API 4F Design Study: ASD 89 to LRFD 05 Mike Effenberger, P.E Sathish Ramamoorthy, Ph.D., P.E. June, 2012; PN 1101213 Document No. SES1101213 PPT 001,Rev.0a Preliminary subject to QA check
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
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 2 22 2012 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
API 4F Design Study Status 6 13 2012 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 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
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 335 89 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 360 05 specification. Latest AISC specification is AISC 360 10. The 2010 edition supersedes and is an update of the 2005 edition. The 2010 edition is yet to be supported by Computer Programs. 5
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
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
Methodology Design performed using the Allowable Stress Design/Elastic Design provisions in AISC 335 89 will be the base case. The structures will be evaluated according to AISC 335 89 ASD and LRFD design provisions per AISC 360 05 specification The design results between the Elastic design and Strength Design will be compared for evaluation 8
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 441 10 xxx 92 42 70 93 102.5 Rig 2 Mast & Substructure 750 12 500 160 32 71.7 95.6 Land Rig Rig 3 Single Derrick 1500 14 xxx 195 50 100 115 70 Rig 4 Dual Derrick 2500 1500 (Aux) 16 14 (Aux) 1750 242 65.1 xxx 100 83.7 Rig 5** Workover Mast 250 6 xxx 104 25 60 75 Land Rig 9 Notes: Analytical models for Rig1 to Rig 4 were developed in StruCAD For Rig 5, Analytical model was developed in STAAD
Rig 1 441 kip Hook Load Mast 10
Rig 2 750 kip Hook Load Mast & Substructure Z X Y 11
Rig 3 1500 kip Hook Load Single Derrick Z X Y 12
Rig 4 2500 kip Hook Load Dual Derrick 13
Rig 5 250 kip Hook Load Workover Mast 14
Software Details SAP2000 Ultimate 15.1.0 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
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
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
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
Design Basis AISC 1989 Specification Allowable Stress Design (ASD 89) AISC 2005 Specification Load and Resistance Factor Design (LRFD 05) 19
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
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 100 100 0 100 100 1b Operating 100 TE*100% 100 100 100 2 Expected 100 TE*100% 100 0 100 3a Unexpected 100 TE*100% 100 100 100 3b* Unexpected 100 4 Erection 100 100 0 0 100 5 Transportation 100 100 0 100 100 21 Note: Load combination 3b is for Earthquake loads and was not included in this study
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 120 160 0 160 100 1b Operating 120 TE*160% 120 120 100 2 Expected 120 TE*100% 100 0 160 3a Unexpected 120 TE*100% 100 100 160 3b Unexpected 120 4 Erection 120 160 0 0 100 5 Transportation 120 160 0 160 100 22 Note: Other loads should be classified (for ex loads in Rig 3 Model
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
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
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.
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
Rig 1 441 kip Hook Load Mast Rig 1 Rig 1 Beams 184 Rig 1 Braces 85 Rig 1 s 78 27
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) 13 14 17 14 19 26 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
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 1.09 2.28 109.15% Average UC 0.39 0.44 12.60% Brace ASD 89 LRFD 05 % change 1 2 1.16 1.05 9.14% 0.49 0.54 9.16% ASD 89 LRFD 05 % change 12 17 1.19 1.36 14.53% 0.72 0.75 3.69% 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 1.6 3.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
