API 4F Design Study: ASD 89 to LRFD 05

Transcription

1 API 4F Design Study: ASD 89 to LRFD 05 Mike Effenberger, P.E Sathish Ramamoorthy, Ph.D., P.E. June, 2012; PN Document No. SES PPT 001,Rev.0a Preliminary subject to QA check

2 Contents API 4F Work Background Objectives Design Study Methodology Model Details AISC 05 Analysis Specifications Rig 1 Design Study Results Detailed Design Results Rig 3 Design Study Results Detailed Design Results 2

3 API 4F API Funded Study Check Effect of Load Factors for Drilling Structures Paper Code Conversion Issues Going From ASD to LRFD Draft Provided Comments Due June 24 First Study Meeting API 4F Work Group Mark Trevithick (T&T Engineering) Chair Anthony Mannering (Precision Drilling) Marcus McCoo (NOV) Paul Landis (Lee C Moore) First Load Factors ASCE7 Models Received (last): 03/05/2012 Finish Work Date: 11/05/2012 3

4 API 4F Design Study Status Paper Issued as Draft (Close ) Issue to API End of June Rig 1 Boot-Strap Mast Complete (Pending Review) ASD-89 (StruCAD & SAP) ASD-05 1 st 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) 4

5 Background API 4F, Specification for Drilling and Well Servicing Structures states requirements and gives recommendations for suitable steel structures for drilling and well servicing operations API 4F specifies the steel structures to be designed in accordance with Allowable Stress Design/Elastic design per AISC API 4F committee is interested in going from the Allowable Stress Design to the latest strength design Allowable Strength Design (ASD)/Load and Resistance Factor Design (LRFD) provision in AISC specification. Latest AISC specification is AISC The 2010 edition supersedes and is an update of the 2005 edition. The 2010 edition is yet to be supported by Computer Programs. 5

6 Background In the LRFD design methodology, design results are affected by the load factors selected for the individual loads (self weight, hook load, and environmental loads) For building design, load factors and load combinations are specified in ASCE 7, Minimum Design Loads for Buildings and Other Structures The load factors are generally estimated using the statistical data for the individual loads and reliability concepts Statistical data for Hook load is not readily available. Therefore, the load factors given in ASCE 7 05 will be used for the design study (first case evaluation) 6

7 Objectives Paper documenting the experience of other codes/specification while changing from ASD to LRFD methodology Perform design study on six structures (workover, mast, derrick & substructure) designed using the ASD and LRFD design provisions. Hook load will be considered as live load with a load factor of 1.6 (ASCE 7, First Case Evaluation) Decided by the API 4F work group on 02/22/2012 7

8 Methodology Design performed using the Allowable Stress Design/Elastic Design provisions in AISC will be the base case. The structures will be evaluated according to AISC ASD and LRFD design provisions per AISC specification The design results between the Elastic design and Strength Design will be compared for evaluation 8

9 Derrick and Mast Models Provided to SES for Design Study Model Name Type Hook Load (kip) No of Lines Set Back (kip) Height (ft) Reference Wind Speed (knots) Operating Unexpected Expected Elevation from Water Line (ft) Rig 1 Mast xxx Rig 2 Mast & Substructure Land Rig Rig 3 Single Derrick xxx Rig 4 Dual Derrick (Aux) (Aux) xxx Rig 5** Workover Mast xxx Land Rig 9 Notes: Analytical models for Rig1 to Rig 4 were developed in StruCAD For Rig 5, Analytical model was developed in STAAD

10 Rig kip Hook Load Mast 10

11 Rig kip Hook Load Mast & Substructure Z X Y 11

12 Rig kip Hook Load Single Derrick Z X Y 12

13 Rig kip Hook Load Dual Derrick 13

14 Rig kip Hook Load Workover Mast 14

15 Software Details SAP2000 Ultimate from Computers and Structures, Inc (CSI) was used for the design study. SAP is a integrated software for structural analysis and design P Δ with large displacements Buckling analysis Design Codes ASD 89 ASD 05 LRFD 05 LRFD 10 (Later in 2012) 15

16 StruCAD to SAP2000 Conversion StruCAD models were imported in SAP. The imported models were compared with the StruCAD models. In general, most of the model features are imported without any issues. However, there are few StruCAD commands/features that are not imported in SAP. These are manually edited in the imported model. SAP technical support and development team were notified about the import issues. 16

17 StruCAD to SAP 2000 Conversion Outstanding issues Effective Length Factors not imported Effective length specified/used in the StruCAD model is entered as Design Overwrites in SAP model Wind Loads/Area Cards are not imported Wind loads are converted to Member and Joint Loads in StruCAD and imported in SAP Acceleration Loads Discrepancy in the base reactions for the acceleration loads in the StruCAD and SAP models. Therefore, the acceleration loads are converted to Member/joint loads in StruCAD and then imported in SAP 17

