AISI S100 2016 RA 2020 wS2
$21.45
AISI S100-16 (2020) w/S2-20, North American Specification for the Design of Cold-Formed Steel Structural Members (Reaffirmed 2020) With Supplement 2, 2020 Edition
| Published By | Publication Date | Number of Pages |
| AISI | 2016 | 505 |
None
PDF Catalog
| PDF Pages | PDF Title |
|---|---|
| 3 | DISCLAIMER |
| 4 | DEDICATION |
| 6 | PREFACE |
| 56 | A. GENERAL PROVISIONS A1 Scope, Applicability, and Definitions A1.1 Scope A1.2 Applicability |
| 57 | A1.3 Definitions |
| 63 | A1.4 Units of Symbols and Terms |
| 64 | A2 Referenced Specifications, Codes, and Standards |
| 67 | A2.1 Referenced Specifications, Codes, and Standards for United States and Mexico A2.2 Referenced Specifications, Codes, and Standards for Canada |
| 68 | A3 Material A3.1 Applicable Steels A3.1.1 Steels With a Specified Minimum Elongation of Ten Percent or Greater (Elongation ( 10%) |
| 70 | A3.1.2 Steels With a Specified Minimum Elongation From Three Percent to Less Than Ten Percent (3% ( Elongation ( 10%) A3.1.3 Steels With a Specified Minimum Elongation of Less Than Three Percent (Elongation ( 3%) |
| 72 | A3.2 Other Steels A3.2.1 Ductility Requirements of Other Steels |
| 73 | A3.2.1.1 Restrictions for Curtain Wall Studs A3.3 Yield Stress and Strength Increase From Cold Work of Forming A3.3.1 Yield Stress A3.3.2 Strength Increase From Cold Work of Forming |
| 75 | B. DESIGN REQUIREMENTS B1 General Provisions B2 Loads and Load Combinations B3 Design Basis B3.1 Required Strength [Effect Due to Factored Loads] |
| 76 | B3.2 Design for Strength B3.2.1 Allowable Strength Design (ASD) Requirements B3.2.2 Load and Resistance Factor Design (LRFD) Requirements B3.2.3 Limit States Design (LSD) Requirements |
| 77 | B3.3 Design for Structural Members B3.4 Design for Connections B3.4.1 Design for Anchorage to Concrete B3.5 Design for Stability B3.6 Design of Structural Assemblies and Systems B3.7 Design for Serviceability |
| 78 | B3.8 Design for Ponding B3.9 Design for Fatigue B3.10 Design for Corrosion Effects B4 Dimensional Limits and Considerations B4.1 Limitations for Use of the Effective Width Method or the Direct Strength Method |
| 80 | B4.2 Members Falling Outside the Applicability Limits B4.3 Shear Lag Effects—Short Spans Supporting Concentrated Loads |
| 81 | B5 Member Properties B6 Fabrication and Erection B7 Quality Control and Quality Assurance B7.1 Delivered Minimum Thickness B8 Evaluation of Existing Structures |
| 82 | C. DESIGN FOR STABILITY C1 Design for System Stability C1.1 Direct Analysis Method Using Rigorous Second-Order Elastic Analysis C1.1.1 Determination of Required Strengths C1.1.1.1 Analysis |
| 83 | C1.1.1.2 Consideration of Initial Imperfections |
| 84 | C1.1.1.3 Modification of Section Stiffness C1.1.2 Determination of Available Strengths [Factored Resistances] |
| 85 | C1.2 Direct Analysis Method Using Amplified First-Order Elastic Analysis C1.2.1 Determination of Required Strengths [Effects due to Factored Loads] C1.2.1.1 Analysis |
| 87 | C1.2.1.2 Consideration of Initial Imperfections C1.2.1.3 Modification of Section Stiffness C1.2.2 Determination of Available Strengths [Factored Resistances] C1.3 Effective Length Method |
| 88 | C1.3.1 Determination of Required Strengths [Effects of Factored Loads] C1.3.1.1 Analysis C1.3.1.2 Consideration of Initial Imperfections C1.3.2 Determination of Available Strengths [Factored Resistances] |
| 89 | C2 Member Bracing C2.1 Symmetrical Beams and Columns C2.2 C-Section and Z-Section Beams C2.2.1 Neither Flange Connected to Sheathing That Contributes to the Strength and Stability of the C- or Z-Section |
