Steel Connection Design by Inelastic Analysis

Introduction xi

1 Connection Design 1

1.1 Design Models 1

1.2 Traditional Design Methods 1

1.3 Past and Present Numerical Design Calculations 2

1.4 Validation and Verification 9

1.5 Benchmark Cases 12

1.6 Numerical Experiments 12

1.7 Experimental Validation 13

References 14

2 The Component-Based Finite Element Method 17

2.1 Material Model 17

2.2 Plate Model and Mesh Convergence 17

2.2.1 Plate Model 17

2.2.2 Mesh Convergence 19

2.3 Contacts 24

2.4 Welds 24

2.4.1 Direct Connection of Plates 24

2.4.2 Weld with Plastic Redistribution of Stress 25

2.4.3 Weld Deformation Capacity 25

2.5 Bolts 27

2.5.1 Tension 27

2.5.2 Shear 28

2.6 Interaction of Shear and Tension in a Bolt 29

2.7 High-Strength Bolts in Slip-Critical Connections 31

2.8 Anchor Bolts 32

2.8.1 Description 32

2.8.2 Anchor Bolts with Stand-Off 33

2.9 Concrete Block 33

2.9.1 Design Model 33

2.9.2 Resistance 33

2.9.3 Concrete in Compression Stiffness 34

2.10 Local Buckling of Compressed Internal Plates 35

2.11 Moment-Rotation Relation 38

2.12 Bending Stiffness 41

2.13 Deformation Capacity 43

2.14 Connection Model in Global Analyses 45

References 49

3 Welded Connection 51

3.1 Fillet Weld in a Lap Joint 51

3.1.1 Description 51

3.1.2 Analytical Model 51

3.1.3 Numerical Model 53

3.1.4 Verification of Strength 54

3.1.5 Benchmark Example 55

3.2 Fillet Weld in a Cleat Connection 57

3.2.1 Description 57

3.2.2 Investigated Cases 57

3.2.3 Verification of Strength 57

3.2.4 Benchmark Example 58

3.3 Fillet Weld of a Shear Tab 60

3.3.1 Description 60

3.3.2 Investigated Cases 60

3.3.3 Comparison of Strength 60

3.3.4 Benchmark Example 61

Reference 63

4 T-Stub Connections 65

4.1 Description 65

4.2 Slip-Critical Connections 65

4.3 Prying Action 67

4.4 Prying of the T-Stub 69

4.5 Prying of the Beam Flange 72

4.6 Summary 75

References 75

5 Beam-Over-Column Connections 77

5.1 Description 77

5.2 HSS Column Local Yielding and Crippling 78

5.3 Beam Web Local Yielding and Crippling 80

5.4 Axial Compression/Bending Moment Interaction 84

5.5 Summary 86

References 86

6 Base Plate Connections 87

6.1 Description 87

6.2 Concentric Axial Compressive Load 88

6.3 Shear Load 97

6.4 Combined Axial Compressive Load and Moment 100

6.5 Summary 102

References 103

7 Bracket Plate Connections 105

7.1 Description 105

7.2 Bolted Bracket Plate Connections 105

7.3 Bolt Shear Rupture 107

7.4 Additional Bolt Groups 108

7.5 Tearout 110

7.6 Slip Critical 111

7.7 Welded Bracket Plate Connections 111

7.8 Summary 113

References 114

8 Single Plate Shear Connections 115

8.1 Description 115

8.2 Bolt Group Strength 116

8.3 Plate Thickness 118

8.4 Other Framing Configurations 121

8.5 Location of the Point of Zero Moment 123

8.6 Stiffness Analysis 126

8.7 Summary 127

References 127

9 Extended End-Plate Moment Connections 129

9.1 Description 129

9.2 End-Plate Thickness 130

9.3 Vertical Bolt Spacing 137

9.4 Capacity Design 138

9.5 Summary 141

References 141

10 Bolted Wide Flange Splice Connections 143

10.1 Description 143

10.2 Axial Loading 144

10.3 Axial Loading with Unequal Column Depths 149

10.4 Combined Axial and Major-Axis Flexure Loading 152

10.5 Summary 154

References 154

11 Temporary Splice Connection 155

11.1 Introduction 155

11.2 Axial Load 156

11.3 Bending Moments 160

11.4 Shear Along the z-Axis 162

11.5 Shear Along the y-Axis 165

11.6 Torsion 167

11.7 Summary 168

References 169

12 Vertical Bracing Connections 171