18 StruCAD to SAP 2000 Conversion Design issues Cm factor Difference in calculating the Cm factor between StruCAD and SAP Brace Spacing StruCAD has option to input to the brace spacing for estimating the effective length. SAP does not have an equivalent parameter to modify 18

19 Design Basis AISC 1989 Specification Allowable Stress Design (ASD 89) AISC 2005 Specification Load and Resistance Factor Design (LRFD 05) 19

20 Design Basis Allowable Stress Design 89 The imported models were run in SAP and compared with the StruCAD results In general, the member forces are comparable to the StruCAD member forces. For some members, there is a small discrepancy in the minor and major axis moments. Allowable Stress Design (ASD 89) Static linear analysis With 1/3 rd increase in allowable stress for expected and unexpected load case 20

21 Design Basis Allowable Strength Design 05 For Rig 1 Only Allowable Strength Design (ASD 05) Effective length method Second order analysis method (includes p Δ and p δ) Without 1/3 rd increase in allowable for wind load combinations API 4F load combinations Case Design Loading Dead Load Hook Load Rotary Load Setback Load Environmental Loads Condition (%) (%) (%) (%) (%) 1a Operating b Operating 100 TE*100% Expected 100 TE*100% a Unexpected 100 TE*100% b* Unexpected Erection Transportation Note: Load combination 3b is for Earthquake loads and was not included in this study

22 Design Basis Load and Resistance Factor Design 05 Load and Resistance Factor Design (LRFD 05) Effective length method General second order analysis method (includes p Δ and p δ) Without 1/3 rd increase in allowable for wind load combinations Hook load is considered as live load with 1.6 load factor similar to ASCE 7 05 live loads Case Design Loading Dead Load Hook Load Rotary Load Setback Load Environmental Loads Condition (%) (%) (%) (%) (%) 1a Operating b Operating 120 TE*160% Expected 120 TE*100% a Unexpected 120 TE*100% b Unexpected Erection Transportation Note: Other loads should be classified (for ex loads in Rig 3 Model

23 Comparison of Analysis Methods AISC 05 Specification Direct Analysis Method Effective Length Method First Order Analysis Method Specification Reference Appendix 7 Section C.2.2a Section C.2.2b Limits on Applicability No Yes Yes Type of analysis Second Order Second Order First Order Member stiffness Reduced EI and EA Nominal EI and EA Nominal EI and EA Notional lateral load Yes Yes Yes effective length K=1 Sidesway buckling analysis K=1 Note: In AISC 10 specification, Direct Analysis is moved to Section C. Effective length and Firs Order Analysis Methods are moved to Appendix 7 23

24 Comparison of Analysis Methods Direct Analysis Method Effective Length Method First Order Analysis Method Specification Reference Appendix 7 Section C.2.2a Section C.2.2b Limits on Applicability No Yes Yes Type of analysis Second Order Second Order First Order Member stiffness Reduced EI and EA Nominal EI and EA Nominal EI and EA Notional lateral load Yes Yes Yes effective length K=1 Sidesway buckling analysis K=1 Not considered in this study 24

25 Effective Length Method Details Effective Length Method Amplified First Order General Second Order Linear Load combination No P Delta K=1 Force effects are amplified by B1 and B2 factor to account for P Delta** Non linear load combination P delta Effective length from StruCAD model (side sway buckling analysis was not performed) Notional lateral load for gravity load combinations is not included 25 ** B1 and B2 factors account for the P δ and P Δ. For the current API 4F study, to study the effect of changes in the specification for member strength, the B1 and B2 factor of 1.0 was used. Comparison of design results between the ASD 05 (First order) and ASD 89 will show the effect of changes in specifications.

26 Rig 1 Design Study Results (Boot Strap Mast) Total number of Members 347 (excluding 16 dummy members) SAP classifies the members Beams (all elements parallel to the X Y plane) 184 Brace (all elements not classified as beams or columns) 85 (all elements parallel to the Z axis) 78 26

27 Rig kip Hook Load Mast Rig 1 Rig 1 Beams 184 Rig 1 Braces 85 Rig 1 s 78 27

28 Rig 1 Design Study Results 441 kip Hook Load Mast Members with unity ratio > 1.0 Type of analysis Allowable Stress Design (ASD 89) StruCAD Allowable Stress Design (ASD 89) SAP Allowable Stress Design (ASD 89) SAP Allowable Strength Design (ASD 05) Amplified First Order Method** Allowable Strength Design (ASD 05) Load and Resistance Factor Design (LRFD 05) (ASCE 7) First Order First Order Fist Order First Order Second Order (P Δ and P δ) Second Order (P Δ and P δ) 1/3 rd Allowable Stress Increase 28 Yes Yes No No No No Note: **The amplified first order method is modified (B1, B2 =1) to compare the difference in design results between ASD 89 and ASD 05 specifications

