API4FDesignStudy:ASD89toLRFD05

MikeEffenberger,P.ESathishRamamoorthy,Ph.D.,P.E.June,2012;PN1101213

Preliminary subject to QA check

DocumentNo.SES1101213PPT001,Rev.0a

2

Post Presentation Note

This presentation was presented at the API Conference in Denver in the summer of 2012. After the presentation at the conference it was discovered that the SAP2000 conversion program had errors that were random in the converted SAP2000 file the models presented and for other rig models. The errors were in the element numbering system and load commands of the model. Due to these facts the comparison results might have errors and would provide results that could result in incorrect conclusions. Therefore numerical results have been removed.

3

SAP2000 Conversion Issues

For one of the models a element numbering issue was discovered. StruCAD uses the two joint numbers for the primary numbering system of the members. SAP2000 uses element numbers for the members. One model had multiple members with the same joints. This issue cause an error in the SAP2000 conversion.

For one of the load commands, an error in reading the format was discovered.

4

Contents

API4FWork Background Objectives DesignStudyMethodology ModelDetails AISC05AnalysisSpecifications Rig1DesignStudyResults DetailedDesignResults

Rig3DesignStudyResults DetailedDesignResults

5

API4F

APIFundedStudy CheckEffectofLoadFactorsforDrillingStructures Paper CodeConversionIssuesGoingFromASDtoLRFD DraftProvided

CommentsDueJune24 FirstStudyMeeting 2222012

API4FWorkGroup MarkTrevithick(T&TEngineering) Chair AnthonyMannering(PrecisionDrilling) MarcusMcCoo(NOV) PaulLandis(LeeCMoore)

FirstLoadFactors ASCE7 ModelsReceived(last):03/05/2012 FinishWorkDate:11/05/2012

6

API4FDesignStudyStatus6132012

Paper Issued as Draft (Close 6-24-2012) Issue to API End of June Rig 1 Boot-Strap Mast Complete (Pending Review)

ASD-89 (StruCAD & SAP) ASD-05 1st Order & ASD-05- P-Delta LRFD-05

Rig 3 Derrick ASD-89 & LRFD-05

Rig 2 Mast & Substructure In progress Duplicate Plate Element Issues (Removed)

Rig 4 Dual Derrick Duplicate Element Issue (Merging Elements) Rig 5 Workover Staad Model Transfer Issues (Working with

Designer)

7

Background

API4F,SpecificationforDrillingandWellServicingStructures statesrequirementsandgivesrecommendationsforsuitablesteel

structuresfordrillingandwellservicingoperations API4Fspecifiesthesteelstructurestobedesignedinaccordancewith

AllowableStressDesign/Elasticdesign perAISC33589

API4FcommitteeisinterestedingoingfromtheAllowableStressDesigntothelateststrengthdesignAllowableStrengthDesign(ASD)/LoadandResistanceFactorDesign(LRFD)provisioninAISC36005specification.

LatestAISCspecificationisAISC36010.The2010editionsupersedesandisanupdateofthe2005edition.The2010editionisyettobesupportedbyComputerPrograms.

8

Background

IntheLRFDdesignmethodology,designresultsareaffectedbytheloadfactorsselectedfortheindividualloads(selfweight,hookload,andenvironmentalloads) Forbuildingdesign,loadfactorsandloadcombinationsare

specifiedinASCE7,MinimumDesignLoadsforBuildingsandOtherStructures

Theloadfactorsaregenerallyestimatedusingthestatisticaldatafortheindividualloadsandreliabilityconcepts StatisticaldataforHookloadisnotreadilyavailable.Therefore,

theloadfactorsgiveninASCE705willbeusedforthedesignstudy(firstcaseevaluation)

9

Objectives

Paperdocumentingtheexperienceofothercodes/specificationwhilechangingfromASDtoLRFDmethodology

Performdesignstudyonsixstructures(workover,mast,derrick&substructure)designedusingtheASDandLRFDdesignprovisions.

Hookloadwillbeconsideredasliveloadwithaloadfactorof1.6(ASCE7,FirstCaseEvaluation) DecidedbytheAPI4Fworkgroupon02/22/2012

10

Methodology

DesignperformedusingtheAllowableStressDesign/ElasticDesignprovisionsinAISC33589willbethebasecase.

ThestructureswillbeevaluatedaccordingtoAISC33589ASDandLRFDdesignprovisionsperAISC36005specification

ThedesignresultsbetweentheElasticdesignandStrengthDesignwillbecomparedforevaluation

11

DerrickandMastModelsProvidedtoSESforDesignStudy

ModelName Type

HookLoad(kip)

NoofLines

SetBack(kip)

Height(ft)

ReferenceWindSpeed(knots)

ElevationfromWater

Line(ft)Operating Unexpected Expected

Rig1 Mast 441 10 xxx 92 42 70 93 102.5

Rig2 Mast&Substructure 750 12 500 160 32 71.7 95.6 Land Rig

Rig3 SingleDerrick 1500 14 xxx 195 50 100 115 70

Rig4 DualDerrick25001500(Aux)

1614

(Aux)1750 242 65.1 xxx 100 83.7

Rig5** WorkoverMast 250 6 xxx 104 25 60 75 LandRig

Notes:AnalyticalmodelsforRig1toRig4weredevelopedinStruCADForRig5,AnalyticalmodelwasdevelopedinSTAAD

12

Rig1441kipHookLoadMast

13

Rig2750kipHookLoadMast&Substructure

Y

Z

X

Z

X Y

14

Rig31500kipHookLoadSingleDerrick

X

Z

Y

Z

X Y

15

Rig42500 kipHookLoadDualDerrick

16

Rig5250kipHookLoadWorkoverMast

17

SoftwareDetails

SAP2000Ultimate15.1.0fromComputersandStructures,Inc(CSI)wasusedforthedesignstudy.