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 96 18 0.980 122 20 0.935 123 20 1.058 128 20 0.961 130 20 0.975 152 20 1.118 153 22 1.066 162 23 0.993 240 18 1.049 241 24 0.913 242 18 1.018 270 18 1.024 272 18 1.016 274 18 1.016 276 18 1.027 278 18 1.086 279 24 0.969 284 24 1.001 285 18 0.873 337 24 1.109 339 18 1.005 340 22 0.851 341 20 0.941 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 SCAD18 0.983 122 SCAD20 0.903 123 SCAD20 1.033 128 SCAD20 0.946 130 SCAD20 0.952 152 SCAD20 1.106 153 SCAD22 1.049 162 SCAD23 1.005 240 SCAD18 1.189 241 SCAD24 1.045 242 SCAD18 1.108 270 SCAD18 1.063 272 SCAD18 1.040 274 SCAD18 1.040 276 SCAD18 1.108 278 SCAD18 1.093 279 SCAD24 0.969 284 SCAD24 1.164 285 SCAD18 0.961 337 SCAD24 1.089 339 SCAD18 0.987 340 SCAD21 0.456 341 SCAD20 0.482 30 With 1/3 rd Stress Increase for Expected and Unexpected Storm With 1/3 rd Stress Increase for Expected and Unexpected Storm
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 SCAD32 0.788 32 SCAD26 0.794 96 SCAD18 0.983 122 SCAD20 0.903 123 SCAD20 1.033 128 SCAD20 0.946 130 SCAD20 0.952 152 SCAD20 1.106 153 SCAD22 1.049 162 SCAD23 1.005 240 SCAD18 1.189 241 SCAD24 1.045 242 SCAD18 1.108 270 SCAD18 1.063 272 SCAD18 1.040 274 SCAD18 1.040 276 SCAD18 1.108 278 SCAD18 1.093 279 SCAD24 0.969 284 SCAD24 1.164 285 SCAD18 0.961 337 SCAD24 1.089 339 SCAD18 0.987 340 SCAD21 0.456 341 SCAD20 0.482 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 SCAD32 1.234 32 SCAD26 1.253 96 SCAD18 0.983 122 SCAD20 0.903 123 SCAD20 1.033 128 SCAD20 0.946 130 SCAD20 0.952 152 SCAD20 1.106 153 SCAD22 1.049 162 SCAD23 1.005 240 SCAD18 1.189 241 SCAD24 1.045 242 SCAD18 1.108 270 SCAD18 1.063 272 SCAD18 1.040 274 SCAD18 1.040 276 SCAD18 1.108 278 SCAD18 1.093 279 SCAD24 0.969 284 SCAD48 1.231 285 SCAD42 1.306 337 SCAD24 1.089 339 SCAD18 0.987 340 SCAD21 0.456 341 SCAD20 0.482 Without 1/3 rd Stress Increase for Expected and Unexpected Storm
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 SCAD32 1.234 32 SCAD26 1.253 96 SCAD18 0.983 122 SCAD20 0.903 123 SCAD20 1.033 128 SCAD20 0.946 130 SCAD20 0.952 152 SCAD20 1.106 153 SCAD22 1.049 162 SCAD23 1.005 240 SCAD18 1.189 241 SCAD24 1.045 242 SCAD18 1.108 270 SCAD18 1.063 272 SCAD18 1.040 274 SCAD18 1.040 276 SCAD18 1.108 278 SCAD18 1.093 279 SCAD24 0.969 284 SCAD48 1.231 285 SCAD42 1.306 337 SCAD24 1.089 339 SCAD18 0.987 340 SCAD21 0.456 341 SCAD20 0.482 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 SCAD32 0.905 32 SCAD26 0.927 96 SCAD19 1.003 122 SCAD20 0.882 123 SCAD20 0.999 128 SCAD20 0.968 130 SCAD20 0.972 152 SCAD20 1.046 153 SCAD22 0.981 162 SCAD23 0.948 240 SCAD18 1.032 241 SCAD24 0.916 242 SCAD18 1.053 270 SCAD18 1.003 272 SCAD18 1.024 274 SCAD18 1.031 276 SCAD18 1.000 278 SCAD19 1.133 279 SCAD24 1.007 284 SCAD24 0.939 285 SCAD42 0.908 337 SCAD24 1.294 339 SCAD18 1.173 340 SCAD22 1.976 341 SCAD21 2.216 Without 1/3 rd Stress Increase for Expected and Unexpected Storm
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 SCAD32 0.788 32 SCAD26 0.794 96 SCAD18 0.983 122 SCAD20 0.903 123 SCAD20 1.033 128 SCAD20 0.946 130 SCAD20 0.952 152 SCAD20 1.106 153 SCAD22 1.049 162 SCAD23 1.005 240 SCAD18 1.189 241 SCAD24 1.045 242 SCAD18 1.108 270 SCAD18 1.063 272 SCAD18 1.040 274 SCAD18 1.040 276 SCAD18 1.108 278 SCAD18 1.093 279 SCAD24 0.969 284 SCAD24 1.164 285 SCAD18 0.961 337 SCAD24 1.089 339 SCAD18 0.987 340 SCAD21 0.456 341 SCAD20 0.482 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 SCAD32 0.905 32 SCAD26 0.927 96 SCAD19 1.003 122 SCAD20 0.882 123 SCAD20 0.999 128 SCAD20 0.968 130 SCAD20 0.972 152 SCAD20 1.046 153 SCAD22 0.981 162 SCAD23 0.948 240 SCAD18 1.032 241 SCAD24 0.916 242 SCAD18 1.053 270 SCAD18 1.003 272 SCAD18 1.024 274 SCAD18 1.031 276 SCAD18 1.000 278 SCAD19 1.133 279 SCAD24 1.007 284 SCAD24 0.939 285 SCAD42 0.908 337 SCAD24 1.294 339 SCAD18 1.173 340 SCAD22 1.976 341 SCAD21 2.216 Without 1/3 rd Stress Increase for Expected and Unexpected Storm
