rollers reactions aredue to pipe lay pull(not to pipe weight). Tensioner tension is afunction of pipecolumn llersReactionsCurrentPipeSubmergedWeightWDResidual LayTensionsaipemSeabedReactionDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 201417
DESIGN FOR INSTALLATION - S-LAY LOAD CONDITIONSTensioner TensionMean sea levelOverbendStingerTipFrom: Average Stinger Radius Exit Angle Allowable Strain at Stinger Wall ThicknessTo: Top Tension Tension Capacity Bottom Tension Propeller CapacityMain Relationship: STT BT SW*WD - BK2/2Where:STT is the stinger Tip TensionBT is the bottom tensionSW is the submerged weight per unit lengthWD is the water depthB is the bending stiffnessK is the pipe curvature at the pointwhere STt is appliedTouch down pointBottom TensionBollard Pull(Propeller Capacity)Stinger RadiusSagbendShallowwaterWater DepthSea BottomTDPsaipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 201418
DESIGN FOR INSTALLATION - S-LAY LOCAL LOAD CONDITIONSMNFM f(Rstinger)F f(N, Rstinger)N ½ EJ * k2 RLT WD*SWeightsaipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 201419
DESIGN FOR INSTALLATION - S-LAY LOCAL LOAD CONDITIONSBending Strain (%)Pipe Curvature AmplificationThe amplification of the pipe local curvature increasesconsidering a concentrated contact (1 roller vs. 4rollers) and reducing the stinger curvature radiussaipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 201420
DESIGN FOR INSTALLATION – MINIMUM PIPE WALL THICKNESS3.040.62.535.633.9Felastic 3.9 y t2Generally: for pipeline exposed to frequent point load events (occurrence 10-4 per year per km)16” OD 20”20” OD 36”OD 36” ::14 mm wall thickness:16 mm wall thickness18 mm wall thickness1.529.028.4FORCEForces (MN)(MN)2.025.425.423.71.020.320.320.3saipem::10 mm wall thickness12 mm wall thicknessMILD LAYING16.3for pipeline not exposed to frequent point load event10 OD 16”16 OD 20”17.816.90.515.2 SEVERE 10152025OD30354045OD"(inches)Deepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 201421
DESIGN FOR INSTALLATION - ANALYSISInstallation ProjectInputsTasksRampManagementvs.Water DepthMetoceanconditionalong therouteActivitiesStinger Settingvs.KPLimit Sea StateConditionsvs.Pipe DynamicsTools/Analysis Normal Laying Initiation / Lay-Down Abandonment & Recovery Stinger Movimentation Accidental Flooding Vessel Loss of Position Dynamic Analyses Fatigue Analyses Offpipe (static) Abaqus (static) Pipelay (static) Offpipe(dynamic reg.&irreg. wave) Pipelay(dynamic reg.&irreg. wave)StationKeeping Fully integrated DPand Pipelay Analyses FIPLALay VesselOperability Metocean forecasting Operation WaveNowcasting In-housesoftwaresaipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 201422
DESIGN FOR INSTALLATION – ANALYSIS OUTCOMEAnalysis results (Overbend region & Stinger Tip)SEMAC1 - Wheatstone Project - OD 44.0 in - WTsteel 24.6 mm - WTconc 110 mmTenstop 329 Tons10PipeConfigurationY Coord [m]50-5R10 - 0.2525 %WD -124 mSagm ax 0.1238 %Dout 44.0 in (1.1168 m)wtsteel 0.0246 mTensbottom 245 TonsDout conc 1.3468 m-10wtconc cc 0.115 m-15W air 19.8708 kN/mW sub 4.5609 kN/m-20clr 15.25 cm out 28.50 deg-25Bending Strain [%]-60Reactions-20020 X Coord [m] 4060801001200.2R10 0.2525 T03R08R07R06R05T03R06R05T0310000Roller Reaction [kN]MomentRoller Moment [kNm]Strain-400.3R10 -9616 kNm50000Stip -2920 kNmR19R18R17R16R15R14R13R12R11R10R09R7 428 kN( 44 Tons )6004002000R19R18R17R16R15R14R13R12R11 R10Roller IDR09R08R07saipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 201423