SAPisaintegratedsoftwareforstructuralanalysisanddesign P withlargedisplacements Bucklinganalysis DesignCodes

ASD89 ASD05 LRFD05 LRFD10(Laterin2012)

18

StruCADtoSAP2000Conversion

StruCADmodelswereimportedinSAP.TheimportedmodelswerecomparedwiththeStruCADmodels.

Ingeneral,mostofthemodelfeaturesareimportedwithoutanyissues.However,therearefewStruCADcommands/featuresthatarenotimportedinSAP.Thesearemanuallyeditedintheimportedmodel.

SAPtechnicalsupportanddevelopmentteamwerenotifiedabouttheimportissues.

19

StruCADtoSAP2000ConversionOutstandingissues

EffectiveLengthFactorsnotimported Effectivelengthspecified/usedintheStruCADmodelisenteredasDesignOverwritesinSAPmodel

WindLoads/AreaCardsarenotimported WindloadsareconvertedtoMemberandJointLoadsinStruCADandimportedinSAP

AccelerationLoads DiscrepancyinthebasereactionsfortheaccelerationloadsintheStruCADandSAPmodels.Therefore,theaccelerationloadsareconvertedtoMember/jointloadsinStruCADandthenimportedinSAP

20

StruCADtoSAP2000ConversionDesignissues

Cmfactor DifferenceincalculatingtheCmfactorbetweenStruCADandSAP

BraceSpacing StruCADhasoptiontoinputtothebracespacingforestimatingtheeffectivelength.SAPdoesnothaveanequivalentparametertomodify

21

DesignBasis

AISC1989Specification AllowableStressDesign(ASD89)

AISC2005Specification LoadandResistanceFactorDesign(LRFD05)

22

DesignBasisAllowableStressDesign89

TheimportedmodelswereruninSAPandcomparedwiththeStruCADresults Ingeneral,thememberforcesarecomparabletotheStruCADmemberforces.Forsomemembers,thereisasmalldiscrepancyintheminorandmajoraxismoments.

AllowableStressDesign(ASD89) Staticlinearanalysis With1/3rd increaseinallowablestressforexpectedand

unexpectedloadcase

23

DesignBasisAllowableStrengthDesign05

ForRig1Only AllowableStrengthDesign(ASD05)

Effectivelengthmethod Secondorderanalysismethod(includesp andp) Without1/3rd increaseinallowableforwindloadcombinations API4Floadcombinations

Case DesignLoading DeadLoad HookLoad RotaryLoad SetbackLoad EnvironmentalLoadsCondition (%) (%) (%) (%) (%)

1a Operating 100 100 0 100 1001b Operating 100 TE*100% 100 100 1002 Expected 100 TE*100% 100 0 1003a Unexpected 100 TE*100% 100 100 1003b* Unexpected 100 4 Erection 100 100 0 0 1005 Transportation 100 100 0 100 100

Note:Loadcombination3bisforEarthquakeloadsandwasnotincludedinthisstudy

24

DesignBasisLoadandResistanceFactorDesign05

LoadandResistanceFactorDesign(LRFD05) Effectivelengthmethod Generalsecondorderanalysismethod(includesp andp) Without1/3rd increaseinallowableforwindloadcombinations Hookloadisconsideredasliveloadwith1.6loadfactorsimilarto

ASCE705liveloads

Case DesignLoading DeadLoad HookLoad RotaryLoad SetbackLoad EnvironmentalLoadsCondition (%) (%) (%) (%) (%)

1a Operating 120 160 0 160 1001b Operating 120 TE*160% 120 120 1002 Expected 120 TE*100% 100 0 1603a Unexpected 120 TE*100% 100 100 1603b Unexpected 120 4 Erection 120 160 0 0 1005 Transportation 120 160 0 160 100

Note:Otherloadsshouldbeclassified(forexloadsinRig3Model

25

ComparisonofAnalysisMethodsAISC05Specification

DirectAnalysisMethod

EffectiveLengthMethod

FirstOrder AnalysisMethod

SpecificationReference Appendix7 SectionC.2.2a SectionC.2.2b

Limitson Applicability No Yes Yes

Typeofanalysis SecondOrder SecondOrder FirstOrder

Member stiffness ReducedEIandEA NominalEIandEA NominalEIandEA

Notionallateralload Yes Yes Yes

Columneffectivelength K=1 Sidesway bucklinganalysis

K=1

Note:InAISC10specification,DirectAnalysisismovedtoSectionC.EffectivelengthandFirsOrderAnalysisMethodsaremovedtoAppendix7

26

ComparisonofAnalysisMethods

DirectAnalysisMethod

EffectiveLengthMethod

FirstOrder AnalysisMethod

SpecificationReference Appendix7 SectionC.2.2a SectionC.2.2b

Limitson Applicability No Yes Yes

Typeofanalysis SecondOrder SecondOrder FirstOrder

Member stiffness ReducedEIandEA NominalEIandEA NominalEIandEA

Notionallateralload Yes Yes Yes

Columneffectivelength K=1 Sidesway bucklinganalysis

K=1

Notconsideredinthisstudy

27

EffectiveLengthMethodDetails

EffectiveLengthMethod

AmplifiedFirstOrder

LinearLoadcombinationNoPDeltaK=1ForceeffectsareamplifiedbyB1andB2factortoaccountforPDelta**

GeneralSecondOrder

NonlinearloadcombinationPdeltaEffectivelengthfromStruCADmodel(sideswaybucklinganalysiswasnotperformed)Notionallateralloadforgravityloadcombinationsisnotincluded

**B1andB2factorsaccountfortheP andP.ForthecurrentAPI4Fstudy,tostudytheeffectofchangesinthespecificationformemberstrength,theB1andB2factorof1.0wasused.ComparisonofdesignresultsbetweentheASD05(Firstorder)andASD89willshowtheeffectofchangesinspecifications.