12.1 Introduction 171

12.2 Verification Examples 172

12.3 Connection Design Capabilities of Software for HSS 175

12.4 Summary 177

References 177

13 HSS Square Braces Welded to Gusset Plates in a Concentrically Braced Frame 179

13.1 Problem Description 179

13.2 Verification of Resistance as Per AISC 179

13.3 Resistance by CBFEM 179

13.3.1 Limit States (AISC and CBFEM) 182

13.3.2 Parametric Study 195

13.4 Summary 198

Appendix 199

References 210

14 HSS Circular Braces Welded to a Gusset Plate in a Chevron Concentrically Braced Frame 211

14.1 Problem Description 211

14.2 Verification of Resistance as Per AISC 211

14.3 Resistance by CBFEM 213

14.4 Parametric Study 216

14.5 Summary 219

Appendix 220

References 229

15 Wide Flange Brace Bolted to a Gusset Plate in a Concentrically Braced Frame 231

15.1 Problem Description 231

15.2 Verification of Resistance as Per AISC 231

15.3 Verification of Resistance as Per CBFEM 231

15.4 Parametric Study 234

15.5 Summary 242

Appendix 243

References 262

16 Double Angle Brace Bolted to a Gusset Plate in a Concentrically Braced Frame 263

16.1 Problem Description 263

16.2 Verification of Resistance as Per AISC 263

16.3 Verification of Resistance as Per CBFEM 263

16.4 Resistance by CBFEM 267

16.5 Summary 273

Appendix 274

References 292

17 Double Web-Angle (DWA) Connections 293

17.1 Description 293

17.2 The Experimental Study 293

17.2.1 Instrumentation 294

17.3 Code Design Calculations and Comparisons 299

17.3.1 LRFD Design Strength Capacities of Four Test Specimens 300

17.3.2 LRFD Design Strength Capacities of Six Additional Connection Models 301

17.3.3 Calculated ASD Design Strength Capacities 302

17.4 IDEA StatiCa Analysis 303

17.5 ABAQUS Modeling and Analysis 304

17.6 Results Comparison 308

17.6.1 Comparison of IDEA StatiCa and AISC Design Strength Capacities 308

17.6.2 Comparison of IDEA StatiCa and ABAQUS Results 310

17.7 Summary 313

References 313

18 Top- and Seat-Angle with Double Web-Angle (TSADWA) Connections 315

18.1 Description 315

18.2 Experimental Study on TSADWA Connections 315

18.3 Code Design Calculations and Comparisons 317

18.3.1 Design Strength Capacity of Double Web-Angles 318

18.3.2 Design Strength Capacity of the Top- and Bottom Seat-Angles 322

18.3.3 ASD Design Strength Capacities of Test No. 14S1 324

18.4 IDEA StatiCa Analysis 324

18.4.1 Moment Capacity Analysis Using IDEA StatiCa 324

18.4.2 Moment-Rotation Analysis 327

18.5 ABAQUS Analysis 328

18.6 Results Comparison 331

18.6.1 Comparison of Connection Capacities from IDEA StatiCa Analysis, AISC Design Codes, and Experiments 331

18.6.2 Comparison of IDEA StatiCa and ABAQUS Results 332

18.7 Summary 335

References 336

19 Bolted Flange Plate (BFP) Moment Connections 337

19.1 Description 337

19.2 Experimental Study on BFP Moment Connections 337

19.3 Code Design Calculations and Comparisons 340

19.3.1 Design Strength Capacity of Single Web Plates 341

19.3.2 Design Strength Capacity of Flange Plates 343

19.3.3 Calculated ASD Design Strength Capacities of Test No. BFP 344

19.4 IDEA StatiCa Analysis 344

19.4.1 Moment Capacity Analysis Using IDEA StatiCa 344

19.4.2 Moment-Rotation Analysis 345

19.5 ABAQUS Analysis 349

19.6 Results Comparison 351

19.6.1 Comparison of IDEA StatiCa Analysis Data, AISC Design Strengths, and Test Data 351

19.6.2 Comparison of IDEA StatiCa and ABAQUS Results 353

19.7 Summary 355

References 356

20 Conclusion 357

References 358

Disclaimer 359

Terms and symbols 361

Index 363