29 Rig 1 Design Study Results Unity Check Statistics SAP Models ASD 89 and LRFD 05 Beam ASD 89 LRFD 05 % change No of members with UC >1 1 7 Maximum UC % Average UC % Brace ASD 89 LRFD 05 % change % % ASD 89 LRFD 05 % change % % Notes 1.SAP ASD 89 results are with 1/3 rd increase in Allowable Stress for Expected and Unexpected Storm 2.LRFD 05 results are without 1/3 rd increase. Load factor for Hook Load is Even without the 1/3 rd stress increase for LRFD 05, there is no significant increase in number of members exceeding the unity check ratio 4.The significant change in UC for beam member from ASD 89 to LRFD 05 is due to the difference in the interaction equation for doubly symmetric members in LRFD specification 5.Detailed results for the highest UC members for beam, brace and column are provided in detailed results section 29

30 Brace Brace Beam Beam Beam Beam Rig 1 Design Study Results ASD 89 StruCAD Model 13 members with UR > 1. Member No Load Comb Unity Ratio ASD 89 StruCAD and SAP StruCAD model Import into SAP2000 Design with AISC 89 specification with 1/3 rd Stress Increase ASD 89 SAP model 14 members with UR > 1. Member No Load Comb Unity Ratio 96 SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD With 1/3 rd Stress Increase for Expected and Unexpected Storm With 1/3 rd Stress Increase for Expected and Unexpected Storm

31 Brace Brace Brace Brace Beam Beam Beam Beam 31 ASD 89 SAP Model 14 members with UR > 1. Rig 1 Design Study Results Member No Load Comb Unity Ratio 31 SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD With 1/3 rd Stress Increase for Expected and Unexpected Storm ASD 89 SAP AISC 89 specification Design results without the 1/3 rd Stress Increase ASD 89 SAP model 17 members with UR > 1. Member No Load Comb Unity Ratio 31 SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD Without 1/3 rd Stress Increase for Expected and Unexpected Storm

32 Brace Brace Brace Brace Beam Beam Beam Beam 32 Rig 1 Design Study Results ASD 89 SAP 17 members with UR > 1. Without 1/3 rd Stress Increase for Expected and Unexpected Storm ASD 89 and ASD 05 First Order Member No Load Comb Unity Ratio 31 SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD Transition from AISC 89 specification to AISC 05 specification ASD 05 SAP Amplified First Order 14 members with UR > 1. Member No Load Comb Unity Ratio 31 SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD Without 1/3 rd Stress Increase for Expected and Unexpected Storm

33 Brace Brace Brace Brace Beam Beam Beam Beam 33 Rig 1 Design Study Results ASD 89 SAP 14 members with UR > 1. Member No Load Comb Unity Ratio 31 SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD With 1/3 rd Stress Increase for Expected and Unexpected Storm ASD 89 and ASD 05 First Order Transition from AISC 89 specification to AISC 05 specification ASD 05 SAP Amplified First Order 14 members with UR > 1. Member No Load Comb Unity Ratio 31 SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD Without 1/3 rd Stress Increase for Expected and Unexpected Storm

34 Rig 1 Design Study Results SAP Models: ASD 89, ASD 05 First order and ASD 05 ASD members with UR > 1.0 ASD 05 Amplified First Order 14 members with UR > 1.0 ASD members with UR > 1.0 Brace Brace Brace Brace Beam Beam Beam Beam Member No Load Comb Unity Ratio 31 SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD Member No Load Comb Unity Ratio 31 SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD Member No Load Comb Unity Ratio 31 SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD Without 1/3 rd Stress Increase for Expected and Unexpected Storm Without 1/3 rd Stress Increase for Expected and Unexpected Storm

35 Brace Brace Brace Brace Beam Beam Beam Beam Beam Beam Beam 35 Rig 1 Design Study Results SAP Models: ASD 89, ASD 05 and LRFD 05 ASD members with UR > 1.0 Member No Load Comb Unity Ratio 31 SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD Without 1/3 rd Stress Increase for Expected and Unexpected Storm ASD members with UR > 1.0 Member No Load Comb Unity Ratio 31 SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD Without 1/3 rd Stress Increase for Expected and Unexpected Storm LRFD members with UR > 1.0 Member No Load Comb Unity Ratio 31 SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD

36 Brace Brace Brace Brace Beam Beam Beam Beam Beam Beam Beam 36 Rig 1 Design Study Results SAP Models: ASD 89, ASD 05 and LRFD 05 ASD members with UR > 1.0 Member No Load Comb Unity Ratio 31 SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD With 1/3 rd Stress Increase for Expected and Unexpected Storm ASD members with UR > 1.0 Member No Load Comb Unity Ratio 31 SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD Without 1/3 rd Stress Increase for Expected and Unexpected Storm LRFD members with UR > 1.0 Member No Load Comb Unity Ratio 31 SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD

37 Rig 1 Detailed Design Results for Selected Members 37

38 Rig 1 Detailed Design Results for Selected Members Beam Brace 38

39 Rig 1 Detailed Design Results Members Rig 1 Member # 274 Rig 1 Beams Member # 313 Rig 1 Brace Member #

40 Rig 1 Detailed Design Results for Selected Members Beam Brace 40

41 Rig 1 Beam Member 313 Loads and Design Calculations Design Combo Location Pr MrMajor MrMinor VrMajor VrMinor Tr Equation TotalRatio PRatio MMajRatio MMinRatio Option Text in Kip Kip in Kip in Kip Kip Kip in Text Unitless Unitless Unitless Unitless ASD 89* (H1 3) ASD 89 SCAD (H1 3) ASD 05** SCAD (H1 1b) ASD 05 SCAD (H1 1b) LRFD 05 SCAD (H1 1b) * StruCAD results ** First Order Results (no P Δ) ASD 05 and LRFD 05 results are without the 1/3 rd increase in allowable stress Member 313 Joint A: 172 Joint B: 173 Section: T8D 41

42 Rig 1 ASD 89 StruCAD Beam Member 313, U.C Ratio = 0.33 Member No Joint Thickness 0 Actual Stresses GRUP T8D Slenderness coeff. Ky 0.9 Axial Stress fa Section TS8X4X3/16 Slenderness coeff. Kz 0.9 Bending Stress Top fbyt Total Length 7.5 Effective Length Ly 7.5 Bending Stress Bot fbyb Load Case 27 Effective Length Lz 11 Bending Stress Lft fbzl Distance 0 Brace Spacing 7.5 Bending Stress Rht fbzr Segment 1 Tub. Mod. / Stiff. Spacing 7.5 Shear Stress fvy 0.02 Design Code SA9 Shear Stress fvz Forces & Moments Tors. Shear Stress fvyt Amod Axial Force Fx Tors. Shear Stress fvzt Cmy C Shear Force Fy 0.03 Combined Shear Stress fv Cmz C Shear Force Fz Warping Normal Stress Fbztr 0 Cb B Torsional Moment Mx Combined Stress fcomb Yield Strength 46 Bending Moment My Skip Local Buckling Checks Bending Moment Mz Basic Properties Section Type BOX Governing Equations Allowable Stresses Unity Ratios Axial Area 4.27 Critical Buckling (API) Fxcr Euler Stress F'ey Tors. Constant J 29.1 Tension Allowable Fat (SEC D1) Euler Stress F'ez Max. Unbraced Length Lc Compression Allowable Fac (E 2 1) Critical Buckling (API) Fxcr 0 Max. Unbraced Length Lu 0 Bending Tension Allow. Fbyt (F 3 3) Tension Allowable Fat Sect. Modulus Top Syt Bending Compression Allow Fbyc (F 3 3) Compression Allowable Fac Axial Component Ua Sect. Modulus Bot Syb Bending Tension Allow. Fbzt (F 3 3) Bending Tension Allow. Fbyt Bending Component Uby Sect. Modulus Lft Szl 6 Bending Compression Allow Fbzc (F 3 3) Bending Compression Allow Fbyc Bending Component Ubz Sect. Modulus Rht Szr 6 Shear Allowable Fvay (F 4 1) Bending Tension Allow. Fbzt Shear Component Usy 0.05 Slenderness ratio Kl/ry Shear Allowable Fvaz (F 4 1) Bending Compres. Allow Fbzc Shear Component Usz Slenderness ratio Kl/rz Combined Unity Ratio Uc (H1 3) Shear Allowable Fvay Combined Unity Ratio Uc 0.33 Col. Slenderness Ratio Cc Shear Allowable Fvaz Critical Unity Ratio Uc 0.33 Interaction Coefficient Cmy Interaction Coefficient Cmz Bending Coefficient Cb

43 43 Rig 1 ASD 89 SAP Beam Member 313, U.C Ratio = 0.334

44 44 Rig 1 LRFD 05 SAP Beam Member 313, U.C Ratio = 0.391

45 Rig 1 Detailed Design Results for Selected Members Beam Brace 45

46 Rig 1 Brace Member 285 Loads and Design Calculations Design Combo Location Pr MrMajor MrMinor VrMajor VrMinor Tr Equation TotalRatio PRatio MMajRatio MMinRatio Option Text in Kip Kip in Kip in Kip Kip Kip in Text Unitless Unitless Unitless Unitless ASD 89* (H1 1) ASD 89 SCAD (H1 1) ASD 05** SCAD (H1 1a) ASD 05 SCAD (H1 1a) LRFD 05 SCAD (H1 1a) * StruCAD results ** First Order Results (no P Δ) ASD 05 and LRFD 05 results are without the 1/3 rd increase in allowable stress Member 285 Joint A: 3 Joint B: 246 Section: T8A 46