| 91 | C2.2.2 Flange Connected to Sheathing That Contributes to the Strength and Stability of the C- or Z-Section C2.3 Bracing of Axially Loaded Compression Members |
| 93 | D. MEMBERS IN TENSION D1 General Requirements D2 Yielding of Gross Section D3 Rupture of Net Section |
| 94 | E. MEMBERS IN COMPRESSION E1 General Requirements E2 Yielding and Global (Flexural, Flexural-Torsional, and Torsional) Buckling |
| 95 | E2.1 Sections Not Subject to Torsional or Flexural-Torsional Buckling E2.1.1 Closed-Box Sections E2.2 Doubly- or Singly-Symmetric Sections Subject to Torsional or Flexural-Torsional Buckling |
| 96 | E2.3 Point-Symmetric Sections E2.4 Non-Symmetric Sections |
| 97 | E2.5 Sections With Holes E3 Local Buckling Interacting With Yielding and Global Buckling E3.1 Effective Width Method E3.1.1 Members Without Holes |
| 98 | E3.1.1.1 Closed Cylindrical Tubular Sections E3.1.2 Members With Circular Holes E3.2 Direct Strength Method E3.2.1 Members Without Holes |
| 99 | E3.2.2 Members With Holes E4 Distortional Buckling E4.1 Members Without Holes |
| 100 | E4.2 Members With Holes |
| 101 | F. MEMBERS IN FLEXURE F1 General Requirements F2 Yielding and Global (Lateral-Torsional) Buckling F2.1 Initiation of Yielding Strength |
| 102 | F2.1.1 Singly- or Doubly- Symmetric Sections Bending About Symmetric Axis |
| 103 | F2.1.2 Singly-Symmetric Sections Bending About Centroidal Axis Perpendicular to Axis of Symmetry |
| 104 | F2.1.3 Point-Symmetric Sections F2.1.4 Closed-Box Sections |
| 105 | F2.1.5 Other Cross-Sections F2.2 Beams With Holes F2.3 Initiation of Yielding Strength for Closed Cylindrical Tubular Sections |
| 106 | F2.4 Inelastic Reserve Strength F2.4.1 Element-Based Method |
| 107 | F2.4.2 Direct Strength Method |
| 108 | F3 Local Buckling Interacting With Yielding and Global Buckling F3.1 Effective Width Method F3.1.1 Members Without Holes |
| 109 | F3.1.2 Members With Holes F3.1.3 Members Considering Inelastic Reserve Strength F3.2 Direct Strength Method F3.2.1 Members Without Holes F3.2.2 Members With Holes |
| 110 | F3.2.3 Members Considering Local Inelastic Reserve Strength F4 Distortional Buckling |
| 111 | F4.1 Members Without Holes F4.2 Members With Holes |
| 112 | F4.3 Members Considering Distortional Inelastic Reserve Strength F5 Stiffeners F5.1 Bearing Stiffeners |
| 113 | F5.2 Bearing Stiffeners in C-Section Flexural Members |
| 114 | F5.3 Nonconforming Stiffeners |
| 115 | G. MEMBERS IN SHEAR AND WEB CRIPPLING G1 General Requirements G2 Shear Strength of Webs Without Holes G2.1 Flexural Members Without Transverse Web Stiffeners |
| 116 | G2.2 Flexural Members With Transverse Web Stiffeners G2.3 Web Elastic Critical Shear Buckling Force, Vcr |
| 117 | G3 Shear Strength of C-Section Webs With Holes |
| 118 | G4 Transverse Web Stiffeners G4.1 Conforming Transverse Web Stiffeners |
| 119 | G4.2 Nonconforming Transverse Web Stiffeners G5 Web Crippling Strength of Webs Without Holes |
| 124 | G6 Web Crippling Strength of C-Section Webs With Holes |
| 125 | H. MEMBERS UNDER COMBINED FORCES H1 Combined Axial Load and Bending H1.1 Combined Tensile Axial Load and Bending |
| 126 | H1.2 Combined Compressive Axial Load and Bending H2 Combined Bending and Shear |
| 127 | H3 Combined Bending and Web Crippling |
| 129 | H4 Combined Bending and Torsional Loading |
| 131 | I. ASSEMBLIES AND SYSTEMS I1 Built-Up Sections I1.1 Flexural Members Composed of Two Back-to-Back C-Sections |
| 132 | I1.2 Compression Members Composed of Two Sections in Contact I1.3 Spacing of Connections in Cover-Plated Sections |
| 133 | I2 Floor, Roof, or Wall Steel Diaphragm Construction I3 Mixed Systems I4 Cold-Formed Steel Light-Frame Construction I4.1 All-Steel Design of Wall Stud Assemblies |
