Denavit, Mark D., <br/><br/>
Steel connection design by inelastic analysis :  verification examples per AISC specification / 
Mark D. Denavit... [and 5 others] 
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<br/><br/>Table of Contents<br/>Introduction xi<br/><br/>1 Connection Design 1<br/><br/>1.1 Design Models 1<br/><br/>1.2 Traditional Design Methods 1<br/><br/>1.3 Past and Present Numerical Design Calculations 2<br/><br/>1.4 Validation and Verification 9<br/><br/>1.5 Benchmark Cases 12<br/><br/>1.6 Numerical Experiments 12<br/><br/>1.7 Experimental Validation 13<br/><br/>References 14<br/><br/>2 The Component-Based Finite Element Method 17<br/><br/>2.1 Material Model 17<br/><br/>2.2 Plate Model and Mesh Convergence 17<br/><br/>2.2.1 Plate Model 17<br/><br/>2.2.2 Mesh Convergence 19<br/><br/>2.3 Contacts 24<br/><br/>2.4 Welds 24<br/><br/>2.4.1 Direct Connection of Plates 24<br/><br/>2.4.2 Weld with Plastic Redistribution of Stress 25<br/><br/>2.4.3 Weld Deformation Capacity 25<br/><br/>2.5 Bolts 27<br/><br/>2.5.1 Tension 27<br/><br/>2.5.2 Shear 28<br/><br/>2.6 Interaction of Shear and Tension in a Bolt 29<br/><br/>2.7 High-Strength Bolts in Slip-Critical Connections 31<br/><br/>2.8 Anchor Bolts 32<br/><br/>2.8.1 Description 32<br/><br/>2.8.2 Anchor Bolts with Stand-Off 33<br/><br/>2.9 Concrete Block 33<br/><br/>2.9.1 Design Model 33<br/><br/>2.9.2 Resistance 33<br/><br/>2.9.3 Concrete in Compression Stiffness 34<br/><br/>2.10 Local Buckling of Compressed Internal Plates 35<br/><br/>2.11 Moment-Rotation Relation 38<br/><br/>2.12 Bending Stiffness 41<br/><br/>2.13 Deformation Capacity 43<br/><br/>2.14 Connection Model in Global Analyses 45<br/><br/>References 49<br/><br/>3 Welded Connection 51<br/><br/>3.1 Fillet Weld in a Lap Joint 51<br/><br/>3.1.1 Description 51<br/><br/>3.1.2 Analytical Model 51<br/><br/>3.1.3 Numerical Model 53<br/><br/>3.1.4 Verification of Strength 54<br/><br/>3.1.5 Benchmark Example 55<br/><br/>3.2 Fillet Weld in a Cleat Connection 57<br/><br/>3.2.1 Description 57<br/><br/>3.2.2 Investigated Cases 57<br/><br/>3.2.3 Verification of Strength 57<br/><br/>3.2.4 Benchmark Example 58<br/><br/>3.3 Fillet Weld of a Shear Tab 60<br/><br/>3.3.1 Description 60<br/><br/>3.3.2 Investigated Cases 60<br/><br/>3.3.3 Comparison of Strength 60<br/><br/>3.3.4 Benchmark Example 61<br/><br/>Reference 63<br/><br/>4 T-Stub Connections 65<br/><br/>4.1 Description 65<br/><br/>4.2 Slip-Critical Connections 65<br/><br/>4.3 Prying Action 67<br/><br/>4.4 Prying of the T-Stub 69<br/><br/>4.5 Prying of the Beam Flange 72<br/><br/>4.6 Summary 75<br/><br/>References 75<br/><br/>5 Beam-Over-Column Connections 77<br/><br/>5.1 Description 77<br/><br/>5.2 HSS Column Local Yielding and Crippling 78<br/><br/>5.3 Beam Web Local Yielding and Crippling 80<br/><br/>5.4 Axial Compression/Bending Moment Interaction 84<br/><br/>5.5 Summary 86<br/><br/>References 86<br/><br/>6 Base Plate Connections 87<br/><br/>6.1 Description 87<br/><br/>6.2 Concentric Axial Compressive Load 88<br/><br/>6.3 Shear Load 97<br/><br/>6.4 Combined Axial Compressive Load and Moment 100<br/><br/>6.5 Summary 102<br/><br/>References 103<br/><br/>7 Bracket Plate Connections 105<br/><br/>7.1 Description 105<br/><br/>7.2 Bolted Bracket Plate Connections 105<br/><br/>7.3 Bolt Shear Rupture 107<br/><br/>7.4 Additional Bolt Groups 108<br/><br/>7.5 Tearout 110<br/><br/>7.6 Slip Critical 111<br/><br/>7.7 Welded Bracket Plate Connections 111<br/><br/>7.8 Summary 113<br/><br/>References 114<br/><br/>8 Single Plate Shear Connections 115<br/><br/>8.1 Description 115<br/><br/>8.2 Bolt Group Strength 116<br/><br/>8.3 Plate Thickness 118<br/><br/>8.4 Other Framing Configurations 121<br/><br/>8.5 Location of the Point of Zero Moment 