47 Rig 1 ASD 89 StruCAD Brace Member 285, U.C Ratio = Member No Joint Thickness 1 Actual Stresses GRUP T8A Slenderness coeff. Ky 1 Axial Stress fa Section TS8X8X3/8 Slenderness coeff. Kz 1 Bending Stress Top fbyt Total Length Effective Length Ly 27 Bending Stress Bot fbyb Load Case 42 Effective Length Lz 27 Bending Stress Lft fbzl Distance Brace Spacing Bending Stress Rht fbzr Segment 1 Tub. Mod. / Stiff. Spacing Shear Stress fvy Design Code SA9 Shear Stress fvz 0 Forces & Moments Tors. Shear Stress fvyt 0 Amod Axial Force Fx Tors. Shear Stress fvzt 0 Cmy C Shear Force Fy Combined Shear Stress fv Cmz C Shear Force Fz Warping Normal Stress Fbztr 0 Cb B Torsional Moment Mx 0 Combined Stress fcomb Yield Strength 46 Bending Moment My Skip Local Buckling Checks Bending Moment Mz Basic Properties Section Type BOX Governing Equations Allowable Stresses Unity Ratios Axial Area 11.1 Critical Buckling (API) Fxcr Euler Stress F'ey Tors. Constant J 170 Tension Allowable Fat (SEC D1) Euler Stress F'ez Max. Unbraced Length Lc Compression Allowable Fac (E 2 1) Critical Buckling (API) Fxcr 0 Max. Unbraced Length Lu 0 Bending Tension Allow. Fbyt (F 3 3) Tension Allowable Fat Sect. Modulus Top Syt 26.5 Bending Compression Allow Fbyc (F 3 3) Compression Allowable Fac Axial Component Ua 0.6 Sect. Modulus Bot Syb 26.5 Bending Tension Allow. Fbzt (F 3 3) Bending Tension Allow. Fbyt Bending Component Uby Sect. Modulus Lft Szl 26.5 Bending Compression Allow Fbzc (F 3 3) Bending Compression Allow Fbyc Bending Component Ubz Sect. Modulus Rht Szr 26.5 Shear Allowable Fvay (F 4 1) Bending Tension Allow. Fbzt Shear Component Usy 0 Slenderness ratio Kl/ry Shear Allowable Fvaz (F 4 1) Bending Compres. Allow Fbzc Shear Component Usz 0 Slenderness ratio Kl/rz Combined Unity Ratio Uc (H1 1) Shear Allowable Fvay Combined Unity Ratio Uc Col. Slenderness Ratio Cc Shear Allowable Fvaz Critical Unity Ratio Uc Interaction Coefficient Cmy 0.6 Interaction Coefficient Cmz 0.6 Bending Coefficient Cb

48 48 Rig 1 ASD 89 SAP Brace Member 285, U.C Ratio = 0.719

49 49 Rig 1 LRFD 05 SAP Brace Member 285, U.C Ratio = 1.058

50 Rig 1 Detailed Design Results for Selected Members Beam Brace 50

51 Rig 1 Member 274 Loads and Design Calculations Design Combo Location Pr MrMajor MrMinor VrMajor VrMinor Tr Equation TotalRatio PRatio MMajRatio MMinRatio Option Text in Kip Kip in Kip in Kip Kip Kip in Text Unitless Unitless Unitless Unitless ASD 89* (H1 1) ASD 89 SCAD (H1 1) ASD 05** SCAD (H1 1a) ASD 05 SCAD (H1 1a) LRFD 05 SCAD (H1 1a) * StruCAD results ** First Order Results (no P Δ) ASD 05 and LRFD 05 results are without the 1/3 rd increase in allowable stress Member 274 Joint A: 124 Joint B: 128 Section: T6U 51

