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eLibrary >
AISI S100-16 (2020) wS2-20: North American Specification for the Design of Cold-Formed Steel Structural Members, 2016 Edition (Reaffirmed 2020) with Supplement 2, 2020 Edition >
AISI S100-16 (2020) wS2-20: North American Specification for the Design of Cold-Formed Steel Structural Members, 2016 Edition (Reaffirmed 2020) with Supplement 2, 2020 Edition, 2016
- S100-16 (2020) w/S2-20 [Go to Page]
- DISCLAIMER
- DEDICATION
- PREFACE
- A. GENERAL PROVISIONS [Go to Page]
- A1 Scope, Applicability, and Definitions [Go to Page]
- A1.1 Scope
- A1.2 Applicability
- A1.3 Definitions
- A1.4 Units of Symbols and Terms
- A2 Referenced Specifications, Codes, and Standards [Go to Page]
- A2.1 Referenced Specifications, Codes, and Standards for United States and Mexico
- A2.2 Referenced Specifications, Codes, and Standards for Canada
- A3 Material [Go to Page]
- A3.1 Applicable Steels [Go to Page]
- A3.1.1 Steels With a Specified Minimum Elongation of Ten Percent or Greater (Elongation ( 10%)
- 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%)
- A3.2 Other Steels [Go to Page]
- A3.2.1 Ductility Requirements of Other Steels [Go to Page]
- A3.2.1.1 Restrictions for Curtain Wall Studs
- A3.3 Yield Stress and Strength Increase From Cold Work of Forming [Go to Page]
- A3.3.1 Yield Stress
- A3.3.2 Strength Increase From Cold Work of Forming
- B. DESIGN REQUIREMENTS [Go to Page]
- B1 General Provisions
- B2 Loads and Load Combinations
- B3 Design Basis [Go to Page]
- B3.1 Required Strength [Effect Due to Factored Loads]
- B3.2 Design for Strength [Go to Page]
- 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
- B3.3 Design for Structural Members
- B3.4 Design for Connections [Go to Page]
- 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
- B3.8 Design for Ponding
- B3.9 Design for Fatigue
- B3.10 Design for Corrosion Effects
- B4 Dimensional Limits and Considerations [Go to Page]
- B4.1 Limitations for Use of the Effective Width Method or the Direct Strength Method
- B4.2 Members Falling Outside the Applicability Limits
- B4.3 Shear Lag Effects—Short Spans Supporting Concentrated Loads
- B5 Member Properties
- B6 Fabrication and Erection
- B7 Quality Control and Quality Assurance [Go to Page]
- B7.1 Delivered Minimum Thickness
- B8 Evaluation of Existing Structures
- C. DESIGN FOR STABILITY [Go to Page]
- C1 Design for System Stability [Go to Page]
- C1.1 Direct Analysis Method Using Rigorous Second-Order Elastic Analysis [Go to Page]
- C1.1.1 Determination of Required Strengths [Go to Page]
- C1.1.1.1 Analysis
- C1.1.1.2 Consideration of Initial Imperfections
- C1.1.1.3 Modification of Section Stiffness
- C1.1.2 Determination of Available Strengths [Factored Resistances]
- C1.2 Direct Analysis Method Using Amplified First-Order Elastic Analysis [Go to Page]
- C1.2.1 Determination of Required Strengths [Effects due to Factored Loads] [Go to Page]
- C1.2.1.1 Analysis
- 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 [Go to Page]
- C1.3.1 Determination of Required Strengths [Effects of Factored Loads] [Go to Page]
- C1.3.1.1 Analysis
- C1.3.1.2 Consideration of Initial Imperfections
- C1.3.2 Determination of Available Strengths [Factored Resistances]
- C2 Member Bracing [Go to Page]
- C2.1 Symmetrical Beams and Columns
- C2.2 C-Section and Z-Section Beams [Go to Page]
- C2.2.1 Neither Flange Connected to Sheathing That Contributes to the Strength and Stability of the C- or Z-Section
- 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
- D. MEMBERS IN TENSION [Go to Page]
- D1 General Requirements
- D2 Yielding of Gross Section
- D3 Rupture of Net Section
- E. MEMBERS IN COMPRESSION [Go to Page]
- E1 General Requirements
- E2 Yielding and Global (Flexural, Flexural-Torsional, and Torsional) Buckling [Go to Page]
- E2.1 Sections Not Subject to Torsional or Flexural-Torsional Buckling [Go to Page]
- E2.1.1 Closed-Box Sections