DESIGN FOR INSTALLATION – LARGE CAPACITY EQUIPMENTA&R/SUBSEA DEPLOYMENT SYSTEM WITH HIGHER CAPACITY Fabrication: feasibility up to dia 180mm, MBL 2500mT, length 3800 m Testing: availability of test facilities up to 2500 t Alternative solutions (use of multiple steel wires system) move problemsfrom the fabrication/testing of the steel wire to the inspection/discardcriteriaDESIGN CRITERIA Applicable standards for offshore A&R/Subsea deploymentwinches/steel wire Safety factor definition criteria in Normal/Emergency Operation Wire Rope Fatigue Life design Criteria Test Requirements: break testing and test facilities availableMAINTENANCE/INSPECTION CRITERIA Maintenance of subsea ropes: lubrications (type of lubricants,application methods, regulations) Monitoring/inspection during operation: method and criteria(visual inspection, NDE, cut back and test, cycles data loggingand fatigue monitoring ) Discard criteria: definition, methodology and regulationsaipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 201425
DESIGN FOR INSTALLATION – INCIDENTAL FLOODINGPipe S and J Laying, Water Flooding during Installation Accidental Flooding Scenarios failure modes: Excessive Bending Moment/Strain combined withPoint Load Force at stinger tip (mainly DeepWater scenarios);Excessive Bending Moment/Strain at TDPregion (mainly Shallow Water scenarios)Defective through thickness girth weldLeaking valve on special itemsSHALLOWStinger tip region is notcritical for the pipelineintegrity.Stinger TipDevelopmentofexcessivebendingmoment/strain at thesagbend occurs dueto residual lay tensionreduction.Sagbend Accidental Flooding Scenarios shall takeinto account: Distinguish Deep vs. shallow water scenarios;Distinguish Trunkline vs. flowline (differentpipe flooding time and evolution);Contingency measures, if any, and lay vesselstructural integrity more than pipe integrity;Accidental flooding is generally driven by thelay equipment and vessel integrity;Vessel equipment includes a smart wet buckledetection system.DEEPStinger TipStinger tip region is criticalfor the pipeline integrity dueto development of excessivebendingmoment/straincombined with a point loadforce.SagbendDevelopment of excessivebending moment/strain atsagbend is limited.saipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 201426
DESIGN FOR INSTALLATION – AFT, SPECIAL EQUIPMENT Principles / ApplicationUse a market available pipeline isolation tool for reducing floodingrisk when laying in deepwater. ObjectivesDrastically reduce the need for a compression station at land, whichis needed for pipeline recovery operations in case of pipeline ruptureduring laying.Compression station cost reduction.Reduce time to recover a pipeline damage situation, because onlythe last part of the pipeline need to be deflooded.Parameters on a large andcomplex project55000 hp 1000 hp100 M 10 M 3600 psi 36 psiRTO 72 h 72 sRTO Ready To OperatesaipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 201427
DESIGN FOR INSTALLATION – IAU, SPECIAL EQUIPEMETRemote Buckle DetectionBuckle Risk areaTECHNOLOGY COMPARISON Principles / ApplicationInjecting a signal (radio, pressure wave) into a waveguide (pipeline) faceend, each geometrical anomaly reflect part of the signal depending on itscharacteristics. ObjectivesProsConsA system which can provide a certified Buckle Measure up to the end ofthe stinger and capable to detect obstructions up to about 4 Km.Radio (RF),FastHi‐RepeatabilityOn board noise proofAccuracyRangeComplex technologyPressure Wave (AC)Good RangeHi‐RepeatibilitySimple technologyAccuracyOn board noise influenceReduce risk in case of mechanical BD failure and retrieval. Reduce timefor corrective actions.saipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 201428