| 134 | I5 Special Bolted Moment Frame Systems I6 Metal Roof and Wall Systems I6.1 Member Strength: General Cross-Sections and System Connectivity I6.1.1 Compression Member Design I6.1.1.1 Flexural, Torsional, or Flexural-Torsional Buckling I6.1.1.2 Local Buckling |
| 135 | I6.1.1.3 Distortional Buckling I6.1.2 Flexural Member Design I6.1.2.1 Lateral-Torsional Buckling I6.1.2.2 Local Buckling I6.1.2.3 Distortional Buckling I6.1.3 Member Design for Combined Flexure and Torsion |
| 136 | I6.2 Member Strength: Specific Cross-Sections and System Connectivity I6.2.1 Flexural Members Having One Flange Through-Fastened to Deck or Sheathing |
| 137 | I6.2.2 Flexural Members Having One Flange Fastened to a Standing Seam Roof System I6.2.3 Compression Members Having One Flange Through-Fastened to Deck or Sheathing |
| 139 | I6.2.4 Z-Section Compression Members Having One Flange Fastened to a Standing Seam Roof I6.3 Standing Seam Roof Panel Systems I6.3.1 Strength of Standing Seam Roof Panel Systems |
| 140 | I6.4 Roof System Bracing and Anchorage I6.4.1 Anchorage of Bracing for Purlin Roof Systems Under Gravity Load With Top Flange Connected to Metal Sheathing |
| 144 | I6.4.2 Alternate Lateral and Stability Bracing for Purlin Roof Systems |
| 145 | I7 Rack Systems |
| 146 | J. CONNECTIONS AND JOINTS J1 General Provisions J2 Welded Connections J2.1 Groove Welds in Butt Joints |
| 147 | J2.2 Arc Spot Welds |
| 148 | J2.2.1 Minimum Edge and End Distance |
| 149 | J2.2.2 Shear J2.2.2.1 Shear Strength for Sheet(s) Welded to a Thicker Supporting Member |
| 150 | J2.2.2.2 Shear Strength for Sheet-to-Sheet Connections |
| 151 | J2.2.3 Tension |
| 152 | J2.2.4 Combined Shear and Tension on an Arc Spot Weld |
| 153 | J2.3 Arc Seam Welds J2.3.1 Minimum Edge and End Distance |
| 154 | J2.3.2 Shear J2.3.2.1 Shear Strength for Sheet(s) Welded to a Thicker Supporting Member J2.3.2.2 Shear Strength for Sheet-to-Sheet Connections |
| 155 | J2.4 Top Arc Seam Sidelap Welds J2.4.1 Shear Strength of Top Arc Seam Sidelap Welds |
| 157 | J2.5 Fillet Welds |
| 158 | J2.6 Flare Groove Welds |
| 161 | J2.7 Resistance Welds |
| 162 | J3 Bolted Connections |
| 164 | J3.1 Minimum Spacing |
| 165 | J3.2 Minimum Edge and End Distances J3.3 Bearing J3.3.1 Bearing Strength Without Consideration of Bolt Hole Deformation |
| 166 | J3.3.2 Bearing Strength With Consideration of Bolt Hole Deformation |
| 167 | J3.4 Shear and Tension in Bolts J4 Screw Connections J4.1 Minimum Spacing J4.2 Minimum Edge and End Distances |
| 168 | J4.3 Shear J4.3.1 Shear Strength Limited by Tilting and Bearing J4.3.2 Shear in Screws J4.4 Tension J4.4.1 Pull-Out Strength J4.4.2 Pull-Over Strength |
| 170 | J4.4.3 Tension in Screws J4.5 Combined Shear and Tension J4.5.1 Combined Shear and Pull-Over |
| 171 | J4.5.2 Combined Shear and Pull-Out J4.5.3 Combined Shear and Tension in Screws |
| 172 | J5 Power-Actuated Fastener (PAF) Connections |
| 173 | J5.1 Minimum Spacing, Edge and End Distances |
| 174 | J5.2 Power-Actuated Fasteners (PAFs) in Tension J5.2.1 Tension Strength of Power-Actuated Fasteners (PAFs) J5.2.2 Pull-Out Strength J5.2.3 Pull-Over Strength |
| 175 | J5.3 Power-Actuated Fasteners (PAFs) in Shear J5.3.1 Shear Strength of Power-Actuated Fasteners (PAFs) J5.3.2 Bearing and Tilting Strength |
| 176 | J5.3.3 Pull-Out Strength in Shear J5.3.4 Net Section Rupture Strength J5.3.5 Shear Strength Limited by Edge Distance J5.4 Combined Shear and Tension |
| 177 | J6 Rupture J6.1 Shear Rupture |
| 178 | J6.2 Tension Rupture |
| 179 | J6.3 Block Shear Rupture |
| 180 | J7 Connections to Other Materials J7.1 Strength of Connection to Other Materials J7.1.1 Bearing J7.1.2 Tension J7.1.3 Shear |