Rig 1 Design Study Results SAP Models: ASD 89, ASD 05 First order and ASD 05 ASD 89 17 members with UR > 1.0 ASD 05 Amplified First Order 14 members with UR > 1.0 ASD 05 19 members with UR > 1.0 Brace Brace Brace Brace Beam Beam Beam Beam Member No Load Comb Unity Ratio 31 SCAD32 1.234 32 SCAD26 1.253 96 SCAD18 0.983 122 SCAD20 0.903 123 SCAD20 1.033 128 SCAD20 0.946 130 SCAD20 0.952 152 SCAD20 1.106 153 SCAD22 1.049 162 SCAD23 1.005 240 SCAD18 1.189 241 SCAD24 1.045 242 SCAD18 1.108 270 SCAD18 1.063 272 SCAD18 1.040 274 SCAD18 1.040 276 SCAD18 1.108 278 SCAD18 1.093 279 SCAD24 0.969 284 SCAD48 1.231 285 SCAD42 1.306 337 SCAD24 1.089 339 SCAD18 0.987 340 SCAD21 0.456 341 SCAD20 0.482 Member No Load Comb Unity Ratio 31 SCAD32 0.905 32 SCAD26 0.927 96 SCAD19 1.003 122 SCAD20 0.882 123 SCAD20 0.999 128 SCAD20 0.968 130 SCAD20 0.972 152 SCAD20 1.046 153 SCAD22 0.981 162 SCAD23 0.948 240 SCAD18 1.032 241 SCAD24 0.916 242 SCAD18 1.053 270 SCAD18 1.003 272 SCAD18 1.024 274 SCAD18 1.031 276 SCAD18 1.000 278 SCAD19 1.133 279 SCAD24 1.007 284 SCAD24 0.939 285 SCAD42 0.908 337 SCAD24 1.294 339 SCAD18 1.173 340 SCAD22 1.976 341 SCAD21 2.216 Member No Load Comb Unity Ratio 31 SCAD32 0.897 32 SCAD26 0.919 96 SCAD19 1.111 122 SCAD20 1.028 123 SCAD20 1.109 128 SCAD20 1.021 130 SCAD20 1.032 152 SCAD20 1.116 153 SCAD22 1.019 162 SCAD23 0.966 240 SCAD18 1.089 241 SCAD24 0.968 242 SCAD18 1.098 270 SCAD18 1.020 272 SCAD18 1.048 274 SCAD18 1.069 276 SCAD18 1.088 278 SCAD19 1.261 279 SCAD24 1.108 284 SCAD24 0.992 285 SCAD42 0.961 337 SCAD24 1.346 339 SCAD18 1.222 340 SCAD22 2.082 341 SCAD21 2.327 34 Without 1/3 rd Stress Increase for Expected and Unexpected Storm Without 1/3 rd Stress Increase for Expected and Unexpected Storm
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 89 17 members with UR > 1.0 Member No Load Comb Unity Ratio 31 SCAD32 1.234 32 SCAD26 1.253 96 SCAD18 0.983 97 SCAD23 0.911 122 SCAD20 0.903 123 SCAD20 1.033 128 SCAD20 0.946 130 SCAD20 0.952 152 SCAD20 1.106 153 SCAD22 1.049 160 SCAD23 0.972 162 SCAD23 1.005 240 SCAD18 1.189 241 SCAD24 1.045 242 SCAD18 1.108 270 SCAD18 1.063 272 SCAD18 1.040 274 SCAD18 1.040 276 SCAD18 1.108 277 SCAD24 0.994 278 SCAD18 1.093 279 SCAD24 0.969 284 SCAD48 1.231 285 SCAD42 1.306 337 SCAD24 1.089 339 SCAD18 0.987 340 SCAD21 0.456 341 SCAD20 0.482 342 SCAD48 0.378 343 SCAD42 0.399 344 SCAD18 0.196 Without 1/3 rd Stress Increase for Expected and Unexpected Storm ASD 05 19 members with UR > 1.0 Member No Load Comb Unity Ratio 31 SCAD32 0.897 32 SCAD26 0.919 96 SCAD19 1.111 97 SCAD23 1.000 122 SCAD20 1.028 123 SCAD20 1.109 128 SCAD20 1.021 130 SCAD20 1.032 152 SCAD20 1.116 153 SCAD22 1.019 160 SCAD23 0.997 162 SCAD23 0.966 240 SCAD18 1.089 241 SCAD24 0.968 242 SCAD18 1.098 270 SCAD18 1.020 272 SCAD18 1.048 274 SCAD18 1.069 276 SCAD18 1.088 277 SCAD24 0.966 278 SCAD19 1.261 279 SCAD24 1.108 284 SCAD24 0.992 285 SCAD42 0.961 337 SCAD24 1.346 339 SCAD18 1.222 340 SCAD22 2.082 341 SCAD21 2.327 354 SCAD24 0.967 355 SCAD24 0.965 363 SCAD18 0.989 Without 1/3 rd Stress Increase for Expected and Unexpected Storm LRFD 05 26 members with UR > 1.0 Member No Load Comb Unity Ratio 31 SCAD32 0.911 32 SCAD26 0.939 96 SCAD19 1.192 97 SCAD24 1.027 122 SCAD20 1.043 123 SCAD20 1.135 128 SCAD20 1.045 130 SCAD20 1.040 152 SCAD20 1.157 153 SCAD22 0.999 160 SCAD23 1.030 162 SCAD23 0.980 240 SCAD18 1.119 241 SCAD24 0.987 242 SCAD18 1.117 270 SCAD18 1.047 272 SCAD18 1.109 274 SCAD18 1.146 276 SCAD18 1.166 277 SCAD24 1.009 278 SCAD19 1.361 279 SCAD24 1.150 284 SCAD48 1.017 285 SCAD42 1.058 337 SCAD24 1.288 339 SCAD42 1.190 340 SCAD22 1.990 341 SCAD21 2.278 354 SCAD24 1.021 355 SCAD24 1.020 363 SCAD18 1.053
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 89 14 members with UR > 1.0 Member No Load Comb Unity Ratio 31 SCAD32 0.788 32 SCAD26 0.794 96 SCAD18 0.983 97 SCAD23 0.911 122 SCAD20 0.903 123 SCAD20 1.033 128 SCAD20 0.946 130 SCAD20 0.952 152 SCAD20 1.106 153 SCAD22 1.049 160 SCAD23 0.972 162 SCAD23 1.005 240 SCAD18 1.189 241 SCAD24 1.045 242 SCAD18 1.108 270 SCAD18 1.063 272 SCAD18 1.040 274 SCAD18 1.040 276 SCAD18 1.108 277 SCAD24 0.994 278 SCAD18 1.093 279 SCAD24 0.969 284 SCAD24 1.164 285 SCAD18 0.961 337 SCAD24 1.089 339 SCAD18 0.987 340 SCAD21 0.456 341 SCAD20 0.482 354 SCAD24 0.993 355 SCAD24 0.986 363 SCAD18 0.989 With 1/3 rd Stress Increase for Expected and Unexpected Storm ASD 05 19 members with UR > 1.0 Member No Load Comb Unity Ratio 31 SCAD32 0.897 32 SCAD26 0.919 96 SCAD19 1.111 97 SCAD23 1.000 122 SCAD20 1.028 123 SCAD20 1.109 128 SCAD20 1.021 130 SCAD20 1.032 152 SCAD20 1.116 153 SCAD22 1.019 160 