- E2.2 Doubly- or Singly-Symmetric Sections Subject to Torsional or Flexural-Torsional Buckling
- E2.3 Point-Symmetric Sections
- E2.4 Non-Symmetric Sections
- E2.5 Sections With Holes
- E3 Local Buckling Interacting With Yielding and Global Buckling [Go to Page]
- E3.1 Effective Width Method [Go to Page]
- E3.1.1 Members Without Holes [Go to Page]
- E3.1.1.1 Closed Cylindrical Tubular Sections
- E3.1.2 Members With Circular Holes
- E3.2 Direct Strength Method [Go to Page]
- E3.2.1 Members Without Holes
- E3.2.2 Members With Holes
- E4 Distortional Buckling [Go to Page]
- E4.1 Members Without Holes
- E4.2 Members With Holes
- F. MEMBERS IN FLEXURE [Go to Page]
- F1 General Requirements
- F2 Yielding and Global (Lateral-Torsional) Buckling [Go to Page]
- F2.1 Initiation of Yielding Strength [Go to Page]
- F2.1.1 Singly- or Doubly- Symmetric Sections Bending About Symmetric Axis
- F2.1.2 Singly-Symmetric Sections Bending About Centroidal Axis Perpendicular to Axis of Symmetry
- F2.1.3 Point-Symmetric Sections
- F2.1.4 Closed-Box Sections
- F2.1.5 Other Cross-Sections
- F2.2 Beams With Holes
- F2.3 Initiation of Yielding Strength for Closed Cylindrical Tubular Sections
- F2.4 Inelastic Reserve Strength [Go to Page]
- F2.4.1 Element-Based Method
- F2.4.2 Direct Strength Method
- F3 Local Buckling Interacting With Yielding and Global Buckling [Go to Page]
- F3.1 Effective Width Method [Go to Page]
- 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 [Go to Page]
- F3.2.1 Members Without Holes
- F3.2.2 Members With Holes
- F3.2.3 Members Considering Local Inelastic Reserve Strength
- F4 Distortional Buckling [Go to Page]
- F4.1 Members Without Holes
- F4.2 Members With Holes
- F4.3 Members Considering Distortional Inelastic Reserve Strength
- F5 Stiffeners [Go to Page]
- F5.1 Bearing Stiffeners
- F5.2 Bearing Stiffeners in C-Section Flexural Members
- F5.3 Nonconforming Stiffeners
- G. MEMBERS IN SHEAR AND WEB CRIPPLING [Go to Page]
- G1 General Requirements
- G2 Shear Strength of Webs Without Holes [Go to Page]
- G2.1 Flexural Members Without Transverse Web Stiffeners
- 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
- G4 Transverse Web Stiffeners [Go to Page]
- G4.1 Conforming Transverse Web Stiffeners
- G4.2 Nonconforming Transverse Web Stiffeners
- G5 Web Crippling Strength of Webs Without Holes
- G6 Web Crippling Strength of C-Section Webs With Holes
- H. MEMBERS UNDER COMBINED FORCES [Go to Page]
- H1 Combined Axial Load and Bending [Go to Page]
- H1.1 Combined Tensile Axial Load and Bending
- H1.2 Combined Compressive Axial Load and Bending
- H2 Combined Bending and Shear
- H3 Combined Bending and Web Crippling
- H4 Combined Bending and Torsional Loading
- I. ASSEMBLIES AND SYSTEMS [Go to Page]
- I1 Built-Up Sections [Go to Page]
- I1.1 Flexural Members Composed of Two Back-to-Back C-Sections
- I1.2 Compression Members Composed of Two Sections in Contact
- I1.3 Spacing of Connections in Cover-Plated Sections
- I2 Floor, Roof, or Wall Steel Diaphragm Construction
- I3 Mixed Systems
- I4 Cold-Formed Steel Light-Frame Construction [Go to Page]
- I4.1 All-Steel Design of Wall Stud Assemblies
- I5 Special Bolted Moment Frame Systems
- I6 Metal Roof and Wall Systems [Go to Page]
- I6.1 Member Strength: General Cross-Sections and System Connectivity [Go to Page]
- I6.1.1 Compression Member Design [Go to Page]
- I6.1.1.1 Flexural, Torsional, or Flexural-Torsional Buckling
- I6.1.1.2 Local Buckling
- I6.1.1.3 Distortional Buckling
- I6.1.2 Flexural Member Design [Go to Page]
- 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
- I6.2 Member Strength: Specific Cross-Sections and System Connectivity [Go to Page]
- I6.2.1 Flexural Members Having One Flange Through-Fastened to Deck or Sheathing
- 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
- I6.2.4 Z-Section Compression Members Having One Flange Fastened to a Standing Seam Roof
- I6.3 Standing Seam Roof Panel Systems [Go to Page]