| 181 | K. STRENGTH FOR SPECIAL CASES K1 Test Standards |
| 182 | K2 Tests for Special Cases K2.1 Tests for Determining Structural Performance K2.1.1 Load and Resistance Factor Design and Limit States Design |
| 186 | K2.1.2 Allowable Strength Design |
| 187 | K2.2 Tests for Confirming Structural Performance K2.3 Tests for Determining Mechanical Properties K2.3.1 Full Section K2.3.2 Flat Elements of Formed Sections |
| 188 | K2.3.3 Virgin Steel |
| 189 | L. DESIGN FOR SERVICEABILITY L1 Serviceability Determination for the Effective Width Method L2 Serviceability Determination for the Direct Strength Method L3 Flange Curling |
| 190 | M. DESIGN FOR FATIGUE M1 General |
| 192 | M2 Calculation of Maximum Stresses and Stress Ranges |
| 193 | M3 Design Stress Range M4 Bolts and Threaded Parts M5 Special Fabrication Requirements |
| 196 | APPENDIX 1, EFFECTIVE WIDTH OF ELEMENTS 1.1 Effective Width of Uniformly Compressed Stiffened Elements |
| 197 | 1.1.1 Uniformly Compressed Stiffened Elements With Circular or Noncircular Holes |
| 199 | 1.1.2 Webs and Other Stiffened Elements Under Stress Gradient |
| 201 | 1.1.3 C-Section Webs With Holes Under Stress Gradient 1.1.4 Uniformly Compressed Elements Restrained by Intermittent Connections |
| 204 | 1.2 Effective Width of Unstiffened Elements 1.2.1 Uniformly Compressed Unstiffened Elements 1.2.2 Unstiffened Elements and Edge Stiffeners With Stress Gradient |
| 207 | 1.3 Effective Width of Uniformly Compressed Elements With a Simple Lip Edge Stiffener |
| 209 | 1.4 Effective Width of Stiffened Elements With Single or Multiple Intermediate Stiffeners or Edge-Stiffened Elements With Intermediate Stiffener(s) 1.4.1 Effective Width of Uniformly Compressed Stiffened Elements With Single or Multiple Intermediate Stiffeners |
| 210 | 1.4.1.1 Specific Case: Single or n Identical Stiffeners, Equally Spaced |
| 211 | 1.4.1.2 General Case: Arbitrary Stiffener Size, Location, and Number |
| 212 | 1.4.2 Edge-Stiffened Elements With Intermediate Stiffener(s) |
| 214 | APPENDIX 2, ELASTIC BUCKLING ANALYSIS OF MEMBERS 2.1 General Provisions |
| 215 | 2.2 Numerical Solutions 2.3 Analytical Solutions |
| 216 | 2.3.1 Members Subject to Compression 2.3.1.1 Global Buckling (Fcre, Pcre) |
| 217 | 2.3.1.2 Local Buckling (Fcr, Pcr) 2.3.1.3 Distortional Buckling (Fcrd, Pcrd) |
| 219 | 2.3.2 Members With Holes Subject to Compression 2.3.2.1 Global Buckling (Fcre, Pcre) for Members With Holes |
| 220 | 2.3.2.1.1 Sections With Holes Not Subject to Torsional or Flexural-Torsional Buckling |
| 221 | 2.3.2.1.2 Doubly- or Singly-Symmetric Sections (With Holes) Subject to Torsional or Flexural-Torsional Buckling 2.3.2.1.3 Point Symmetric Sections With Holes |
| 222 | 2.3.2.1.4 Non-Symmetric Sections With Holes 2.3.2.2 Local Buckling (Fcr, Pcr) for Members With Holes |
| 223 | 2.3.2.3 Distortional Buckling (Fcrd, Pcrd) for Members With Holes 2.3.3 Members Subject to Flexure 2.3.3.1 Global Buckling (Fcre, Mcre) 2.3.3.2 Local Buckling (Fcr, Mcr) |
| 224 | 2.3.3.3 Distortional Buckling (Fcrd, Mcrd) |
| 225 | 2.3.4 Members With Holes Subject to Flexure 2.3.4.1 Global Buckling (Fcre, Mcre) for Members With Holes 2.3.4.1.1 Singly- or Doubly- Symmetric Sections (With Holes) Bending About Symmetric Axis |
| 226 | 2.3.4.1.2 Point-Symmetric Sections (With Holes) 2.3.4.1.3 Closed-Boxed Section (With Holes) 2.3.4.2 Local Buckling (Fcr, Mcr) for Members With Holes 2.3.4.3 Distortional Buckling (Fcrd, Mcrd) for Members With Holes |
| 227 | 2.3.5 Shear Buckling (Vcr) |
| 232 | APPENDIX A, PROVISIONS APPLICABLE TO THE UNITED STATES AND MEXICO I6.2.2 Flexural Members Having One Flange Fastened to a Standing Seam Roof System I6.2.4 Z-Section Compression Members Having One Flange Fastened to a Standing Seam Roof |