SCAD23 0.997 162 SCAD23 0.966 240 SCAD18 1.089 241 SCAD24 0.968 242 SCAD18 1.098 270 SCAD18 1.020 272 SCAD18 1.048 274 SCAD18 1.069 276 SCAD18 1.088 277 SCAD24 0.966 278 SCAD19 1.261 279 SCAD24 1.108 284 SCAD24 0.992 285 SCAD42 0.961 337 SCAD24 1.346 339 SCAD18 1.222 340 SCAD22 2.082 341 SCAD21 2.327 354 SCAD24 0.967 355 SCAD24 0.965 363 SCAD18 0.989 Without 1/3 rd Stress Increase for Expected and Unexpected Storm LRFD 05 26 members with UR > 1.0 Member No Load Comb Unity Ratio 31 SCAD32 0.911 32 SCAD26 0.939 96 SCAD19 1.192 97 SCAD24 1.027 122 SCAD20 1.043 123 SCAD20 1.135 128 SCAD20 1.045 130 SCAD20 1.040 152 SCAD20 1.157 153 SCAD22 0.999 160 SCAD23 1.030 162 SCAD23 0.980 240 SCAD18 1.119 241 SCAD24 0.987 242 SCAD18 1.117 270 SCAD18 1.047 272 SCAD18 1.109 274 SCAD18 1.146 276 SCAD18 1.166 277 SCAD24 1.009 278 SCAD19 1.361 279 SCAD24 1.150 284 SCAD48 1.017 285 SCAD42 1.058 337 SCAD24 1.288 339 SCAD42 1.190 340 SCAD22 1.990 341 SCAD21 2.278 354 SCAD24 1.021 355 SCAD24 1.020 363 SCAD18 1.053
Rig 1 Detailed Design Results for Selected Members 37
Rig 1 Detailed Design Results for Selected Members Beam Brace 38
Rig 1 Detailed Design Results Members Rig 1 Member # 274 Rig 1 Beams Member # 313 Rig 1 Brace Member # 285 39
Rig 1 Detailed Design Results for Selected Members Beam Brace 40
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* 27 0 1.844 95.618 4.244 1.792 0.03 1.7 (H1 3) 0.3300 0.0170 0.2940 0.0190 ASD 89 SCAD27 0 1.882 96.597 4.116 1.812 0.027 13.301 (H1 3) 0.3338 0.0169 0.2982 0.0187 ASD 05** SCAD27 0 1.882 96.597 4.116 1.812 0.027 13.301 (H1 1b) 0.3525 0.0116 0.3188 0.0221 ASD 05 SCAD27 0 1.944 98.586 4.134 1.851 0.033 13.927 (H1 1b) 0.3595 0.0120 0.3254 0.0222 LRFD 05 SCAD27 0 3.290 160.765 6.732 2.991 0.086 22.41 (H1 1b) 0.3905 0.0135 0.3530 0.0187 * 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
Rig 1 ASD 89 StruCAD Beam Member 313, U.C Ratio = 0.33 Member No. 313 172 173 Joint Thickness 0 Actual Stresses GRUP T8D Slenderness coeff. Ky 0.9 Axial Stress fa 0.432 Section TS8X4X3/16 Slenderness coeff. Kz 0.9 Bending Stress Top fbyt 10.835 Total Length 7.5 Effective Length Ly 7.5 Bending Stress Bot fbyb 10.835 Load Case 27 Effective Length Lz 11 Bending Stress Lft fbzl 0.707 Distance 0 Brace Spacing 7.5 Bending Stress Rht fbzr 0.707 Segment 1 Tub. Mod. / Stiff. Spacing 7.5 Shear Stress fvy 0.02 Design Code SA9 Shear Stress fvz 0.597 Forces & Moments Tors. Shear Stress fvyt 1.216 Amod 1.333 Axial Force Fx 1.844 Tors. Shear Stress fvzt 1.216 Cmy C Shear Force Fy 0.03 Combined Shear Stress fv 1.814 Cmz C Shear Force Fz 1.792 Warping Normal Stress Fbztr 0 Cb B Torsional Moment Mx 13.587 Combined Stress fcomb 11.974 Yield Strength 46 Bending Moment My 95.618 0 Skip Local Buckling Checks Bending Moment Mz 4.244 Basic Properties Section Type BOX Governing Equations Allowable Stresses Unity Ratios Axial Area 4.27 Critical Buckling (API) Fxcr Euler Stress F'ey 251.65 Tors. Constant J 29.1 Tension Allowable Fat (SEC D1) Euler Stress F'ez 39.808 Max. Unbraced Length Lc 7.473 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 36.791 Sect. Modulus Top Syt 8.825 Bending Compression Allow Fbyc (F 3 3) Compression Allowable Fac 26.167 Axial Component Ua 0.017 Sect. Modulus Bot Syb 8.825 Bending Tension Allow. Fbzt (F 3 3) Bending Tension Allow. Fbyt 36.791 Bending Component Uby 0.294 Sect. Modulus Lft Szl 6 Bending Compression Allow Fbzc (F 3 3) Bending Compression Allow Fbyc 36.791 Bending Component Ubz 0.019 Sect. Modulus Rht Szr 6 Shear Allowable Fvay (F 4 1) Bending Tension Allow. Fbzt 36.791 Shear Component Usy 0.05 Slenderness ratio Kl/ry 28.125 Shear Allowable Fvaz (F 4 1) Bending Compres. Allow Fbzc 36.791 Shear Component Usz 0.074 Slenderness ratio Kl/rz 70.714 Combined Unity Ratio Uc (H1 3) Shear Allowable Fvay 24.527 Combined Unity Ratio Uc 0.33 Col. Slenderness Ratio Cc 111.554 Shear Allowable Fvaz 24.527 Critical Unity Ratio Uc 0.33 Interaction Coefficient Cmy 0.325 Interaction Coefficient Cmz 0.236 Bending Coefficient Cb 2.3 42
43 Rig 1 ASD 89 SAP Beam Member 313, U.C Ratio = 0.334
44 Rig 1 LRFD 05 SAP Beam Member 313, U.C Ratio = 0.391