- I6.3.1 Strength of Standing Seam Roof Panel Systems
- I6.4 Roof System Bracing and Anchorage [Go to Page]
- I6.4.1 Anchorage of Bracing for Purlin Roof Systems Under Gravity Load With Top Flange Connected to Metal Sheathing
- I6.4.2 Alternate Lateral and Stability Bracing for Purlin Roof Systems
- I7 Rack Systems
- J. CONNECTIONS AND JOINTS [Go to Page]
- J1 General Provisions
- J2 Welded Connections [Go to Page]
- J2.1 Groove Welds in Butt Joints
- J2.2 Arc Spot Welds [Go to Page]
- J2.2.1 Minimum Edge and End Distance
- J2.2.2 Shear [Go to Page]
- J2.2.2.1 Shear Strength for Sheet(s) Welded to a Thicker Supporting Member
- J2.2.2.2 Shear Strength for Sheet-to-Sheet Connections
- J2.2.3 Tension
- J2.2.4 Combined Shear and Tension on an Arc Spot Weld
- J2.3 Arc Seam Welds [Go to Page]
- J2.3.1 Minimum Edge and End Distance
- J2.3.2 Shear [Go to Page]
- 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
- J2.4 Top Arc Seam Sidelap Welds [Go to Page]
- J2.4.1 Shear Strength of Top Arc Seam Sidelap Welds
- J2.5 Fillet Welds
- J2.6 Flare Groove Welds
- J2.7 Resistance Welds
- J3 Bolted Connections [Go to Page]
- J3.1 Minimum Spacing
- J3.2 Minimum Edge and End Distances
- J3.3 Bearing [Go to Page]
- J3.3.1 Bearing Strength Without Consideration of Bolt Hole Deformation
- J3.3.2 Bearing Strength With Consideration of Bolt Hole Deformation
- J3.4 Shear and Tension in Bolts
- J4 Screw Connections [Go to Page]
- J4.1 Minimum Spacing
- J4.2 Minimum Edge and End Distances
- J4.3 Shear [Go to Page]
- J4.3.1 Shear Strength Limited by Tilting and Bearing
- J4.3.2 Shear in Screws
- J4.4 Tension [Go to Page]
- J4.4.1 Pull-Out Strength
- J4.4.2 Pull-Over Strength
- J4.4.3 Tension in Screws
- J4.5 Combined Shear and Tension [Go to Page]
- J4.5.1 Combined Shear and Pull-Over
- J4.5.2 Combined Shear and Pull-Out
- J4.5.3 Combined Shear and Tension in Screws
- J5 Power-Actuated Fastener (PAF) Connections [Go to Page]
- J5.1 Minimum Spacing, Edge and End Distances
- J5.2 Power-Actuated Fasteners (PAFs) in Tension [Go to Page]
- J5.2.1 Tension Strength of Power-Actuated Fasteners (PAFs)
- J5.2.2 Pull-Out Strength
- J5.2.3 Pull-Over Strength
- J5.3 Power-Actuated Fasteners (PAFs) in Shear [Go to Page]
- J5.3.1 Shear Strength of Power-Actuated Fasteners (PAFs)
- 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
- J6 Rupture [Go to Page]
- J6.1 Shear Rupture
- J6.2 Tension Rupture
- J6.3 Block Shear Rupture
- J7 Connections to Other Materials [Go to Page]
- J7.1 Strength of Connection to Other Materials [Go to Page]
- J7.1.1 Bearing
- J7.1.2 Tension
- J7.1.3 Shear
- K. STRENGTH FOR SPECIAL CASES [Go to Page]
- K1 Test Standards
- K2 Tests for Special Cases [Go to Page]
- K2.1 Tests for Determining Structural Performance [Go to Page]
- K2.1.1 Load and Resistance Factor Design and Limit States Design
- K2.1.2 Allowable Strength Design
- K2.2 Tests for Confirming Structural Performance
- K2.3 Tests for Determining Mechanical Properties [Go to Page]
- K2.3.1 Full Section
- K2.3.2 Flat Elements of Formed Sections
- K2.3.3 Virgin Steel
- L. DESIGN FOR SERVICEABILITY [Go to Page]
- L1 Serviceability Determination for the Effective Width Method
- L2 Serviceability Determination for the Direct Strength Method
- L3 Flange Curling
- M. DESIGN FOR FATIGUE [Go to Page]
- M1 General
- M2 Calculation of Maximum Stresses and Stress Ranges
- M3 Design Stress Range
- M4 Bolts and Threaded Parts
- M5 Special Fabrication Requirements
- APPENDIX 1, EFFECTIVE WIDTH OF ELEMENTS [Go to Page]
- 1.1 Effective Width of Uniformly Compressed Stiffened Elements [Go to Page]
- 1.1.1 Uniformly Compressed Stiffened Elements With Circular or Noncircular Holes
- 1.1.2 Webs and Other Stiffened Elements Under Stress Gradient
- 1.1.3 C-Section Webs With Holes Under Stress Gradient
- 1.1.4 Uniformly Compressed Elements Restrained by Intermittent Connections
- 1.2 Effective Width of Unstiffened Elements [Go to Page]
- 1.2.1 Uniformly Compressed Unstiffened Elements