123<br/><br/>8.6 Stiffness Analysis 126<br/><br/>8.7 Summary 127<br/><br/>References 127<br/><br/>9 Extended End-Plate Moment Connections 129<br/><br/>9.1 Description 129<br/><br/>9.2 End-Plate Thickness 130<br/><br/>9.3 Vertical Bolt Spacing 137<br/><br/>9.4 Capacity Design 138<br/><br/>9.5 Summary 141<br/><br/>References 141<br/><br/>10 Bolted Wide Flange Splice Connections 143<br/><br/>10.1 Description 143<br/><br/>10.2 Axial Loading 144<br/><br/>10.3 Axial Loading with Unequal Column Depths 149<br/><br/>10.4 Combined Axial and Major-Axis Flexure Loading 152<br/><br/>10.5 Summary 154<br/><br/>References 154<br/><br/>11 Temporary Splice Connection 155<br/><br/>11.1 Introduction 155<br/><br/>11.2 Axial Load 156<br/><br/>11.3 Bending Moments 160<br/><br/>11.4 Shear Along the z-Axis 162<br/><br/>11.5 Shear Along the y-Axis 165<br/><br/>11.6 Torsion 167<br/><br/>11.7 Summary 168<br/><br/>References 169<br/><br/>12 Vertical Bracing Connections 171<br/><br/>12.1 Introduction 171<br/><br/>12.2 Verification Examples 172<br/><br/>12.3 Connection Design Capabilities of Software for HSS 175<br/><br/>12.4 Summary 177<br/><br/>References 177<br/><br/>13 HSS Square Braces Welded to Gusset Plates in a Concentrically Braced Frame 179<br/><br/>13.1 Problem Description 179<br/><br/>13.2 Verification of Resistance as Per AISC 179<br/><br/>13.3 Resistance by CBFEM 179<br/><br/>13.3.1 Limit States (AISC and CBFEM) 182<br/><br/>13.3.2 Parametric Study 195<br/><br/>13.4 Summary 198<br/><br/>Appendix 199<br/><br/>References 210<br/><br/>14 HSS Circular Braces Welded to a Gusset Plate in a Chevron Concentrically Braced Frame 211<br/><br/>14.1 Problem Description 211<br/><br/>14.2 Verification of Resistance as Per AISC 211<br/><br/>14.3 Resistance by CBFEM 213<br/><br/>14.4 Parametric Study 216<br/><br/>14.5 Summary 219<br/><br/>Appendix 220<br/><br/>References 229<br/><br/>15 Wide Flange Brace Bolted to a Gusset Plate in a Concentrically Braced Frame 231<br/><br/>15.1 Problem Description 231<br/><br/>15.2 Verification of Resistance as Per AISC 231<br/><br/>15.3 Verification of Resistance as Per CBFEM 231<br/><br/>15.4 Parametric Study 234<br/><br/>15.5 Summary 242<br/><br/>Appendix 243<br/><br/>References 262<br/><br/>16 Double Angle Brace Bolted to a Gusset Plate in a Concentrically Braced Frame 263<br/><br/>16.1 Problem Description 263<br/><br/>16.2 Verification of Resistance as Per AISC 263<br/><br/>16.3 Verification of Resistance as Per CBFEM 263<br/><br/>16.4 Resistance by CBFEM 267<br/><br/>16.5 Summary 273<br/><br/>Appendix 274<br/><br/>References 292<br/><br/>17 Double Web-Angle (DWA) Connections 293<br/><br/>17.1 Description 293<br/><br/>17.2 The Experimental Study 293<br/><br/>17.2.1 Instrumentation 294<br/><br/>17.3 Code Design Calculations and Comparisons 299<br/><br/>17.3.1 LRFD Design Strength Capacities of Four Test Specimens 300<br/><br/>17.3.2 LRFD Design Strength Capacities of Six Additional Connection Models 301<br/><br/>17.3.3 Calculated ASD Design Strength Capacities 302<br/><br/>17.4 IDEA StatiCa Analysis 303<br/><br/>17.5 ABAQUS Modeling and Analysis 304<br/><br/>17.6 Results Comparison 308<br/><br/>17.6.1 Comparison of IDEA StatiCa and AISC Design Strength Capacities 308<br/><br/>17.6.2 Comparison of IDEA StatiCa and ABAQUS Results 310<br/><br/>17.7 Summary 313<br/><br/>References 313<br/><br/>18 Top- and Seat-Angle with Double Web-Angle (TSADWA) Connections 315<br/><br/>18.1 Description 315<br/><br/>18.2 Experimental Study on TSADWA Connections 315<br/><br/>18.3 Code Design Calculations and Comparisons 317<br/><br/>18.3.1 Design Strength Capacity of Double Web-Angles 318<br/><br/>18.3.2 Design Strength Capacity of the Top- and Bottom Seat-Angles 322<br/><br/>18.3.3 ASD Design Strength