DESIGN FOR INSTALLATION – MANUFACTURING VERY THICK LPFINITE n:Test vsnumericalEXTERNALSamplelocation3600“O”ing die180“INTERNALU” ingA samplePlatedieB sampleTensile stressstrain testCompressivestress-straintestC sampleD sampleObtained curvesfrom simulationWHERE (across thickness) and WHEN (plate, pipe, beforeor after coating) to characterise the compression capacityof the line pipe steel afabLine PipeManufacturingIssues (JC vs. UO)Bauschinger effects included indesign criteria equation by afab(see DNV OS-F101)saipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 201430
DESIGN FOR INSTALLATION - COLLAPSE CAPACITY vs FABOvality and Collapse Resistance vs. Expansion/Compression StrainUOE / UO / UOC COLD FORMINGPRESSURE vs. OVALITY-7.00E 07UOC (C 1.0%)External Presure [Pa]-6.00E 07-5.00E 07-4.00E 07UOC (C 0.5%)-3.00E 07UO-2.00E 07UOE (E 0.4%)-1.00E 07UOE (E 1.3%)0.00E Ovality [%]Deepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 2014316.531
DESIGN FOR INSTALLATION – BENDING CAPACITY vs FABCombined External Pressure and Bending(Baushinger Effect)X65 OD 24" t 31.8mm - NUMERICAL ANALYSES (ABAQUS)4.5E 06BENDING MOMENT (Nm)4.0E 063.5E 063.0E 062.5E 062.0E 06t 31.8mm; fo 1%; X65, WD 2150m; Afab 1.001.5E 06t 31.8mm; fo 1%; X65, WD 2150m; Afab 0.901.0E 06t 31.8mm; fo 1%; X65, WD 2150m; Afab 0.855.0E 05Maximum or Limit Bending Moment0.0E %-2.0%MINIMUM COMPRESSIVE LONGITUDINAL STRAIN (%)saipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 20143232
DESIGN FOR INSTALLATION – NUMERICAL LAB FOR STRENGTH C.Combined External Pressure and BendingX65 OD 24" t 31.8mm - NUMERICAL ANALYSES (ABAQUS)BENDING MOMENT (Nm)6.0E 065.0E 064.0E 063.0E 06Pure Bending, fo 1%, water depth 0m2.0E 061.0E 060.0E 000.0%saipemPressure Bending, fo 1%, water depth 500mPressure Bending, fo 1%, water depth 1000mPressure Bending, fo 1%, water depth 1500mPressure Bending, fo 1%, water depth 2150mMaximum or Limit Bending Moment-0.5% -1.0% -1.5% -2.0% -2.5% -3.0% -3.5% -4.0% -4.5% -5.0% -5.5% -6.0%MINIMUM COMPRESSIVE LONGITUDINAL STRAIN (%)Deepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 20143333
CHALLENGES BY DISCIPLINE SEABEDMECHANICSMECHANICALDESIGNDESIGN FOR EMENTMATERIALS &WELDINGDESIGN FOROPERATIONFLOW ASSURANCEsaipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 201434
DESIGN FOR OPERATION – LIMIT STATESThe relevant failure modes and limit states for offshorepipeline in operation are the following: Pressure Containment Capacity due to internal overpressure duringoperation and in field pressure tests; Shear Running Fracture due to internal pressure; Collapse due to external pressure in case of pipeline depressurization; Buckle Propagation due to the external pressure in case of buckleinitiation and pipeline depressurization; Local Buckling due to internal and/or external pressure and bending dueto bottom roughness or lateral buckling in case of pipeline depressurizationand high pressure and temperature conditions. Stress-Strain Capacity of defective girth welds during operation (it isnormal practice to say that an export pipeline has to withstand appliedtensile stress - strain up to yielding - 0.5%. Fatigue damage of the girth welds due to environmental loads in operation(at free spans) and pressure and temperature fluctuations (oligocyclic).saipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 201435
PIPELINE CAPACITY UNDER COMBINED LOADSPipeline strength and deformation capacity aims to quantify the maximumloads and the associated deformation the pipeline can taken when subjectto:Differential Pressure (Internal and/or External)Steel Axial ForceLimit Bending Moment Capacity (LBMC)Curvature at Limit Bending Moment (CLBM)Bending MomentLimit Bending Moment Capacity (LBMC)Curvature at Limit Bending Moment (CLBM)Lost of Capacity due to Strain Localization (LCSL)Dimensionless MomentLow D/t RatioHigh D/t RatioDimensionless Moment Empty PipePipe Under Design urvatureDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 201436