28

Rig1DesignStudyResults(BootStrapMast)

TotalnumberofMembers 347(excluding16dummymembers)

SAPclassifiesthemembers Beams(allelementsparalleltotheXYplane)

184

Brace(allelementsnotclassifiedasbeamsorcolumns) 85

Column(allelementsparalleltotheZaxis) 78

29

Rig1441kipHookLoadMast

Rig1 Rig1Beams184

Rig1Braces85

Rig1Columns78

30

Rig1 DesignStudyResults441kipHookLoadMast

AllowableStressDesign(ASD89)StruCAD

AllowableStressDesign(ASD89)

SAP

AllowableStressDesign(ASD89)

SAP

AllowableStrengthDesign(ASD05)AmplifiedFirstOrderMethod**

AllowableStrengthDesign

(ASD05)

LoadandResistance

FactorDesign(LRFD05)(ASCE7)

Memberswithunityratio>1.0

Typeofanalysis

FirstOrder FirstOrder FistOrder FirstOrder SecondOrder(P andP)SecondOrder(P andP)

1/3rdAllowableStressIncrease

Yes Yes No No No No

Note:**Theamplifiedfirstordermethodismodified(B1,B2=1)tocomparethedifferenceindesignresultsbetweenASD89andASD05

specifications

31

Rig1DesignStudyResultsUnityCheckStatistics

BeamASD89 LRFD05 %change

NoofmemberswithUC>1MaximumUCAverageUC

BraceASD89 LRFD05 %change

ColumnASD89 LRFD05 %change

Notes1.SAPASD89resultsarewith1/3rd increaseinAllowableStressforExpectedandUnexpectedStorm2.LRFD05resultsarewithout1/3rd increase.LoadfactorforHookLoadis1.63.Evenwithoutthe1/3rd stressincreaseforLRFD05,thereisnosignificantincreaseinnumberofmembersexceedingtheunitycheckratio4.ThesignificantchangeinUCforbeammemberfromASD89toLRFD05isduetothedifferenceintheinteractionequationfordoublysymmetricmembersinLRFDspecification5.DetailedresultsforthehighestUCmembersforbeam,braceandcolumnareprovidedindetailedresultssection

SAPModels ASD89andLRFD05

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Rig1 DesignStudyResultsASD89StruCADandSAP

ASD89StruCADModelmemberswithUR>1.

With1/3rd StressIncreaseforExpectedandUnexpectedStorm

With1/3rd StressIncreaseforExpectedandUnexpectedStorm

StruCADmodelImportintoSAP2000Designwith

AISC89specificationwith

1/3rd StressIncrease

ASD89SAPmodelmemberswithUR>1.

MemberNo LoadComb UnityRatio MemberNo LoadComb UnityRatioColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnBraceBraceBeamBeamBeamBeam

33

Rig1 DesignStudyResultsASD89SAP

ASD89SAPModelmemberswithUR>1.

With1/3rd StressIncreaseforExpectedandUnexpectedStorm

Without1/3rd StressIncreaseforExpectedandUnexpectedStorm

AISC89specificationDesignresultswithoutthe

1/3rd StressIncrease

ASD89SAPmodelmemberswithUR>1.

MemberNo LoadComb UnityRatio MemberNo LoadComb UnityRatioBraceBraceColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnBraceBraceBeamBeamBeamBeam

34

Rig1 DesignStudyResultsASD89andASD05FirstOrder

ASD89SAPmemberswithUR>1.

ASD05SAPAmplifiedFirstOrdermemberswithUR>1.

Without1/3rd StressIncreaseforExpectedandUnexpectedStorm

Without1/3rd StressIncreaseforExpectedandUnexpectedStorm

TransitionfromAISC89specificationtoAISC05specification

MemberNo LoadComb UnityRatioBraceBraceColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnBraceBraceBeamBeamBeamBeam

MemberNo LoadComb UnityRatio

35

Rig1 DesignStudyResultsASD89andASD05FirstOrder

ASD89SAPmemberswithUR>1.

ASD05SAPAmplifiedFirstOrdermemberswithUR>1.