| 233 | I6.3.1a Strength of Standing Seam Roof Panel Systems |
| 234 | J2a Welded Connections J3.4 Shear and Tension in Bolts |
| 240 | APPENDIX B, PROVISIONS APPLICABLE TO CANADA C2a Lateral and Stability Bracing C2.1 Symmetrical Beams and Columns C2.1.1 Discrete Bracing for Beams C2.1.2 Bracing by Deck, Slab, or Sheathing for Beams and Columns C2.2a C-Section and Z-Section Beams |
| 241 | C2.2.2 Discrete Bracing C2.2.3 One Flange Braced by Deck, Slab, or Sheathing C2.2.4 Both Flanges Braced by Deck, Slab, or Sheathing I2 Floor, Roof, or Wall Steel Diaphragm Construction I4 Cold-Formed Steel Light-Frame Construction I6a Metal Roof and Wall Systems I6.2.2 Flexural Members Having One Flange Fastened to a Standing Seam Roof System J2a Welded Connections |
| 242 | J3.4 Shear and Tension in Bolts |
| 243 | K2.1.1a Load and Resistance Factor Design and Limit States Design |
| 245 | DISCLAIMER |
| 246 | PREFACE |
| 256 | INTRODUCTION |
| 258 | A. GENERAL PROVISIONS A1 Scope, Applicability, and Definitions A1.1 Scope A1.2 Applicability |
| 259 | A1.3 Definitions |
| 264 | A1.4 Units of Symbols and Terms A2 Referenced Specifications, Codes, and Standards |
| 265 | A3 Material A3.1 Applicable Steels A3.1.1 Steels With a Specified Minimum Elongation of Ten Percent or Greater (Elongation ( 10%) |
| 266 | A3.1.2 Steels With a Specified Minimum Elongation From Three Percent to Less Than Ten Percent (3% ( Elongation < 10%) A3.1.3 Steels With a Specified Minimum Elongation of Less Than Three Percent (Elongation < 3%) |
| 267 | A3.2 Other Steels |
| 268 | A3.2.1 Ductility Requirements of Other Steels |
| 269 | A3.2.1.1 Restrictions for Curtain Wall Studs |
| 270 | A3.3 Yield Stress and Strength Increase From Cold Work of Forming A3.3.1 Yield Stress |
| 271 | A3.3.2 Strength Increase From Cold Work of Forming |
| 276 | B. DESIGN REQUIREMENTS B1 General Provisions B2 Loads and Load Combinations B3 Design Basis |
| 277 | B3.1 Required Strength [Effect Due to Factored Loads] B3.2 Design for Strength B3.2.1 Allowable Strength Design (ASD) Requirements B3.2.2 Load and Resistance Factor Design (LRFD) Requirements |
| 283 | B3.2.3 Limit States Design (LSD) Requirements |
| 284 | B3.3 Design of Structural Members |
| 285 | B3.4 Design of Connections B3.5 Design for Stability B3.6 Design of Structural Assemblies and Systems B3.7 Design for Serviceability |
| 286 | B3.8 Design for Ponding B3.9 Design for Fatigue B3.10 Design for Corrosion Effects |
| 287 | B4 Dimensional Limits and Considerations B4.1 Limitations for Use of the Effective Width Method or Direct Strength Method |
| 288 | B4.2 Members Falling Outside the Application Limits |
| 289 | B4.3 Shear Lag Effects — Short Spans Supporting Concentrated Loads |
| 290 | B5 Member Properties B6 Fabrication and Erection |
| 291 | B7 Quality Control and Quality Assurance B7.1 Delivered Minimum Thickness B8 Evaluation of Existing Structures |
| 292 | C. DESIGN FOR STABILITY C1 Design for System Stability |
| 293 | C1.1 Direct Analysis Method Using Rigorous Second-Order Elastic Analysis |
| 296 | C1.2 Direct Analysis Method Using Amplified First-Order Elastic Analysis |
| 297 | C1.3 Effective Length Method |
| 298 | C2 Member Bracing |
| 299 | C2.1 Symmetrical Beams and Columns C2.2 C-Section and Z-Section Beams C2.2.1 Neither Flange Connected to Sheathing That Contributes to the Strength and Stability of the Section |
| 305 | C2.2.2 Flange Connected to Sheathing That Contributes to the Strength and Stability of the C- or Z-Section |
| 306 | C2.3 Bracing of Axially Loaded Compression Members |