52 Rig 1 ASD 89 StruCAD Member 274, U.C Ratio = Member No Joint Thickness 0 Actual Stresses GRUP T6U Slenderness coeff. Ky 1 Axial Stress fa Section TS6X6X3/8 Slenderness coeff. Kz 0.9 Bending Stress Top fbyt Total Length Effective Length Ly 9.1 Bending Stress Bot fbyb Load Case 18 Effective Length Lz 7 Bending Stress Lft fbzl Distance 0 Brace Spacing Bending Stress Rht fbzr Segment 1 Tub. Mod. / Stiff. Spacing Shear Stress fvy 0.21 Design Code SA9 Shear Stress fvz Forces & Moments Tors. Shear Stress fvyt Amod 1 Axial Force Fx Tors. Shear Stress fvzt Cmy C Shear Force Fy Combined Shear Stress fv Cmz C Shear Force Fz Warping Normal Stress Fbztr 0 Cb B Torsional Moment Mx Combined Stress fcomb Yield Strength 50 Bending Moment My Skip Local Buckling Checks Bending Moment Mz Basic Properties Section Type BOX Governing Equations Allowable Stresses Unity Ratios Axial Area 8.08 Critical Buckling (API) Fxcr Euler Stress F'ey Tors. Constant J 68.5 Tension Allowable Fat (SEC D1) Euler Stress F'ez Max. Unbraced Length Lc 9.75 Compression Allowable Fac (E 2 1) Critical Buckling (API) Fxcr 0 Max. Unbraced Length Lu 0 Bending Tension Allow. Fbyt (F 3 1) Tension Allowable Fat 30 Sect. Modulus Top Syt Bending Compression Allow Fbyc (F 3 1) Compression Allowable Fac Axial Component Ua Sect. Modulus Bot Syb Bending Tension Allow. Fbzt (F 3 1) Bending Tension Allow. Fbyt 33 Bending Component Uby Sect. Modulus Lft Szl Bending Compression Allow Fbzc (F 3 1) Bending Compression Allow Fbyc 33 Bending Component Ubz Sect. Modulus Rht Szr Shear Allowable Fvay (F 4 1) Bending Tension Allow. Fbzt 33 Shear Component Usy Slenderness ratio Kl/ry Shear Allowable Fvaz (F 4 1) Bending Compres. Allow Fbzc 33 Shear Component Usz Slenderness ratio Kl/rz Combined Unity Ratio Uc (H1 1) Shear Allowable Fvay 20 Combined Unity Ratio Uc Col. Slenderness Ratio Cc Shear Allowable Fvaz 20 Critical Unity Ratio Uc Interaction Coefficient Cmy Interaction Coefficient Cmz 0.24 Bending Coefficient Cb

53 53 Rig 1 ASD 89 SAP Member 274, U.C Ratio = 0.182

54 54 Rig 1 LRFD 05 SAP Member 274, U.C Ratio =1.146

55 Rig 3 Design Study Results (Derrick) Total number of Members 1420 (excluding 125 dummy members) SAP classifies the members Beams (all elements parallel to the X Y plane) 949 Brace (all elements not classified as beams or columns) 231 (all elements parallel to the Z axis)

56 Rig kip Hook Load Single Derrick Rig 3 Rig 3 Beams 949 Rig 3 Braces 231 Rig 3 s

57 Rig 3 Design Study Results Unity Check Statistics SAP Models ASD 89 and LRFD 05 Beam ASD 89 LRFD 05 % change No of members with UC >1 4 1 Maximum UC % Average UC % Brace ASD 89 LRFD 05 % change % % ASD 89 LRFD 05 % change % % Notes 1. ASD 89 results are with 1/3 rd increase in Allowable stress for Expected and Unexpected Storm 2. LRFD 05 results are without 1/3 rd increase. Load factor for Hook Load is For LRFD 05, without the 1/3 rd stress increase for LRFD 05, there is an increase in number of column members exceeding the unity check ratio 4. Detailed design calculations for the highest UC members for beam, brace and column are provided in detailed results section 57

58 ASD members with UR > 1.0 With 1/3 rd Stress Increase for Expected and Unexpected Storm 58 Rig 3 Design Study Results SAP Models: ASD 89 and LRFD 05 Member No Load Comb Unity Ratio 3 SCAD93A SCAD SCAD93A SCAD SCAD SCAD SCAD95A SCAD SCAD93A SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD Member No Load Comb Unity Ratio 3 SCAD83A SCAD SCAD83A SCAD SCAD SCAD SCAD85A SCAD SCAD83A SCAD85A SCAD SCAD SCAD SCAD SCAD SCAD85A SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD SCAD77A SCAD SCAD LRFD members with UR > 1.0 Without 1/3 rd Stress Increase for Expected and Unexpected Storm

59 Rig 3 Detailed Design Results for Selected Members 59

60 Rig 3 Detailed Design Results for Selected Members Beam Brace 60

61 Rig 3 Detailed Design Results Members Rig 3 Beams Member # 796 Rig 3 Brace Member # 87 Rig 3 Member # 15 61

62 Rig 3 Detailed Design Results for Selected Members Beam Brace 62

63 Rig 3 Beam Member 796 Loads and Design Calculations Design Combo Location Pr MrMajor MrMinor VrMajor VrMinor Tr Equation TotalRatio PRatio MMajRatio MMinRatio Option Text in Kip Kip in Kip in Kip Kip Kip in Text Unitless Unitless Unitless Unitless ASD 89* (H1 1) ASD 89 SCAD (H1 1) LRFD 05 SCAD (H1 1a) * StruCAD results ** First Order Results (no P Δ) LRFD 05 results are without the 1/3 rd increase in allowable stress Member 796 Joint A: 135 Joint B: 92 Section: GS2 63