With1/3rd StressIncreaseforExpectedandUnexpectedStorm

Without1/3rd StressIncreaseforExpectedandUnexpectedStorm

TransitionfromAISC89specificationtoAISC05specification

MemberNo LoadComb UnityRatio MemberNo LoadComb UnityRatioBraceBraceColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnBraceBraceBeamBeamBeamBeam

36

Rig1 DesignStudyResultsSAPModels:ASD89,ASD05FirstorderandASD05

ASD89memberswithUR>1.0

ASD05AmplifiedFirstOrdermemberswithUR>1.0

ASD05memberswithUR>1.0

Without1/3rd StressIncreaseforExpectedandUnexpectedStorm

Without1/3rd StressIncreaseforExpectedandUnexpectedStorm

MemberNo LoadComb UnityRatioBraceBraceColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnBraceBraceBeamBeamBeamBeam

MemberNo LoadComb UnityRatio MemberNo LoadComb UnityRatio

37

Rig1 DesignStudyResultsSAPModels:ASD89,ASD05andLRFD05

ASD89memberswithUR>1.0

ASD05memberswithUR>1.0

LRFD05memberswithUR>1.0

Without1/3rd StressIncreaseforExpectedandUnexpectedStorm

Without1/3rd StressIncreaseforExpectedandUnexpectedStorm

MemberNo LoadComb UnityRatio MemberNo LoadComb UnityRatio MemberNo LoadComb UnityRatioBraceBraceColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnBraceBraceBeamBeamBeamBeamBeamBeamBeam

38

Rig1 DesignStudyResultsSAPModels:ASD89,ASD05andLRFD05

ASD89memberswithUR>1.0

ASD05memberswithUR>1.0

LRFD05memberswithUR>1.0

With1/3rd StressIncreaseforExpectedandUnexpectedStorm

Without1/3rd StressIncreaseforExpectedandUnexpectedStorm

MemberNo LoadComb UnityRatio MemberNo LoadComb UnityRatioBraceBraceColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnColumnBraceBraceBeamBeamBeamBeamBeamBeamBeam

MemberNo LoadComb UnityRatio

39

Rig1DetailedDesignResultsforSelected

Members

40

Rig1DetailedDesignResultsforSelectedMembers Beam Brace Column

41

Rig1DetailedDesignResultsMembers

Rig1BeamsMember#313

Rig1BraceMember#285

Rig1ColumnMember#274

42

Rig1DetailedDesignResultsforSelectedMembers Beam Brace Column

43

Rig1BeamMember313LoadsandDesignCalculations

Design Combo Location Pr MrMajor MrMinor VrMajor VrMinor Tr Equation TotalRatio PRatio MMajRatio MMinRatioOption Text in Kip Kipin Kipin Kip Kip Kipin Text Unitless Unitless Unitless Unitless

ASD89* 27ASD89 SCAD27ASD05** SCAD27ASD05 SCAD27LRFD05 SCAD27

*StruCADresults**FirstOrderResults(noP)ASD05andLRFD05resultsarewithoutthe1/3rd increaseinallowablestress

Member313JointA:172JointB:173Section:T8D

44

MemberNo.313172 173 JointThickness 0 ActualStressesGRUP T8D Slendernesscoeff.Ky 0.9 AxialStress fa 0.432Section TS8X4X3/16 Slendernesscoeff.Kz 0.9 BendingStressTop fbyt 10.835TotalLength 7.5 EffectiveLengthLy 7.5 BendingStressBot fbyb 10.835LoadCase 27 EffectiveLengthLz 11 BendingStressLft fbzl 0.707Distance 0 BraceSpacing 7.5 BendingStressRht fbzr 0.707Segment 1 Tub.Mod./Stiff.Spacing 7.5 ShearStress fvy 0.02DesignCode SA9 ShearStress fvz 0.597

Forces&Moments Tors.ShearStress fvyt 1.216Amod 1.333 AxialForce Fx 1.844 Tors.ShearStress fvzt 1.216Cmy C ShearForce Fy 0.03 CombinedShearStress fv 1.814Cmz C ShearForce Fz 1.792 WarpingNormalStress Fbztr 0Cb B TorsionalMoment Mx 13.587 CombinedStress fcomb 11.974YieldStrength 46 BendingMoment My 95.618 0SkipLocalBucklingChecks BendingMoment Mz 4.244BasicPropertiesSectionType BOX GoverningEquations AllowableStresses UnityRatiosAxialArea 4.27 CriticalBuckling(API) Fxcr EulerStress F'ey 251.65Tors.Constant J 29.1 TensionAllowable Fat (SECD1) EulerStress F'ez 39.808Max.UnbracedLength Lc 7.473 CompressionAllowable Fac (E21) CriticalBuckling(API) Fxcr 0Max.UnbracedLength Lu 0 BendingTensionAllow. Fbyt (F33) TensionAllowable Fat 36.791Sect.ModulusTop Syt 8.825 BendingCompressionAllow Fbyc (F33) CompressionAllowable Fac 26.167 AxialComponent Ua 0.017Sect.ModulusBot Syb 8.825 BendingTensionAllow. Fbzt (F33) BendingTensionAllow. Fbyt 36.791 BendingComponent Uby 0.294Sect.ModulusLft Szl 6 BendingCompressionAllow Fbzc (F33) BendingCompressionAllow Fbyc 36.791 BendingComponent Ubz 0.019Sect.ModulusRht Szr 6 ShearAllowable Fvay (F41) BendingTensionAllow. Fbzt 36.791 ShearComponent Usy 0.05Slendernessratio Kl/ry 28.125 ShearAllowable Fvaz (F41) BendingCompres.Allow Fbzc 36.791 ShearComponent Usz 0.074Slendernessratio Kl/rz 70.714 CombinedUnityRatio Uc (H13) ShearAllowable Fvay 24.527 CombinedUnityRatio Uc 0.33Col.SlendernessRatio Cc 111.554 ShearAllowable Fvaz 24.527 CriticalUnityRatio Uc 0.33InteractionCoefficient Cmy 0.325InteractionCoefficient Cmz 0.236BendingCoefficient Cb 2.3