| 308 | D. MEMBERS IN TENSION D2 Yielding of Gross Section D3 Rupture of Net Section |
| 309 | E. MEMBERS IN COMPRESSION E1 General Requirements |
| 311 | E2 Yielding and Global (Flexural, Flexural-Torsional and Torsional) Buckling |
| 320 | E2.1 Sections Not Subject to Torsional or Flexural-Torsional Buckling |
| 321 | E2.1.1 Closed-Box Section E2.2 Doubly- or Singly-Symmetric Sections Subject to Torsional or Flexural-Torsional Buckling |
| 322 | E2.3 Point-Symmetric Sections E2.4 Non-Symmetric Sections E2.5 Sections With Holes E3 Local Buckling Interacting With Yielding and Global Buckling |
| 323 | E3.1 Effective Width Method |
| 324 | E3.1.1 Members Without Holes E3.1.1.1 Closed Cylindrical Tubular Sections |
| 327 | E3.1.2 Members With Circular Holes E3.2 Direct Strength Method E3.2.1 Members Without Holes E3.2.2 Members With Holes |
| 328 | E4 Distortional Buckling E4.1 Members Without Holes |
| 329 | E4.2 Members With Holes |
| 331 | F. MEMBERS IN FLEXURE F1 General Requirements |
| 334 | F2 Yielding and Global (Lateral-Torsional) Buckling F2.1 Initiation of Yielding Strength |
| 339 | F2.2 Beams With Holes |
| 340 | F2.3 Initiation of Yielding Strength [Resistance] for Closed Cylindrical Tubular Sections |
| 341 | F2.4 Inelastic Reserve Strength F2.4.1 Element-Based Method |
| 342 | F2.4.2 Direct Strength Method F3 Local Buckling Interacting With Yielding and Global Buckling F3.1 Effective Width Method |
| 345 | F3.1.1 Members Without Holes F3.1.2 Members With Holes F3.1.3 Members Considering Inelastic Reserve Strength F3.2 Direct Strength Method F3.2.1 Members Without Holes |
| 346 | F3.2.2 Members With Holes F3.2.3 Members Considering Local Inelastic Reserve Strength |
| 347 | F4 Distortional Buckling F4.1 Members Without Holes |
| 348 | F4.2 Members With Holes |
| 349 | F4.3 Members Considering Distortional Inelastic Reserve Strength F5 Stiffeners F5.1 Bearing Stiffeners |
| 350 | F5.2 Bearing Stiffeners in C-Section Flexural Members F5.3 Nonconforming Stiffeners |
| 351 | G. MEMBERS IN SHEAR AND WEB CRIPPLING G1 General Requirements G2 Shear Strength [Resistance] of Webs Without Holes G2.1 Flexural Members Without Transverse Web Stiffeners |
| 352 | G2.2 Flexural Members With Transverse Web Stiffeners G2.3 Web Elastic Critical Shear Buckling Force, Vcr G3 Shear Strength of C-Section Webs With Holes |
| 353 | G4 Transverse Web Stiffeners G4.1 Conforming Transverse Web Stiffeners G4.2 Nonconforming Transverse Web Stiffeners G5 Web Crippling Strength of Webs Without Holes |
| 360 | G6 Web Crippling Strength of C-Section Webs With Holes |
| 361 | H. MEMBERS UNDER COMBINED FORCES H1 Combined Axial Load and Bending H1.1 Combined Tensile Axial Load and Bending H1.2 Combined Compressive Axial Load and Bending |
| 363 | H2 Combined Bending and Shear |
| 365 | H3 Combined Bending and Web Crippling |
| 366 | H4 Combined Bending and Torsional Loading |
| 368 | I. ASSEMBLIES AND SYSTEMS I1 Built-Up Sections I1.1 Flexural Members Composed of Two Back-to-Back C-Sections |
| 369 | I1.2 Compression Members Composed of Two Sections in Contact |
| 370 | I1.3 Spacing of Connections in Cover-Plated Sections |
| 371 | I2 Floor, Roof, or Wall Steel Diaphragm Construction |
| 372 | I3 Mixed Systems I4 Cold-Formed Steel Light-Frame Construction |
| 373 | I4.1 All-Steel Design of Wall Stud Assemblies |
| 374 | I5 Special Bolted Moment Frame Systems I6 Metal Roof and Wall Systems I6.1 Member Strength: General Cross-Sections and System Connectivity |
| 375 | I6.2 Member Strength: Specific Cross-Sections and System Connectivity I6.2.1 Flexural Members Having One Flange Through-Fastened to Deck or Sheathing |