Capacities of Test No. 14S1 324<br/><br/>18.4 IDEA StatiCa Analysis 324<br/><br/>18.4.1 Moment Capacity Analysis Using IDEA StatiCa 324<br/><br/>18.4.2 Moment-Rotation Analysis 327<br/><br/>18.5 ABAQUS Analysis 328<br/><br/>18.6 Results Comparison 331<br/><br/>18.6.1 Comparison of Connection Capacities from IDEA StatiCa Analysis, AISC Design Codes, and Experiments 331<br/><br/>18.6.2 Comparison of IDEA StatiCa and ABAQUS Results 332<br/><br/>18.7 Summary 335<br/><br/>References 336<br/><br/>19 Bolted Flange Plate (BFP) Moment Connections 337<br/><br/>19.1 Description 337<br/><br/>19.2 Experimental Study on BFP Moment Connections 337<br/><br/>19.3 Code Design Calculations and Comparisons 340<br/><br/>19.3.1 Design Strength Capacity of Single Web Plates 341<br/><br/>19.3.2 Design Strength Capacity of Flange Plates 343<br/><br/>19.3.3 Calculated ASD Design Strength Capacities of Test No. BFP 344<br/><br/>19.4 IDEA StatiCa Analysis 344<br/><br/>19.4.1 Moment Capacity Analysis Using IDEA StatiCa 344<br/><br/>19.4.2 Moment-Rotation Analysis 345<br/><br/>19.5 ABAQUS Analysis 349<br/><br/>19.6 Results Comparison 351<br/><br/>19.6.1 Comparison of IDEA StatiCa Analysis Data, AISC Design Strengths, and Test Data 351<br/><br/>19.6.2 Comparison of IDEA StatiCa and ABAQUS Results 353<br/><br/>19.7 Summary 355<br/><br/>References 356<br/><br/>20 Conclusion 357<br/><br/>References 358<br/><br/>Disclaimer 359<br/><br/>Terms and symbols 361<br/><br/>Index 363 
<br/><br/> Steel Connection Design by Inelastic Analysis covers the use of the finite element method in structural steel connection design. Verification with AISC 360 provisions is presented, focusing on the Component-Based Finite Element Method (CBFEM), a novel approach that provides the global behavior and verification of resistance for the design of structural steel connections. This method is essential for fast and practical design and evaluation of connections with different levels of geometry and complexity. Detailed modeling and verification examples with references to AISC and other relevant publications are included throughout the text, along with roughly 250 illustrations to aid in reader comprehension. Readers of this text will benefit from understanding at least the basics of structural design, ideally through civil, structural, or mechanical engineering programs of study. 
<br/><br/><br/>About the Author<br/>Mark Denavit is an Associate Professor in the Department of Civil and Environmental Engineering at the University of Tennessee, Knoxville, TN, USA.<br/><br/>Ali Nassiri is an Assistant Professor in the Department of Integrated Systems Engineering at the Ohio State University, Columbus, OH, USA.<br/><br/>Mustafa Mahamid is a Research Associate Professor at the University of Illinois at Chicago, IL, USA & an Associate Research Fellow at the Technion, Israel Institute of Technology, Haifa, Israel.<br/><br/>Martin Vild is a Product Owner at IDEA StatiCa and an Assistant Professor in Institute of Metal and Timber Structures at Brno University of Technology, Czech Republic.<br/><br/>František Wald is a Professor in Department of Steel and Timber Structures at the Czech Technical University in Prague, Czech Republic.<br/><br/>Halil Sezen is a Professor of Structural Engineering in the Department of Civil, Environmental and Geodetic Engineering at the Ohio State University, Columbus, OH, USA. 
<br/><br/><label>ISBN: </label>9781394222155  9781394222186 1394222181 9781394222179 1394222173 
<br/><br/><label>Subjects--Topical Terms: </label><br/>Steel.
<br/><br/><label>Index Terms--Genre/Form: </label><br/>Electronic books.
<br/><br/><label>LC Class. No.: </label>TA472  / .D46 2025 
<br/><br/><label>Dewey Class. No.: </label>620.1/7