Rig1ASD89StruCADBeamMember313,U.CRatio=0.33

45

Rig1ASD89SAPBeamMember313,U.CRatio=

46

Rig1LRFD05SAPBeamMember313,U.CRatio=

47

Rig1DetailedDesignResultsforSelectedMembers Beam Brace Column

48

Rig1BraceMember285LoadsandDesignCalculations

Design Combo Location Pr MrMajor MrMinor VrMajor VrMinor Tr Equation TotalRatio PRatio MMajRatio MMinRatioOption Text in Kip Kipin Kipin Kip Kip Kipin Text Unitless Unitless Unitless Unitless

ASD89* 42ASD89 SCAD42ASD05** SCAD42ASD05 SCAD42LRFD05 SCAD42

*StruCADresults**FirstOrderResults(noP)ASD05andLRFD05resultsarewithoutthe1/3rd increaseinallowablestress

Member285JointA:3JointB:246Section:T8A

49

Rig1ASD89StruCADBraceMember285,U.CRatio=0.719

MemberNo.2853 246 JointThickness 1 ActualStressesGRUP T8A Slendernesscoeff.Ky 1 AxialStress fa 10.72Section TS8X8X3/8 Slendernesscoeff.Kz 1 BendingStressTop fbyt 1.026TotalLength 31.545 EffectiveLengthLy 27 BendingStressBot fbyb 1.026

LoadCase 42 EffectiveLengthLz 27 BendingStressLft fbzl 1.949Distance 15.7723 BraceSpacing 31.545 BendingStressRht fbzr 1.949Segment 1 Tub.Mod./Stiff.Spacing 31.545 ShearStress fvy 0.001DesignCode SA9 ShearStress fvz 0

Forces&Moments Tors.ShearStress fvyt 0Amod 1.333 AxialForce Fx 118.991 Tors.ShearStress fvzt 0Cmy C ShearForce Fy 0.003 CombinedShearStress fv 0.001Cmz C ShearForce Fz 0.003 WarpingNormalStress Fbztr 0Cb B TorsionalMoment Mx 0 CombinedStress fcomb 13.695YieldStrength 46 BendingMoment My 27.187 0SkipLocalBucklingChecks BendingMoment Mz 51.65BasicPropertiesSectionType BOX GoverningEquations AllowableStresses UnityRatiosAxialArea 11.1 CriticalBuckling(API) Fxcr EulerStress F'ey 18.105Tors.Constant J 170 TensionAllowable Fat (SECD1) EulerStress F'ez 18.105Max.UnbracedLength Lc 14.946 CompressionAllowable Fac (E21) CriticalBuckling(API) Fxcr 0Max.UnbracedLength Lu 0 BendingTensionAllow. Fbyt (F33) TensionAllowable Fat 36.791Sect.ModulusTop Syt 26.5 BendingCompressionAllow Fbyc (F33) CompressionAllowable Fac 17.872 AxialComponent Ua 0.6Sect.ModulusBot Syb 26.5 BendingTensionAllow. Fbzt (F33) BendingTensionAllow. Fbyt 36.791 BendingComponent Uby 0.041Sect.ModulusLft Szl 26.5 BendingCompressionAllow Fbzc (F33) BendingCompressionAllow Fbyc 36.791 BendingComponent Ubz 0.078Sect.ModulusRht Szr 26.5 ShearAllowable Fvay (F41) BendingTensionAllow. Fbzt 36.791 ShearComponent Usy 0Slendernessratio Kl/ry 104.854 ShearAllowable Fvaz (F41) BendingCompres.Allow Fbzc 36.791 ShearComponent Usz 0Slendernessratio Kl/rz 104.854 CombinedUnityRatio Uc (H11) ShearAllowable Fvay 24.527 CombinedUnityRatio Uc 0.719Col.SlendernessRatio Cc 111.554 ShearAllowable Fvaz 24.527 CriticalUnityRatio Uc 0.719InteractionCoefficient Cmy 0.6InteractionCoefficient Cmz 0.6BendingCoefficient Cb 1.75

50

Rig1ASD89SAPBraceMember285,U.CRatio=

51

Rig1LRFD05SAPBraceMember285,U.CRatio=

52

Rig1DetailedDesignResultsforSelectedMembers Beam Brace Column

53

Rig1ColumnMember274LoadsandDesignCalculations

Design Combo Location Pr MrMajor MrMinor VrMajor VrMinor Tr Equation TotalRatio PRatio MMajRatio MMinRatioOption Text in Kip Kipin Kipin Kip Kip Kipin Text Unitless Unitless Unitless Unitless

ASD89* 18ASD89 SCAD18ASD05** SCAD18ASD05 SCAD18LRFD05 SCAD18

*StruCADresults**FirstOrderResults(noP)ASD05andLRFD05resultsarewithoutthe1/3rd increaseinallowablestress

Member274JointA:124JointB:128Section:T6U

54

Rig1ASD89StruCADColumnMember274,U.CRatio=1.016

MemberNo.274124 128 JointThickness 0 ActualStressesGRUP T6U Slendernesscoeff.Ky 1 AxialStress fa 23.491Section TS6X6X3/8 Slendernesscoeff.Kz 0.9 BendingStressTop fbyt 1.389TotalLength 7.443 EffectiveLengthLy 9.1 BendingStressBot fbyb 1.389LoadCase 18 EffectiveLengthLz 7 BendingStressLft fbzl 2.958Distance 0 BraceSpacing 7.443 BendingStressRht fbzr 2.958Segment 1 Tub.Mod./Stiff.Spacing 7.443 ShearStress fvy 0.21DesignCode SA9 ShearStress fvz 0.059