64 Rig 3 ASD 89 StruCAD Beam Member 796, U.C Ratio = Member No Joint Thickness 0 Actual Stresses GRUP GS2 Slenderness coeff. Ky 1 Axial Stress fa 7.56 Section W14X30 Slenderness coeff. Kz 1 Bending Stress Top fbyt Total Length Effective Length Ly Bending Stress Bot fbyb Load Case 64 Effective Length Lz Bending Stress Lft fbzl Distance Brace Spacing Bending Stress Rht fbzr Segment 1 Tub. Mod. / Stiff. Spacing Shear Stress fvy Design Code SA9 Shear Stress fvz Forces & Moments Tors. Shear Stress fvyt 0 Amod 1 Axial Force Fx Tors. Shear Stress fvzt 0 Cmy C Shear Force Fy Combined Shear Stress fv Cmz C Shear Force Fz Warping Normal Stress Fbztr Cb B Torsional Moment Mx Combined Stress fcomb Yield Strength 50 Bending Moment My Skip Local Buckling Checks Bending Moment Mz Basic Properties Section Type WF Governing Equations Allowable Stresses Unity Ratios Axial Area 8.85 Critical Buckling (API) Fxcr Euler Stress F'ey Tors. Constant J 0.38 Tension Allowable Fat (SEC D1) Euler Stress F'ez Max. Unbraced Length Lc Compression Allowable Fac (E 2 2) Critical Buckling (API) Fxcr 0 Max. Unbraced Length Lu 9.29 Bending Tension Allow. Fbyt (F 1 5) Tension Allowable Fat 30 Sect. Modulus Top Syt Bending Compression Allow Fbyc (F 1 6) Compression Allowable Fac Axial Component Ua Sect. Modulus Bot Syb Bending Tension Allow. Fbzt (F 2 1) Bending Tension Allow. Fbyt 30 Bending Component Uby 0.07 Sect. Modulus Lft Szl Bending Compression Allow Fbzc (F 2 1) Bending Compression Allow Fbyc Bending Component Ubz Sect. Modulus Rht Szr Shear Allowable Fvay (F 4 1) Bending Tension Allow. Fbzt 37.5 Shear Component Usy 0 Slenderness ratio Kl/ry Shear Allowable Fvaz (F 4 1) Bending Compres. Allow Fbzc 37.5 Shear Component Usz Slenderness ratio Kl/rz Combined Unity Ratio Uc (H1 1) Shear Allowable Fvay 20 Combined Unity Ratio Uc Col. Slenderness Ratio Cc Shear Allowable Fvaz 20 Critical Unity Ratio Uc Interaction Coefficient Cmy Interaction Coefficient Cmz Bending Coefficient Cb

65 65 Rig 3 ASD 89 SAP Beam Member 796, U.C Ratio = 0.957

66 66 Rig 1 LRFD 05 SAP Beam Member 796, U.C Ratio = 0.752

67 Rig 3 Detailed Design Results for Selected Members Beam Brace 67

68 Rig 3 Brace Member 87 Loads and Design Calculations Design Combo Location Pr MrMajor MrMinor VrMajor VrMinor Tr Equation TotalRatio PRatio MMajRatio MMinRatio Option Text in Kip Kip in Kip in Kip Kip Kip in Text Unitless Unitless Unitless Unitless ASD 89* (H1 1) ASD 89 SCAD (H1 1) LRFD 05 SCAD (H1 1a) * StruCAD results ** First Order Results (no P Δ) LRFD 05 results are without the 1/3 rd increase in allowable stress Member 87 Joint A: 140 Joint B: 68 Section: B4S 68

69 Rig 3 ASD 89 StruCAD Brace Member 87, U.C Ratio = Member No Joint Thickness 0 Actual Stresses GRUP B4S Slenderness coeff. Ky 1 Axial Stress fa Section W14X61 Slenderness coeff. Kz 1 Bending Stress Top fbyt Total Length Effective Length Ly Bending Stress Bot fbyb Load Case 90 Effective Length Lz Bending Stress Lft fbzl Distance Brace Spacing Bending Stress Rht fbzr Segment 1 Tub. Mod. / Stiff. Spacing Shear Stress fvy Design Code SA9 Shear Stress fvz Forces & Moments Tors. Shear Stress fvyt Amod 1.33 Axial Force Fx Tors. Shear Stress fvzt Cmy C Shear Force Fy Combined Shear Stress fv Cmz C Shear Force Fz Warping Normal Stress Fbztr Cb B Torsional Moment Mx Combined Stress fcomb Yield Strength 50 Bending Moment My Skip Local Buckling Checks Bending Moment Mz Basic Properties Section Type WF Governing Equations Allowable Stresses Unity Ratios Axial Area 17.9 Critical Buckling (API) Fxcr Euler Stress F'ey Tors. Constant J 2.2 Tension Allowable Fat (SEC D1) Euler Stress F'ez Max. Unbraced Length Lc Compression Allowable Fac (E 2 2) Critical Buckling (API) Fxcr 0 Max. Unbraced Length Lu Bending Tension Allow. Fbyt (F 1 5) Tension Allowable Fat 39.9 Sect. Modulus Top Syt Bending Compression Allow Fbyc (F 1 6) Compression Allowable Fac Axial Component Ua Sect. Modulus Bot Syb Bending Tension Allow. Fbzt (F 2 1) Bending Tension Allow. Fbyt 39.9 Bending Component Uby 0.03 Sect. Modulus Lft Szl Bending Compression Allow Fbzc (F 2 1) Bending Compression Allow Fbyc 39.9 Bending Component Ubz Sect. Modulus Rht Szr Shear Allowable Fvay (F 4 1) Bending Tension Allow. Fbzt Shear Component Usy Slenderness ratio Kl/ry Shear Allowable Fvaz (F 4 1) Bending Compres. Allow Fbzc Shear Component Usz Slenderness ratio Kl/rz Combined Unity Ratio Uc (H1 1) Shear Allowable Fvay 26.6 Combined Unity Ratio Uc 0.68 Col. Slenderness Ratio Cc Shear Allowable Fvaz 26.6 Critical Unity Ratio Uc 0.68 Interaction Coefficient Cmy Interaction Coefficient Cmz Bending Coefficient Cb