PIPELINE CAPACITY UNDER COMBINED LOADSPIPE BENDING MOMENT CAPACITYFEM ANALYSIS vs. LABORATORY TESTS RESULTSHOTPIPE 2 - EXPERIMENTAL TESTS - PIPE SPECIMEN NO. 3BENDING MOMENT VS. CURVATURE RELATIONSHIP1.30E 061.20E 061.10E 061.00E 069.00E 05BENDING MOMENT (Nm)8.00E 057.00E 056.00E 05T3 Pipe specimen t 16.2 mm, , fo 0.0%, SMYS 480 MPa, Mean D FE Mesh, Mid Section,5.00E 054.00E 05T3 Pipe specimen t 16.2 mm, , fo 0.0%, SMYS 480 MPa, Mean D FE Mesh, Mid Section, Triggering Force3.00E 052.00E 05Specimen 3 - Experimental Test1.00E 050.00E 50AVERAGE CURVATURE (1/m)ABAQUS FE Models have been developed to evaluate the strengthand deformation capacity of pipes subjected to combined loadssaipem(int/ext pressure, axial force and bending)Deepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 201437
PIPELINE CAPACITY UNDER COMBINED LOADS“PIPEONE” PRE- and POST-PROCESSORCOLLAPSELOCAL BUCKLING UNDERINTERNAL/EXTERNALPRESSURE, AXIAL LOADAND BENDINGPIPELINE BENDINGON S-LAY STINGERBUCKLE ARRESTOR DESIGNsaipemPOSTPROCESSINGCORRODED PIPESSPECIAL COMPONENTS FEM ANALYSISDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 201438
DESIGN FOR OPERATION – GIRTH WELD STRENGTH CAPACITYECA - MINIMUM STRENGTH CAPACITY REQUIREMENTS The need of safely withstandingbending load effects (axial load effectsare minor) both during installation andin operation (including hoop loadeffects). The strength capacity of girth weldsthreatened by weld defects must besuitably analysed to establish: Forgivenloadallowable defect sizeDefectPipeGirth WeldPROJECT REQUIREMENTSDEFECTSACCEPTANCECRITERIAcondition,Who ECAs? For given defect acceptance,allowable stresses and strainsContractorto meetPROJECTSPECIFICATIONS(CTOD-R CURVE)saipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 2014CompanyAsk ContractorSTRAIN (4.0%)CAPACITYNEEDED FORSPECIFIC/LOADSCENARIOS42
DESIGN FOR OPERATION – EXTERNAL LOAD CONDITIONSThe relevant load condition for offshore pipeline in operationare the following: Operational conditions i.e. design pressure and min and max designtemperature; External pressure during shut – down; Sea bottom roughness giving rise to the formation of free span; Environmental loads (surface waves and marine currents) in the shallowwater section; High pressure and high temperature conditions giving rise to thedevelopment of lateral buckling; Geohazards particularly plastic flows and turbidity currents.saipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 201445
DESIGN FOR OPERATION – BOTTOM ROUGHNESSBottom Roughness and Free Span AnalysisFatigueDamageCross Flow Total DamageSeabed morphology indicatesoptimum routealignmentSeabedthemorphologyindicatesthe optimum route ep deep depressionWD (m)Water Depth, m-350-400-450-500SEABOTTOM PROFILE-55054400564005840060400624006440066400KP 0Fatigue Usage Factor (-)-2500100000 100100KP (m)Cross-Flow Modal AnalysisCross Flow Vibration Mode - F 0.370Sea bed preparation works(berms) by gravel dumping-1010.8-200.60.4-30WD 994009950099600997009980099900-1100000 100100KP (m)saipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 201446Amplitude ( - )Bottom Roughness Analysis
DESIGN FOR OPERATION – HIGH TEMPERATURE HIGH PRESSUREIn-Service Buckling due to HP/HT Conditions0 .0 0 2 6 00 .0 0 2 4 0V 10V 81820 m0 .0 0 2 2 0V 7V 1V 3V 52030 m0 .0 0 2 0 0V 4V 9V 6V 22080 m0 .0 0 1 8 0R 620 m0 .0 0 1 6 01930 mC r o s s in gC r o s s in gC r o s s in g0 .0 0 1 4 01940 m0 .0 0 1 2 0R 870 m2110 m0 .0 0 1 0 01740m0 .0 0 0 8 00 .0 0 0 6 02170 m0 .0 0 0 4 00 .0 0 0 2 02700 mV10V9V7V8V6V4V5V3V2V10 .0 0 0 0 02 0 .51 9 .51 8 .51 7 .51 6 .51 5 .51 4 .51 3 .51 2 .51 1 .51 0 .59 .57 .56 .55 .54 .53 .52 .5KPHTC-30-358 .5CURVE 5CC 90 Defo rmed0.40CC 65 As-LaidCC 65 Defo rmed0.30Embedment InnerY (m)-45Embedment Outer0.20-500.10-55Embedment 2150-0.2072200KP (m)saipemDeepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 20140 .5GFC0.50CC 90 As-Laid1 .549