Forces&Moments Tors.ShearStress fvyt 0.552Amod 1 AxialForce Fx 189.804 Tors.ShearStress fvzt 0.552Cmy C ShearForce Fy 0.945 CombinedShearStress fv 0.762Cmz C ShearForce Fz 0.268 WarpingNormalStress Fbztr 0Cb B TorsionalMoment Mx 13.102 CombinedStress fcomb 27.838YieldStrength 50 BendingMoment My 19.262 0SkipLocalBucklingChecks BendingMoment Mz 41.019BasicPropertiesSectionType BOX GoverningEquations AllowableStresses UnityRatiosAxialArea 8.08 CriticalBuckling(API) Fxcr EulerStress F'ey 64.529Tors.Constant J 68.5 TensionAllowable Fat (SECD1) EulerStress F'ez 134.635Max.UnbracedLength Lc 9.75 CompressionAllowable Fac (E21) CriticalBuckling(API) Fxcr 0Max.UnbracedLength Lu 0 BendingTensionAllow. Fbyt (F31) TensionAllowable Fat 30Sect.ModulusTop Syt 13.867 BendingCompressionAllow Fbyc (F31) CompressionAllowable Fac 24.643 AxialComponent Ua 0.953Sect.ModulusBot Syb 13.867 BendingTensionAllow. Fbzt (F31) BendingTensionAllow. Fbyt 33 BendingComponent Uby 0.036Sect.ModulusLft Szl 13.867 BendingCompressionAllow Fbzc (F31) BendingCompressionAllow Fbyc 33 BendingComponent Ubz 0.026Sect.ModulusRht Szr 13.867 ShearAllowable Fvay (F41) BendingTensionAllow. Fbzt 33 ShearComponent Usy 0.038Slendernessratio Kl/ry 48.106 ShearAllowable Fvaz (F41) BendingCompres.Allow Fbzc 33 ShearComponent Usz 0.031Slendernessratio Kl/rz 33.304 CombinedUnityRatio Uc (H11) ShearAllowable Fvay 20 CombinedUnityRatioUc 1.016Col.SlendernessRatio Cc 106.999 ShearAllowable Fvaz 20 CriticalUnityRatio Uc 1.016InteractionCoefficient Cmy 0.548InteractionCoefficient Cmz 0.24BendingCoefficient Cb 1.892

55

Rig1ASD89SAPColumnMember274,U.CRatio=

56

Rig1LRFD05SAPColumnMember274,U.CRatio=

57

Rig3DesignStudyResults(Derrick)

TotalnumberofMembers 1420(excluding125dummymembers)

SAPclassifiesthemembers Beams(allelementsparalleltotheXYplane)

949

Brace(allelementsnotclassifiedasbeamsorcolumns) 231

Column(allelementsparalleltotheZaxis) 246

58

Rig31500kipHookLoadSingleDerrick

Rig3Rig3Beams949

Rig3Braces231

Rig3Columns246

59

Rig3DesignStudyResultsUnityCheckStatistics

BeamASD89 LRFD05 %change

NoofmemberswithUC>1MaximumUCAverageUC

BraceASD89 LRFD05 %change

ColumnASD89 LRFD05 %change

Notes1. ASD89resultsarewith1/3rd increaseinAllowablestressforExpectedandUnexpectedStorm2. LRFD05resultsarewithout1/3rd increase.LoadfactorforHookLoadis1.63. ForLRFD05,withoutthe1/3rd stressincreaseforLRFD05,thereisanincreaseinnumberof

columnmembersexceedingtheunitycheckratio4. DetaileddesigncalculationsforthehighestUCmembersforbeam,braceandcolumnare

providedindetailedresultssection

SAPModels ASD89andLRFD05

60

Rig3 DesignStudyResultsSAPModels:ASD89andLRFD05

ASD89members

withUR>1.0

LRFD05members

withUR>1.0

With1/3rd StressIncreasefor

ExpectedandUnexpectedStorm

Without1/3rd StressIncreaseforExpectedandUnexpectedStorm

MemberNo LoadComb UnityRatio MemberNo LoadComb UnityRatio

61

Rig3DetailedDesignResultsforSelected

Members

62

Rig3DetailedDesignResultsforSelectedMembers Beam Brace Column

63

Rig3DetailedDesignResultsMembers

Rig3BeamsMember#796

Rig3BraceMember#87

Rig3ColumnMember#15

64

Rig3DetailedDesignResultsforSelectedMembers Beam Brace Column

65

Rig3BeamMember796LoadsandDesignCalculations

Design Combo Location Pr MrMajor MrMinor VrMajor VrMinor Tr Equation TotalRatio PRatio MMajRatio MMinRatioOption Text in Kip Kipin Kipin Kip Kip Kipin Text Unitless Unitless Unitless Unitless

ASD89*ASD89LRFD05

*StruCADresults**FirstOrderResults(noP)LRFD05resultsarewithoutthe1/3rd increaseinallowablestress

Member796JointA:135JointB:92Section:GS2

66

Rig3ASD89StruCADBeamMember796,U.CRatio=0.777

MemberNo.796135 92 JointThickness 0 ActualStressesGRUP GS2 Slendernesscoeff.Ky 1 AxialStress fa 7.56SectionW14X30 Slendernesscoeff.Kz 1 BendingStressTop fbyt 3.055TotalLength 14.08 EffectiveLengthLy 28.156 BendingStressBot fbyb 3.055