70 70 Rig 3 ASD 89 SAP Brace Member 87, U.C Ratio = 0.690

71 71 Rig 3 LRFD 05 SAP Brace Member 87, U.C Ratio = 0.598

72 Rig 3 Detailed Design Results for Selected Members Beam Brace 72

73 Rig 3 Member 15 Loads and Design Calculations Design Combo Location Pr MrMajor MrMinor VrMajor VrMinor Tr Equation TotalRatio PRatio MMajRatio MMinRatio Option Text in Kip Kip in Kip in Kip Kip Kip in Text Unitless Unitless Unitless Unitless ASD 89* (H1 1) ASD 89 SCAD (H1 1) LRFD 05 SCAD (H1 1a) * StruCAD results ** First Order Results (no P Δ) LRFD 05 results are without the 1/3 rd increase in allowable stress Member 15 Joint A: 66 Joint B: 70 Section: 1LG 73

74 Rig 3 ASD 89 StruCAD Member 15, U.C Ratio = Member No Joint Thickness 0 Actual Stresses GRUP 1LG Slenderness coeff. Ky 1 Axial Stress fa Section W14X120 Slenderness coeff. Kz 1 Bending Stress Top fbyt Total Length 15 Effective Length Ly 15 Bending Stress Bot fbyb Load Case 53 Effective Length Lz 15 Bending Stress Lft fbzl Distance 0 Brace Spacing 15 Bending Stress Rht fbzr Segment 1 Tub. Mod. / Stiff. Spacing 15 Shear Stress fvy Design Code SA9 Shear Stress fvz Forces & Moments Tors. Shear Stress fvyt Amod 1 Axial Force Fx Tors. Shear Stress fvzt 0 Cmy C Shear Force Fy 0.34 Combined Shear Stress fv Cmz C Shear Force Fz Warping Normal Stress Fbztr Cb B Torsional Moment Mx Combined Stress fcomb Yield Strength 55 Bending Moment My Skip Local Buckling Checks Bending Moment Mz Basic Properties Section Type WF Governing Equations Allowable Stresses Unity Ratios Axial Area 35.3 Critical Buckling (API) Fxcr Euler Stress F'ey Tors. Constant J 9.37 Tension Allowable Fat (SEC D1) Euler Stress F'ez Max. Unbraced Length Lc Compression Allowable Fac (E 2 1) Critical Buckling (API) Fxcr 0 Max. Unbraced Length Lu Bending Tension Allow. Fbyt (F 1 5) Tension Allowable Fat 33 Sect. Modulus Top Syt Bending Compression Allow Fbyc (F 1 8) Compression Allowable Fac Axial Component Ua Sect. Modulus Bot Syb Bending Tension Allow. Fbzt (F 2 1) Bending Tension Allow. Fbyt 33 Bending Component Uby Sect. Modulus Lft Szl Bending Compression Allow Fbzc (F 2 1) Bending Compression Allow Fbyc 33 Bending Component Ubz Sect. Modulus Rht Szr Shear Allowable Fvay (F 4 1) Bending Tension Allow. Fbzt Shear Component Usy Slenderness ratio Kl/ry Shear Allowable Fvaz (F 4 1) Bending Compres. Allow Fbzc Shear Component Usz Slenderness ratio Kl/rz Combined Unity Ratio Uc (H1 1) Shear Allowable Fvay 22 Combined Unity Ratio Uc Col. Slenderness Ratio Cc Shear Allowable Fvaz 22 Critical Unity Ratio Uc Interaction Coefficient Cmy Interaction Coefficient Cmz Bending Coefficient Cb

75 75 Rig 3 ASD 89 SAP Member 15, U.C Ratio = 0.983

76 76 Rig 3 LRFD 05 SAP Member 15, U.C Ratio =1.034

77 Contact Information Mike Effenberger, Sathish Ramamoorthy, Stress Engineering Services Westfair East Drive Houston, Texas Phone: (281) Fax: (281)