INTEGRITY ASSESSMENT IN OPERATION (DESIGN PHASE)IN-SERVICE BUCKLING ANALYSIS USING 3-D SEA BOTTOM PROFILEAs -L a i dH yd ro te s tOp e ra ti n g C o n d i ti o n sY-co o rd i n a te (m)2001000-2 0 0330H o ri zo n ta l BOP C urva tu reR a d i u s (m)Horizontal Pipeline Configuration-1 0 033133 233 3334335336337338339340342343344As - L ai d345346347H yd ro te s t349350351352Sm o o th e d Pi p e l i n e C o n fi g u ra ti o n400020000330331332333334335336337338339340Z-coo rd i n ate (m)341KP (km )As -L a i d342343H yd ro te s t344345Op e ra ti n g C o n d i ti on s346347348349Ve rti ca l Se a b e d Pro fi l e35 0351352Ve rti ca l Se a b e d Pro fi l e - Mo d i fi e dVertical Pipeline Configuration-7 5-8 0-8 5-9 0-9 5330331332333334335336337338339340341KP (km )34234 334 4345346347348As -L a i d0.08M a x i m u m L o n g i tu d i n a lTo ta l S tr a i n ( % )348Op e ra ti n g C o n d i ti o n sPipeline Curvatures6000-7 0349H yd ro te s t350351352Op e ra ti n g C o n d i ti o n sLongitudinal Strains / Stresses0.060.040.020-0.023 3033 133 233 333 433 533 633 733 833 934 0150034 1KP (km )3 423 433 443 453 463 47348349350351352Lateral and Vertical Bending Moments10005000-5 0 0-1 0 0 0330L o c a l B u c k l i n g U n i ty C h e cL a te ra l Be n d i n g Mo me n t (kN341KP (km )8000All the relevant pipeparameters are plotted as afunction of the KP3313323333343353363373383393401341KP (km )3423 43344345346347348349350351352Lateral Buckling Unity Check (DNV-OS-F101)0.80.60.40.203 3033133 2333saipem3343353363373 383393 403 41KP (km )34234 33443453463473483 493503 513 52Deepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 201450
DESIGN FOR OPERATION – IMPACT FROM HUMAN ACTIVITYPipeline Structural Integrity against Ship Traffic Related Threats Anchor HookingDetailed ABAQUS FEM analyses to:- Investigate the puncture resistance of the pipeshell due to the impact- Quantify the pipe shell behavior due to theinteraction with a dragged anchor duringhooking- Quantify the global-local behavior of the pipebeam hooked by large dragged anchorsNORD STREAM PROJECT: Dragged Anchor AnalysisLONGITUDINAL STRAIN VS. ANCHOR FORCE RELATIONSHIPFINLAND OD 1.21482m WT 30.9mm8.0%LC5 FREE FEED-IN Pi 19.5MPa - EF -7.000kN - 0.25/0.30LC6 FREE FEED-IN Pi 19.5MPa - EF -7.000kN - 0.50/0.906.0%MAXIMUM & MINIMUM LONGITUDINAL STRAINLC7 10000 m Pi 19.5MPa - EF -7.000kN - -2.0%saipem-4.0%ANCHOR FORCE (kN)Deepwater Pipelines Design for Installation and Operation – Pavia, November 21st, 2014528000
CHALLENGES BY DISCIPLINE SEABEDMECHANICSMECHANICALDESIGNDESIGN FOR EMENTMATERIALS &WELDINGDESIGN FOROPERATIONFL
as per Tab. 5-5 of DNV RP F101 m Material Resistance Factor as per Tab. 5-4 of DNV RP F101 According to DNV OS F101 Sect. 3 B305, the incidental over design pressure ratio, inc, can be set to 1.05, which is the minimum allowed ratio, provided that the requirements to
Matita Tutorial ANDREA ASPERTI DISI: Dipartimento di Informatica, Universit a degli Studi di Bologna and . DISI: Dipartimento di Informatica, Universit a degli Studi di Bologna This tutorial provides a pragmatic introduction to the main functionalities of the Matita interac-tive theorem prover, o ering a guided tour through a set of not so .
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Marion Fanny Harris b: Coimbatore, India d: 26 July 1946 m: 4 November 1891 Eleanor Maud Gurney b: 1871 d: 1916 David Sutherland Michell b: 22 July 1865 Cohinoor, Madras, India d: 14 May 1957 Kamloops, British Columbia, Canada Charlotte Griffiths Hunter b: 1857 d: 1946 m: 6 August 1917 Winnipeg, Canada Dorothy Mary Michell b: 1892 Cont. p. 10 Humphrey George Berkeley Michell b: 1 October 1894 .