LoadCase 64 EffectiveLengthLz 14.078 BendingStressLft fbzl 2.508Distance 14.078 BraceSpacing 14.078 BendingStressRht fbzr 2.508Segment 1 Tub.Mod./Stiff.Spacing 14.078 ShearStress fvy 0.007DesignCode SA9 ShearStress fvz 0.251

Forces&Moments Tors.ShearStress fvyt 0Amod 1 AxialForce Fx 66.906 Tors.ShearStress fvzt 0Cmy C ShearForce Fy 0.023 CombinedShearStress fv 0.251Cmz C ShearForce Fz 0.938 WarpingNormalStress Fbztr 0.003Cb B TorsionalMoment Mx 0.002 CombinedStress fcomb 13.126YieldStrength 50 BendingMoment My 128.458 0SkipLocalBucklingChecks BendingMoment Mz 14.609BasicPropertiesSectionType WF GoverningEquations AllowableStresses UnityRatiosAxialArea 8.85 CriticalBuckling(API) Fxcr EulerStress F'ey 42.949Tors.Constant J 0.38 TensionAllowable Fat (SECD1) EulerStress F'ez 11.617Max.UnbracedLength Lc 6.028 CompressionAllowable Fac (E22) CriticalBuckling(API) Fxcr 0Max.UnbracedLength Lu 9.29 BendingTensionAllow. Fbyt (F15) TensionAllowable Fat 30Sect.ModulusTop Syt 42.052 BendingCompressionAllow Fbyc (F16) CompressionAllowable Fac 11.617 AxialComponent Ua 0.651Sect.ModulusBot Syb 42.052 BendingTensionAllow. Fbzt (F21) BendingTensionAllow. Fbyt 30 BendingComponent Uby 0.07Sect.ModulusLft Szl 5.825 BendingCompressionAllow Fbzc (F21) BendingCompressionAllow Fbyc 26.756 BendingComponent Ubz 0.056Sect.ModulusRht Szr 5.825 ShearAllowable Fvay (F41) BendingTensionAllow. Fbzt 37.5 ShearComponent Usy 0Slendernessratio Kl/ry 58.965 ShearAllowable Fvaz (F41) BendingCompres.Allow Fbzc 37.5 ShearComponent Usz 0.013Slendernessratio Kl/rz 113.38 CombinedUnityRatio Uc (H11) ShearAllowable Fvay 20 CombinedUnityRatio Uc 0.777Col.SlendernessRatio Cc 106.999 ShearAllowable Fvaz 20 CriticalUnityRatio Uc 0.777InteractionCoefficient Cmy 0.506InteractionCoefficient Cmz 0.294BendingCoefficient Cb 2.012

67

Rig3ASD89SAPBeamMember796,U.CRatio=

68

Rig1LRFD05SAPBeamMember796,U.CRatio=

69

Rig3DetailedDesignResultsforSelectedMembers Beam Brace Column

70

Rig3BraceMember87LoadsandDesignCalculations

Design Combo Location Pr MrMajor MrMinor VrMajor VrMinor Tr Equation TotalRatio PRatio MMajRatio MMinRatioOption Text in Kip Kipin Kipin Kip Kip Kipin Text Unitless Unitless Unitless Unitless

ASD89* 90ASD89 SCAD90LRFD05 SCAD90

*StruCADresults**FirstOrderResults(noP)LRFD05resultsarewithoutthe1/3rd increaseinallowablestress

Member87JointA:140JointB:68Section:B4S

71

Rig3ASD89StruCADBraceMember87,U.CRatio=0.680

MemberNo.87140 68 JointThickness 0 ActualStressesGRUP B4S Slendernesscoeff.Ky 1 AxialStress fa 9.729SectionW14X61 Slendernesscoeff.Kz 1 BendingStressTop fbyt 1.833TotalLength 23.05 EffectiveLengthLy 23.049 BendingStressBot fbyb 1.833

LoadCase 90 EffectiveLengthLz 23.049 BendingStressLft fbzl 0.718Distance 15.3659 BraceSpacing 23.049 BendingStressRht fbzr 0.718Segment 1 Tub.Mod./Stiff.Spacing 23.049 ShearStress fvy 0.011DesignCode SA9 ShearStress fvz 0.186