Rig 1 Detailed Design Results for Selected Members Beam Brace 45
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* 42 189.268 118.991 27.187 51.65 0.003 0.003 0.0 (H1 1) 0.7190 0.6000 0.0410 0.0780 ASD 89 SCAD42 189.268 114.886 27.223 51.711 0.002 0.002 0.0 (H1 1) 0.7905 0.6131 0.0612 0.1162 ASD 05** SCAD42 189.268 114.886 27.223 51.711 0.002 0.002 0.0 (H1 1a) 0.9084 0.8270 0.0281 0.0533 ASD 05 SCAD42 189.268 116.006 42.24 80.279 0.087 0.157 0.0 (H1 1a) 0.9614 0.8351 0.0436 0.0828 LRFD 05 SCAD42 189.268 175.461 122.862 194.322 0.212 0.39 0.0 (H1 1a) 1.0580 0.8404 0.0843 0.1162 * 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
Rig 1 ASD 89 StruCAD Brace Member 285, U.C Ratio = 0.719 Member No. 285 3 246 Joint Thickness 1 Actual Stresses GRUP T8A Slenderness coeff. Ky 1 Axial Stress fa 10.72 Section TS8X8X3/8 Slenderness coeff. Kz 1 Bending Stress Top fbyt 1.026 Total Length 31.545 Effective Length Ly 27 Bending Stress Bot fbyb 1.026 Load Case 42 Effective Length Lz 27 Bending Stress Lft fbzl 1.949 Distance 15.7723 Brace Spacing 31.545 Bending Stress Rht fbzr 1.949 Segment 1 Tub. Mod. / Stiff. Spacing 31.545 Shear Stress fvy 0.001 Design Code SA9 Shear Stress fvz 0 Forces & Moments Tors. Shear Stress fvyt 0 Amod 1.333 Axial Force Fx 118.991 Tors. Shear Stress fvzt 0 Cmy C Shear Force Fy 0.003 Combined Shear Stress fv 0.001 Cmz C Shear Force Fz 0.003 Warping Normal Stress Fbztr 0 Cb B Torsional Moment Mx 0 Combined Stress fcomb 13.695 Yield Strength 46 Bending Moment My 27.187 0 Skip Local Buckling Checks Bending Moment Mz 51.65 Basic Properties Section Type BOX Governing Equations Allowable Stresses Unity Ratios Axial Area 11.1 Critical Buckling (API) Fxcr Euler Stress F'ey 18.105 Tors. Constant J 170 Tension Allowable Fat (SEC D1) Euler Stress F'ez 18.105 Max. Unbraced Length Lc 14.946 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 36.791 Sect. Modulus Top Syt 26.5 Bending Compression Allow Fbyc (F 3 3) Compression Allowable Fac 17.872 Axial Component Ua 0.6 Sect. Modulus Bot Syb 26.5 Bending Tension Allow. Fbzt (F 3 3) Bending Tension Allow. Fbyt 36.791 Bending Component Uby 0.041 Sect. Modulus Lft Szl 26.5 Bending Compression Allow Fbzc (F 3 3) Bending Compression Allow Fbyc 36.791 Bending Component Ubz 0.078 Sect. Modulus Rht Szr 26.5 Shear Allowable Fvay (F 4 1) Bending Tension Allow. Fbzt 36.791 Shear Component Usy 0 Slenderness ratio Kl/ry 104.854 Shear Allowable Fvaz (F 4 1) Bending Compres. Allow Fbzc 36.791 Shear Component Usz 0 Slenderness ratio Kl/rz 104.854 Combined Unity Ratio Uc (H1 1) Shear Allowable Fvay 24.527 Combined Unity Ratio Uc 0.719 Col. Slenderness Ratio Cc 111.554 Shear Allowable Fvaz 24.527 Critical Unity Ratio Uc 0.719 Interaction Coefficient Cmy 0.6 Interaction Coefficient Cmz 0.6 Bending Coefficient Cb 1.75 47
48 Rig 1 ASD 89 SAP Brace Member 285, U.C Ratio = 0.719
49 Rig 1 LRFD 05 SAP Brace Member 285, U.C Ratio = 1.058
Rig 1 Detailed Design Results for Selected Members Beam Brace 50
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* 18 0 189.804 19.262 41.109 0.268 0.945 13.102 (H1 1) 1.0160 0.9530 0.0360 0.020 ASD 89 SCAD18 0 189.107 18.501 41.128 0.26 0.95 11.482 (H1 1) 1.0399 0.9500 0.0635 0.0264 ASD 05** SCAD18 0 189.107 18.501 41.128 0.26 0.95 11.482 (H1 1a) 1.0315 0.9261 0.0327 0.0727 ASD 05 SCAD18 0 193.827 28.402 39.381 0.703 0.953 26.752 (H1 1a) 1.0690 0.9492 0.0502 0.0696 LRFD 05 SCAD18 0 308.857 53.951 64.647 2.381 1.484 53.211 (H1 1a) 1.1458 1.0063 0.0634 0.0011 * 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