| 376 | I6.2.2 Flexural Members Having One Flange Fastened to a Standing Seam Roof System I6.2.3 Compression Members Having One Flange Through-Fastened to Deck or Sheathing |
| 377 | I6.2.4 Z-Section Compression Members Having One Flange Fastened to a Standing Seam Roof I6.3 Standing Seam Roof Panel Systems I6.3.1 Strength [Resistance] of Standing Seam Roof Panel Systems |
| 378 | I6.4 Roof System Bracing and Anchorage I6.4.1 Anchorage of Bracing for Purlin Roof Systems Under Gravity Load With Top Flange Connected to Metal Sheathing |
| 380 | I6.4.2 Alternative Lateral and Stability Bracing for Purlin Roof Systems I7 Rack Systems |
| 382 | J. CONNECTIONS AND JOINTS J1 General Provisions J2 Welded Connections |
| 383 | J2.1 Groove Welds in Butt Joints J2.2 Arc Spot Welds |
| 384 | J2.2.1 Minimum Edge and End Distance J2.2.2 Shear J2.2.2.1 Shear Strength for Sheet(s) Welded to a Thicker Supporting Member |
| 385 | J2.2.2.2 Shear Strength for Sheet-to-Sheet Connections J2.2.3 Tension |
| 386 | J2.2.4 Combined Shear and Tension on an Arc Spot Weld J2.3 Arc Seam Welds J2.3.2 Shear J2.3.2.1 Shear Strength for Sheet(s) Welded to a Thicker Supporting Member |
| 387 | J2.3.2.2 Shear Strength for Sheet-to-Sheet Connections J2.4 Top Arc Seam Sidelap Welds J2.4.1 Shear Strength of Top Arc Seam Sidelap Welds |
| 388 | J2.5 Fillet Welds |
| 389 | J2.6 Flare Groove Welds |
| 390 | J2.7 Resistance Welds J3 Bolted Connections |
| 392 | J3.3 Bearing J3.3.1 Bearing Strength Without Consideration of Bolt Hole Deformation |
| 393 | J3.3.2 Bearing Strength With Consideration of Bolt Hole Deformation J3.4 Shear and Tension in Bolts J4 Screw Connections |
| 394 | J4.1 Minimum Spacing J4.2 Minimum Edge and End Distances |
| 395 | J4.3 Shear J4.3.1 Shear Strength [Resistance] Limited by Tilting and Bearing J4.3.2 Shear in Screws |
| 396 | J4.4 Tension J4.4.1 Pull-Out Strength J4.4.2 Pull-Over Strength |
| 397 | J4.4.3 Tension in Screws J4.5 Combined Shear and Tension J4.5.1 Combined Shear and Pull-Over |
| 398 | J4.5.2 Combined Shear and Pull-Out J4.5.3 Combined Shear and Tension in Screws J5 Power-Actuated Fastener (PAF) Connections J5.1 Minimum Spacing, Edge and End Distances |
| 399 | J5.2 Power-Actuated Fasteners (PAFs) in Tension J5.2.1 Tension Strength of Power-Actuated Fasteners (PAFs) J5.2.2 Pull-Out Strength |
| 400 | J5.2.3 Pull-Over Strength J5.3 Power-Actuated Fasteners (PAFs) in Shear J5.3.1 Shear Strength of Power-Actuated Fasteners (PAFs) |
| 401 | J5.3.2 Bearing and Tilting Strength J5.3.3 Pull-Out Strength in Shear J5.3.4 Net Section Rupture Strength J5.3.5 Shear Strength Limited by Edge Distance J5.4 Combined Shear and Tension |
| 402 | J6 Rupture |
| 407 | J7 Connections to Other Materials J7.1 Connection Strength to Other Materials |
| 408 | J7.1.1 Bearing |
| 409 | J7.1.2 Tension J7.1.3 Shear |
| 410 | K. RATIONAL ENGINEERING ANALYSIS AND TESTING K1 Test Standards K2 Tests for Special Cases K2.1 Tests for Determining Structural Performance K2.1.1 Load and Resistance Factor Design and Limit States Design |
| 413 | K2.1.2 Allowable Strength Design K2.2 Tests for Confirming Structural Performance K2.3 Tests for Determining Mechanical Properties K2.3.1 Full Section |
| 414 | K2.3.2 Flat Elements of Formed Sections K2.3.3 Virgin Steel |
| 415 | L. DESIGN FOR SERVICEABILITY (Ieff) L1 Serviceability Determination for Effective Width Method L2 Serviceability Determination for Direct Strength Method L3 Flange Curling |
| 416 | M. DESIGN FOR FATIGUE |
| 418 | APPENDIX 1, EFFECTIVE WIDTH OF ELEMENTS |
| 422 | 1.1 Effective Width of Uniformly Compressed Stiffened Elements |
| 424 | 1.1.1 Uniformly Compressed Stiffened Elements With Circular or Noncircular Holes 1.1.2 Webs and Other Stiffened Elements Under Stress Gradient |