Forces&Moments Tors.ShearStress fvyt 0.009Amod 1.33 AxialForce Fx 174.145 Tors.ShearStress fvzt 0.005Cmy C ShearForce Fy 0.093 CombinedShearStress fv 0.191Cmz C ShearForce Fz 0.967 WarpingNormalStress Fbztr 0.005Cb B TorsionalMoment Mx 0.046 CombinedStress fcomb 12.276YieldStrength 50 BendingMoment My 168.961 0SkipLocalBucklingChecks BendingMoment Mz 15.378BasicPropertiesSectionType WF GoverningEquations AllowableStresses UnityRatiosAxialArea 17.9 CriticalBuckling(API) Fxcr EulerStress F'ey 92.842Tors.Constant J 2.2 TensionAllowable Fat (SECD1) EulerStress F'ez 15.584Max.UnbracedLength Lc 8.952 CompressionAllowable Fac (E22) CriticalBuckling(API) Fxcr 0Max.UnbracedLength Lu 15.471 BendingTensionAllow. Fbyt (F15) TensionAllowable Fat 39.9Sect.ModulusTop Syt 92.153 BendingCompressionAllow Fbyc (F16) CompressionAllowable Fac 15.584 AxialComponent Ua 0.624Sect.ModulusBot Syb 92.153 BendingTensionAllow. Fbzt (F21) BendingTensionAllow. Fbyt 39.9 BendingComponent Uby 0.03Sect.ModulusLft Szl 21.411 BendingCompressionAllow Fbzc (F21) BendingCompressionAllow Fbyc 39.9 BendingComponent Ubz 0.026Sect.ModulusRht Szr 21.411 ShearAllowable Fvay (F41) BendingTensionAllow. Fbzt 49.875 ShearComponent Usy 0.001Slendernessratio Kl/ry 46.252 ShearAllowable Fvaz (F41) BendingCompres.Allow Fbzc 49.875 ShearComponent Usz 0.007Slendernessratio Kl/rz 112.892 CombinedUnityRatio Uc (H11) ShearAllowable Fvay 26.6 CombinedUnityRatio Uc 0.68Col.SlendernessRatio Cc 106.999 ShearAllowable Fvaz 26.6 CriticalUnityRatio Uc 0.68InteractionCoefficient Cmy 0.585InteractionCoefficient Cmz 0.671BendingCoefficient Cb 1.789

72

Rig3ASD89SAPBraceMember87,U.CRatio=

73

Rig3LRFD05SAPBraceMember87,U.CRatio=

74

Rig3DetailedDesignResultsforSelectedMembers Beam Brace Column

75

Rig3ColumnMember15LoadsandDesignCalculations

Design Combo Location Pr MrMajor MrMinor VrMajor VrMinor Tr Equation TotalRatio PRatio MMajRatio MMinRatioOption Text in Kip Kipin Kipin Kip Kip Kipin Text Unitless Unitless Unitless Unitless

ASD89* 53ASD89 SCAD53LRFD05 SCAD53

*StruCADresults**FirstOrderResults(noP)LRFD05resultsarewithoutthe1/3rd increaseinallowablestress

Member15JointA:66JointB:70Section:1LG

76

Rig3ASD89StruCADColumnMember15,U.CRatio=0.942

MemberNo.1566 70 JointThickness 0 ActualStressesGRUP 1LG Slendernesscoeff.Ky 1 AxialStress fa 23.842SectionW14X120 Slendernesscoeff.Kz 1 BendingStressTop fbyt 1.433TotalLength 15 EffectiveLengthLy 15 BendingStressBot fbyb 1.433

LoadCase 53 EffectiveLengthLz 15 BendingStressLft fbzl 1.073Distance 0 BraceSpacing 15 BendingStressRht fbzr 1.073Segment 1 Tub.Mod./Stiff.Spacing 15 ShearStress fvy 0.018DesignCode SA9 ShearStress fvz 0.354

Forces&Moments Tors.ShearStress fvyt 0.002Amod 1 AxialForce Fx 841.632 Tors.ShearStress fvzt 0Cmy C ShearForce Fy 0.34 CombinedShearStress fv 0.354Cmz C ShearForce Fz 3.027 WarpingNormalStress Fbztr 0.034Cb B TorsionalMoment Mx 0.247 CombinedStress fcomb 26.314YieldStrength 55 BendingMoment My 273.164 0SkipLocalBucklingChecks BendingMoment Mz 72.421BasicPropertiesSectionType WF GoverningEquations AllowableStresses UnityRatiosAxialArea 35.3 CriticalBuckling(API) Fxcr EulerStress F'ey 179.463Tors.Constant J 9.37 TensionAllowable Fat (SECD1) EulerStress F'ez 64.469Max.Unbraced Length Lc 12.528 CompressionAllowable Fac (E21) CriticalBuckling(API) Fxcr 0Max.Unbraced Length Lu 28.859 BendingTensionAllow. Fbyt (F15) TensionAllowable Fat 33Sect.ModulusTop Syt 190.608 BendingCompressionAllow Fbyc (F18) CompressionAllowable Fac 26.704 AxialComponent Ua 0.893Sect.ModulusBot Syb 190.608 BendingTensionAllow. Fbzt (F21) BendingTensionAllow. Fbyt 33 BendingComponent Uby 0.013Sect.ModulusLft Szl 67.485 BendingCompressionAllow Fbzc (F21) BendingCompressionAllow Fbyc 33 BendingComponent Ubz 0.036Sect.ModulusRht Szr 67.485 ShearAllowable Fvay (F41) BendingTensionAllow. Fbzt 41.25 ShearComponent Usy 0.001Slendernessratio Kl/ry 28.846 ShearAllowable Fvaz (F41) BendingCompres.Allow Fbzc 41.25 ShearComponent Usz 0.016Slendernessratio Kl/rz 48.128 CombinedUnityRatio Uc (H11) ShearAllowable Fvay 22 CombinedUnityRatio Uc 0.942Col.SlendernessRatio Cc 102.019 ShearAllowable Fvaz 22 CriticalUnityRatio Uc 0.942InteractionCoefficient Cmy 0.251InteractionCoefficient Cmz 0.848BendingCoefficient Cb 2.3

77

Rig3ASD89SAPColumnMember15,U.CRatio=

78

Rig3LRFD05SAPColumnMember15,U.CRatio=

79

ContactInformationMikeEffenberger,mike.effenberger@stress.com

SathishRamamoorthy,sathish.ramamoorthy@stress.com

StressEngineeringServices13800WestfairEastDriveHouston,Texas77041

Phone:(281)9552900Fax:(281)9552638www.stress.com