Rig 1 ASD 89 StruCAD Member 274, U.C Ratio = 1.016 Member No. 274 124 128 Joint Thickness 0 Actual Stresses GRUP T6U Slenderness coeff. Ky 1 Axial Stress fa 23.491 Section TS6X6X3/8 Slenderness coeff. Kz 0.9 Bending Stress Top fbyt 1.389 Total Length 7.443 Effective Length Ly 9.1 Bending Stress Bot fbyb 1.389 Load Case 18 Effective Length Lz 7 Bending Stress Lft fbzl 2.958 Distance 0 Brace Spacing 7.443 Bending Stress Rht fbzr 2.958 Segment 1 Tub. Mod. / Stiff. Spacing 7.443 Shear Stress fvy 0.21 Design Code SA9 Shear Stress fvz 0.059 Forces & Moments Tors. Shear Stress fvyt 0.552 Amod 1 Axial Force Fx 189.804 Tors. Shear Stress fvzt 0.552 Cmy C Shear Force Fy 0.945 Combined Shear Stress fv 0.762 Cmz C Shear Force Fz 0.268 Warping Normal Stress Fbztr 0 Cb B Torsional Moment Mx 13.102 Combined Stress fcomb 27.838 Yield Strength 50 Bending Moment My 19.262 0 Skip Local Buckling Checks Bending Moment Mz 41.019 Basic Properties Section Type BOX Governing Equations Allowable Stresses Unity Ratios Axial Area 8.08 Critical Buckling (API) Fxcr Euler Stress F'ey 64.529 Tors. Constant J 68.5 Tension Allowable Fat (SEC D1) Euler Stress F'ez 134.635 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 13.867 Bending Compression Allow Fbyc (F 3 1) Compression Allowable Fac 24.643 Axial Component Ua 0.953 Sect. Modulus Bot Syb 13.867 Bending Tension Allow. Fbzt (F 3 1) Bending Tension Allow. Fbyt 33 Bending Component Uby 0.036 Sect. Modulus Lft Szl 13.867 Bending Compression Allow Fbzc (F 3 1) Bending Compression Allow Fbyc 33 Bending Component Ubz 0.026 Sect. Modulus Rht Szr 13.867 Shear Allowable Fvay (F 4 1) Bending Tension Allow. Fbzt 33 Shear Component Usy 0.038 Slenderness ratio Kl/ry 48.106 Shear Allowable Fvaz (F 4 1) Bending Compres. Allow Fbzc 33 Shear Component Usz 0.031 Slenderness ratio Kl/rz 33.304 Combined Unity Ratio Uc (H1 1) Shear Allowable Fvay 20 Combined Unity Ratio Uc 1.016 Col. Slenderness Ratio Cc 106.999 Shear Allowable Fvaz 20 Critical Unity Ratio Uc 1.016 Interaction Coefficient Cmy 0.548 Interaction Coefficient Cmz 0.24 Bending Coefficient Cb 1.892 52
53 Rig 1 ASD 89 SAP Member 274, U.C Ratio = 0.182
54 Rig 1 LRFD 05 SAP Member 274, U.C Ratio =1.146
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) 246 55
Rig 3 1500 kip Hook Load Single Derrick Rig 3 Rig 3 Beams 949 Rig 3 Braces 231 Rig 3 s 246 56
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 1.34 1.06 21.18% Average UC 0.28 0.26 8.02% Brace ASD 89 LRFD 05 % change 2 0 1.18 1.00 15.05% 0.53 0.48 8.97% ASD 89 LRFD 05 % change 8 34 1.26 1.37 8.59% 0.41 0.47 15.67% 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 1.6 3. 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
ASD 89 14 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 1.063 4 SCAD95 1.056 5 SCAD93A 1.015 6 SCAD95 0.974 8 SCAD93 0.976 10 SCAD95 0.829 11 SCAD95A 0.917 12 SCAD53 1.016 13 SCAD93A 0.859 14 SCAD55 0.877 15 SCAD53 0.983 17 SCAD55 0.907 18 SCAD55 0.905 21 SCAD65 0.729 22 SCAD55 0.858 23 SCAD55 0.856 24 SCAD55 1.002 68 SCAD95 1.177 463 SCAD93 1.146 948 SCAD55 1.001 962 SCAD53 0.849 963 SCAD53 0.904 964 SCAD64 0.833 965 SCAD64 0.939 975 SCAD53 0.718 990 SCAD62 0.767 994 SCAD62 0.711 1009 SCAD53 0.899 1010 SCAD53 0.796 1011 SCAD55 0.921 1012 SCAD55 0.803 1013 SCAD53 1.032 1015 SCAD65 0.982 1021 SCAD65 0.806 1022 SCAD63 0.899 1023 SCAD55 0.953 1080 SCAD64 1.074 1468 SCAD64 1.264 1484 SCAD51 1.214 1485 SCAD57 1.005 1486 SCAD51 1.340 Member No Load Comb Unity Ratio 3 SCAD83A 0.969 4 SCAD85 1.250 5 SCAD83A 1.043 6 SCAD85 1.171 8 SCAD83 1.206 10 SCAD85 1.101 11 SCAD85A 1.229 12 SCAD53 1.059 13 SCAD83A 1.188 14 SCAD85A 1.175 15 SCAD53 1.034 17 SCAD55 1.262 18 SCAD55 1.118 21 SCAD65 1.017 22 SCAD55 1.103 23 SCAD85A 1.178 24 SCAD55 1.230 68 SCAD75 0.919 463 SCAD83 1.056 948 SCAD55 1.322 962 SCAD53 1.121 963 SCAD52 1.001 964 SCAD54 1.087 965 SCAD54 1.022 975 SCAD53 1.018 990 SCAD57 1.039 994 SCAD57 1.128 1009 SCAD53 1.021 1010 SCAD53 1.004 1011 SCAD65 1.240 1012 SCAD55 1.223 1013 SCAD53 1.363 1015 SCAD65 1.373 1021 SCAD65 1.199 1022 SCAD63 1.014 1023 SCAD55 1.239 1024 SCAD94 0.013 1025 SCAD74 0.403 1026 SCAD77A 0.333 1027 SCAD70 0.522 1028 SCAD70 0.617 LRFD 05 35 members with UR > 1.0 Without 1/3 rd Stress Increase for Expected and Unexpected Storm
Rig 3 Detailed Design Results for Selected Members 59
Rig 3 Detailed Design Results for Selected Members Beam Brace 60
Rig 3 Detailed Design Results Members Rig 3 Beams Member # 796 Rig 3 Brace Member # 87 Rig 3 Member # 15 61
Rig 3 Detailed Design Results for Selected Members Beam Brace 62