| 425 | 1.1.3 C-Section Webs With Holes Under Stress Gradient |
| 426 | 1.1.4 Uniformly Compressed Elements Restrained by Intermittent Connections |
| 428 | 1.2 Effective Widths of Unstiffened Elements |
| 430 | 1.2.1 Uniformly Compressed Unstiffened Elements 1.2.2 Unstiffened Elements and Edge Stiffeners With Stress Gradient |
| 432 | 1.3 Effective Width of Uniformly Compressed Elements With a Simple Lip Edge Stiffener |
| 433 | 1.4 Effective Widths of Stiffened Elements With Single or Multiple Intermediate Stiffeners or Edge-Stiffened Elements With Intermediate Stiffener(s) 1.4.1 Effective Width of Uniformly Compressed Stiffened Elements With Single or Multiple Intermediate Stiffeners |
| 435 | 1.4.2 Edge-Stiffened Elements With Intermediate Stiffener(s) |
| 436 | APPENDIX 2, ELASTIC BUCKLING ANALYSIS OF MEMBERS 2.1 General Provisions 2.2 Numerical Solutions 2.2.1 Elastic Buckling of Cold-Formed Steel Members |
| 438 | 2.2.2 Summary of Available Numerical Solution Methods |
| 444 | 2.2.3 Numerical Solutions – Identifying Buckling Modes |
| 446 | 2.2.4 Numerical Solutions – End Boundary Conditions |
| 447 | 2.2.5 Numerical Solutions – Shear Buckling |
| 448 | 2.2.6 Numerical Solutions – Members With Holes |
| 451 | 2.2.7 Numerical Solutions – Bracing and Attachments |
| 452 | 2.2.8 Numerical Solutions – Moment Gradient or Stress Gradient 2.2.9 Numerical Solutions—Members With Variation Along Length 2.2.10 Numerical Solutions – Built-Up Sections and Assemblages |
| 453 | 2.3 Analytical Solutions 2.3.1 Members Subject to Compression 2.3.1.1 Global Buckling (Fcre, Pcre) |
| 455 | 2.3.1.2 Local Buckling (Fcr, Pcr) 2.3.1.3 Distortional Buckling (Fcrd, Pcrd) |
| 457 | 2.3.2 Members With Holes Subject to Compression 2.3.2.1 Global Buckling (Fcre, Pcre) for Members With Holes 2.3.2.1.1 Sections With Holes Not Subject to Torsional or Flexural-Torsional Buckling |
| 458 | 2.3.2.1.2 Doubly- or Singly-Symmetric Sections (With Holes) Subject to Torsional or Flexural-Torsional Buckling |
| 459 | 2.3.2.1.3 Point Symmetric Sections With Holes 2.3.2.1.4 Non-Symmetric Sections With Holes 2.3.2.2 Local Buckling (Fcr, Pcr) for Members With Holes 2.3.2.3 Distortional Buckling (Fcrd, Pcrd) for Members With Holes |
| 460 | 2.3.3 Members Subject to Flexure 2.3.3.1 Global Buckling (Fcre, Mcre) 2.3.3.2 Local Buckling (Fcr, Mcr) 2.3.3.3 Distortional Buckling (Fcrd, Mcrd) |
| 463 | 2.3.4 Members With Holes Subject to Flexure 2.3.4.1 Global Buckling (Fcre, Mcre) for Members With Holes 2.3.4.2 Local Buckling (Fcr, Mcr) for Members With Holes 2.3.4.3 Distortional Buckling (Fcrd, Mcrd) for Members With Holes 2.3.5 Shear Buckling (Vcr) |
| 466 | APPENDIX A, COMMENTARY ON PROVISIONS APPLICABLE TO THE UNITED STATES AND MEXICO I6.2.2 Flexural Members Having One Flange Fastened to a Standing Seam Roof System I6.2.4 Z-Section Compression Members Having One Flange Fastened to a Standing Seam Roof |
| 467 | I6.3.1a Strength of Standing Seam Roof Panel Systems |
| 468 | J3.4 Shear and Tension in Bolts |
| 472 | APPENDIX B, COMMENTARY ON PROVISIONS APPLICABLE TO CANADA C2a Lateral and Stability Bracing C2.1a Symmetrical Beams and Columns C2.1.1 Discrete Bracing for Beams C2.2a C-Section and Z-Section Beams C2.2.2 Discrete Bracing |
| 473 | C2.2.3 One Flange Braced by Deck, Slab, or Sheathing |
| 474 | REFERENCES |
Related products
-
RI Brown University Design Standards 2013
Brown University Department of Facilities Management – Design Standards – August 14, 2013 Published By…
-
AWWA OpGuide J100 2021
Operational Guide to AWWA Standard J100 Risk & Resilience Management of Water & Wastewater Systems…