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* 64 168.936 66.906 128.458 14.609 0.938 0.023 0.002 (H1 1) 0.777 0.651 0.070 0.056 ASD 89 SCAD64 168.936 67.097 125.073 14.867 0.907 0.021 0.002 (H1 1) 0.957 0.654 0.136 0.167 LRFD 05 SCAD64 168.936 100.348 141.183 21.329 0.958 0.173 0.001 (H1 1a) 0.752 0.646 0.059 0.047 * 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
Rig 3 ASD 89 StruCAD Beam Member 796, U.C Ratio = 0.777 Member No. 796 135 92 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 3.055 Total Length 14.08 Effective Length Ly 28.156 Bending Stress Bot fbyb 3.055 Load Case 64 Effective Length Lz 14.078 Bending Stress Lft fbzl 2.508 Distance 14.078 Brace Spacing 14.078 Bending Stress Rht fbzr 2.508 Segment 1 Tub. Mod. / Stiff. Spacing 14.078 Shear Stress fvy 0.007 Design Code SA9 Shear Stress fvz 0.251 Forces & Moments Tors. Shear Stress fvyt 0 Amod 1 Axial Force Fx 66.906 Tors. Shear Stress fvzt 0 Cmy C Shear Force Fy 0.023 Combined Shear Stress fv 0.251 Cmz C Shear Force Fz 0.938 Warping Normal Stress Fbztr 0.003 Cb B Torsional Moment Mx 0.002 Combined Stress fcomb 13.126 Yield Strength 50 Bending Moment My 128.458 0 Skip Local Buckling Checks Bending Moment Mz 14.609 Basic Properties Section Type WF Governing Equations Allowable Stresses Unity Ratios Axial Area 8.85 Critical Buckling (API) Fxcr Euler Stress F'ey 42.949 Tors. Constant J 0.38 Tension Allowable Fat (SEC D1) Euler Stress F'ez 11.617 Max. Unbraced Length Lc 6.028 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 42.052 Bending Compression Allow Fbyc (F 1 6) Compression Allowable Fac 11.617 Axial Component Ua 0.651 Sect. Modulus Bot Syb 42.052 Bending Tension Allow. Fbzt (F 2 1) Bending Tension Allow. Fbyt 30 Bending Component Uby 0.07 Sect. Modulus Lft Szl 5.825 Bending Compression Allow Fbzc (F 2 1) Bending Compression Allow Fbyc 26.756 Bending Component Ubz 0.056 Sect. Modulus Rht Szr 5.825 Shear Allowable Fvay (F 4 1) Bending Tension Allow. Fbzt 37.5 Shear Component Usy 0 Slenderness ratio Kl/ry 58.965 Shear Allowable Fvaz (F 4 1) Bending Compres. Allow Fbzc 37.5 Shear Component Usz 0.013 Slenderness ratio Kl/rz 113.38 Combined Unity Ratio Uc (H1 1) Shear Allowable Fvay 20 Combined Unity Ratio Uc 0.777 Col. Slenderness Ratio Cc 106.999 Shear Allowable Fvaz 20 Critical Unity Ratio Uc 0.777 Interaction Coefficient Cmy 0.506 Interaction Coefficient Cmz 0.294 Bending Coefficient Cb 2.012 64
65 Rig 3 ASD 89 SAP Beam Member 796, U.C Ratio = 0.957
66 Rig 1 LRFD 05 SAP Beam Member 796, U.C Ratio = 0.752
Rig 3 Detailed Design Results for Selected Members Beam Brace 67
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* 90 184.391 174.145 168.961 15.378 0.967 0.093 0.046 (H1 1) 0.680 0.624 0.030 0.026 ASD 89 SCAD90 138.293 174.681 126.475 18.318 1.004 0.069 0.034 (H1 1) 0.690 0.629 0.022 0.039 LRFD 05 SCAD90 138.293 176.267 145.398 19.563 1.203 0.238 0.043 (H1 1a) 0.598 0.558 0.028 0.012 * 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
Rig 3 ASD 89 StruCAD Brace Member 87, U.C Ratio = 0.680 Member No. 87 140 68 Joint Thickness 0 Actual Stresses GRUP B4S Slenderness coeff. Ky 1 Axial Stress fa 9.729 Section W14X61 Slenderness coeff. Kz 1 Bending Stress Top fbyt 1.833 Total Length 23.05 Effective Length Ly 23.049 Bending Stress Bot fbyb 1.833 Load Case 90 Effective Length Lz 23.049 Bending Stress Lft fbzl 0.718 Distance 15.3659 Brace Spacing 23.049 Bending Stress Rht fbzr 0.718 Segment 1 Tub. Mod. / Stiff. Spacing 23.049 Shear Stress fvy 0.011 Design Code SA9 Shear Stress fvz 0.186 Forces & Moments Tors. Shear Stress fvyt 0.009 Amod 1.33 Axial Force Fx 174.145 Tors. Shear Stress fvzt 0.005 Cmy C Shear Force Fy 0.093 Combined Shear Stress fv 0.191 Cmz C Shear Force Fz 0.967 Warping Normal Stress Fbztr 0.005 Cb B Torsional Moment Mx 0.046 Combined Stress fcomb 12.276 Yield Strength 50 Bending Moment My 168.961 0 Skip Local Buckling Checks Bending Moment Mz 15.378 Basic Properties Section Type WF Governing Equations Allowable Stresses Unity Ratios Axial Area 17.9 Critical Buckling (API) Fxcr Euler Stress F'ey 92.842 Tors. Constant J 2.2 Tension Allowable Fat (SEC D1) Euler Stress F'ez 15.584 Max. Unbraced Length Lc 8.952 Compression Allowable Fac (E 2 2) Critical Buckling (API) Fxcr 0 Max. Unbraced Length Lu 15.471 Bending Tension Allow. Fbyt (F 1 5) Tension Allowable Fat 39.9 Sect. Modulus Top Syt 92.153 Bending Compression Allow Fbyc (F 1 6) Compression Allowable Fac 15.584 Axial Component Ua 0.624 Sect. Modulus Bot Syb 92.153 Bending Tension Allow. Fbzt (F 2 1) Bending Tension Allow. Fbyt 39.9 Bending Component Uby 0.03 Sect. Modulus Lft Szl 21.411 Bending Compression Allow Fbzc (F 2 1) Bending Compression Allow Fbyc 39.9 Bending Component Ubz 0.026 Sect. Modulus Rht Szr 21.411 Shear Allowable Fvay (F 4 1) Bending Tension Allow. Fbzt 49.875 Shear Component Usy 0.001 Slenderness ratio Kl/ry 46.252 Shear Allowable Fvaz (F 4 1) Bending Compres. Allow Fbzc 49.875 Shear Component Usz 0.007 Slenderness ratio Kl/rz 112.892 Combined Unity Ratio Uc (H1 1) Shear Allowable Fvay 26.6 Combined Unity Ratio Uc 0.68 Col. Slenderness Ratio Cc 106.999 Shear Allowable Fvaz 26.6 Critical Unity Ratio Uc 0.68 Interaction Coefficient Cmy 0.585 Interaction Coefficient Cmz 0.671 Bending Coefficient Cb 1.789 69
70 Rig 3 ASD 89 SAP Brace Member 87, U.C Ratio = 0.690
71 Rig 3 LRFD 05 SAP Brace Member 87, U.C Ratio = 0.598
Rig 3 Detailed Design Results for Selected Members Beam Brace 72
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* 53 0 841.632 273.164 72.421 3.027 0.34 0.247 (H1 1) 0.942 0.893 0.013 0.036 ASD 89 SCAD53 0 841.630 155.783 136.703 0.660 1.745 0.252 (H1 1) 0.983 0.892 0.024 0.066 LRFD 05 SCAD53 0 1217.513 229.648 193.919 0.161 1.446 0.363 (H1 1a) 1.034 0.978 0.023 0.034 * 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
Rig 3 ASD 89 StruCAD Member 15, U.C Ratio = 0.942 Member No. 15 66 70 Joint Thickness 0 Actual Stresses GRUP 1LG Slenderness coeff. Ky 1 Axial Stress fa 23.842 Section W14X120 Slenderness coeff. Kz 1 Bending Stress Top fbyt 1.433 Total Length 15 Effective Length Ly 15 Bending Stress Bot fbyb 1.433 Load Case 53 Effective Length Lz 15 Bending Stress Lft fbzl 1.073 Distance 0 Brace Spacing 15 Bending Stress Rht fbzr 1.073 Segment 1 Tub. Mod. / Stiff. Spacing 15 Shear Stress fvy 0.018 Design Code SA9 Shear Stress fvz 0.354 Forces & Moments Tors. Shear Stress fvyt 0.002 Amod 1 Axial Force Fx 841.632 Tors. Shear Stress fvzt 0 Cmy C Shear Force Fy 0.34 Combined Shear Stress fv 0.354 Cmz C Shear Force Fz 3.027 Warping Normal Stress Fbztr 0.034 Cb B Torsional Moment Mx 0.247 Combined Stress fcomb 26.314 Yield Strength 55 Bending Moment My 273.164 0 Skip Local Buckling Checks Bending Moment Mz 72.421 Basic Properties Section Type WF Governing Equations Allowable Stresses Unity Ratios Axial Area 35.3 Critical Buckling (API) Fxcr Euler Stress F'ey 179.463 Tors. Constant J 9.37 Tension Allowable Fat (SEC D1) Euler Stress F'ez 64.469 Max. Unbraced Length Lc 12.528 Compression Allowable Fac (E 2 1) Critical Buckling (API) Fxcr 0 Max. Unbraced Length Lu 28.859 Bending Tension Allow. Fbyt (F 1 5) Tension Allowable Fat 33 Sect. Modulus Top Syt 190.608 Bending Compression Allow Fbyc (F 1 8) Compression Allowable Fac 26.704 Axial Component Ua 0.893 Sect. Modulus Bot Syb 190.608 Bending Tension Allow. Fbzt (F 2 1) Bending Tension Allow. Fbyt 33 Bending Component Uby 0.013 Sect. Modulus Lft Szl 67.485 Bending Compression Allow Fbzc (F 2 1) Bending Compression Allow Fbyc 33 Bending Component Ubz 0.036 Sect. Modulus Rht Szr 67.485 Shear Allowable Fvay (F 4 1) Bending Tension Allow. Fbzt 41.25 Shear Component Usy 0.001 Slenderness ratio Kl/ry 28.846 Shear Allowable Fvaz (F 4 1) Bending Compres. Allow Fbzc 41.25 Shear Component Usz 0.016 Slenderness ratio Kl/rz 48.128 Combined Unity Ratio Uc (H1 1) Shear Allowable Fvay 22 Combined Unity Ratio Uc 0.942 Col. Slenderness Ratio Cc 102.019 Shear Allowable Fvaz 22 Critical Unity Ratio Uc 0.942 Interaction Coefficient Cmy 0.251 Interaction Coefficient Cmz 0.848 Bending Coefficient Cb 2.3 74
75 Rig 3 ASD 89 SAP Member 15, U.C Ratio = 0.983
76 Rig 3 LRFD 05 SAP Member 15, U.C Ratio =1.034
Contact Information Mike Effenberger, mike.effenberger@stress.com Sathish Ramamoorthy, sathish.ramamoorthy@stress.com Stress Engineering Services 13800 Westfair East Drive Houston, Texas 77041 Phone: (281) 955 2900 Fax: (281) 955 2638 www.stress.com 77