- 1.2.2 Unstiffened Elements and Edge Stiffeners With Stress Gradient
- 1.3 Effective Width of Uniformly Compressed Elements With a Simple Lip Edge Stiffener
- 1.4 Effective Width of Stiffened Elements With Single or Multiple Intermediate Stiffeners or Edge-Stiffened Elements With Intermediate Stiffener(s) [Go to Page]
- 1.4.1 Effective Width of Uniformly Compressed Stiffened Elements With Single or Multiple Intermediate Stiffeners [Go to Page]
- 1.4.1.1 Specific Case: Single or n Identical Stiffeners, Equally Spaced
- 1.4.1.2 General Case: Arbitrary Stiffener Size, Location, and Number
- 1.4.2 Edge-Stiffened Elements With Intermediate Stiffener(s)
- APPENDIX 2, ELASTIC BUCKLING ANALYSIS OF MEMBERS [Go to Page]
- 2.1 General Provisions
- 2.2 Numerical Solutions
- 2.3 Analytical Solutions [Go to Page]
- 2.3.1 Members Subject to Compression [Go to Page]
- 2.3.1.1 Global Buckling (Fcre, Pcre)
- 2.3.1.2 Local Buckling (Fcr, Pcr)
- 2.3.1.3 Distortional Buckling (Fcrd, Pcrd)
- 2.3.2 Members With Holes Subject to Compression [Go to Page]
- 2.3.2.1 Global Buckling (Fcre, Pcre) for Members With Holes [Go to Page]
- 2.3.2.1.1 Sections With Holes Not Subject to Torsional or Flexural-Torsional Buckling
- 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
- 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
- 2.3.3 Members Subject to Flexure [Go to Page]
- 2.3.3.1 Global Buckling (Fcre, Mcre)
- 2.3.3.2 Local Buckling (Fcr, Mcr)
- 2.3.3.3 Distortional Buckling (Fcrd, Mcrd)
- 2.3.4 Members With Holes Subject to Flexure [Go to Page]
- 2.3.4.1 Global Buckling (Fcre, Mcre) for Members With Holes [Go to Page]
- 2.3.4.1.1 Singly- or Doubly- Symmetric Sections (With Holes) Bending About Symmetric Axis
- 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
- 2.3.5 Shear Buckling (Vcr)
- APPENDIX A, PROVISIONS APPLICABLE TO THE UNITED STATES AND MEXICO [Go to Page]
- 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
- I6.3.1a Strength of Standing Seam Roof Panel Systems
- J2a Welded Connections
- J3.4 Shear and Tension in Bolts
- APPENDIX B, PROVISIONS APPLICABLE TO CANADA [Go to Page]
- 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
- 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
- J3.4 Shear and Tension in Bolts
- K2.1.1a Load and Resistance Factor Design and Limit States Design
- AISI S100-16-C (2020) /wS2-20 [Go to Page]
- DISCLAIMER
- PREFACE
- INTRODUCTION
- A. GENERAL PROVISIONS [Go to Page]
- A1 Scope, Applicability, and Definitions [Go to Page]
- A1.1 Scope
- A1.2 Applicability
- A1.3 Definitions
- A1.4 Units of Symbols and Terms
- A2 Referenced Specifications, Codes, and Standards
- A3 Material [Go to Page]
- A3.1 Applicable Steels [Go to Page]
- A3.1.1 Steels With a Specified Minimum Elongation of Ten Percent or Greater (Elongation ( 10%)
- 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%)
- A3.2 Other Steels [Go to Page]
- A3.2.1 Ductility Requirements of Other Steels [Go to Page]
- A3.2.1.1 Restrictions for Curtain Wall Studs
- A3.3 Yield Stress and Strength Increase From Cold Work of Forming [Go to Page]
- A3.3.1 Yield Stress
- A3.3.2 Strength Increase From Cold Work of Forming
- B. DESIGN REQUIREMENTS [Go to Page]
- B1 General Provisions
- B2 Loads and Load Combinations
- B3 Design Basis [Go to Page]
- B3.1 Required Strength [Effect Due to Factored Loads]
- B3.2 Design for Strength [Go to Page]
- 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
- B3.3 Design of Structural Members
- B3.4 Design of Connections
- B3.5 Design for Stability
- B3.6 Design of Structural Assemblies and Systems
- B3.7 Design for Serviceability
- B3.8 Design for Ponding
- B3.9 Design for Fatigue
- B3.10 Design for Corrosion Effects
- B4 Dimensional Limits and Considerations [Go to Page]
- B4.1 Limitations for Use of the Effective Width Method or Direct Strength Method
- B4.2 Members Falling Outside the Application Limits
- B4.3 Shear Lag Effects — Short Spans Supporting Concentrated Loads
- B5 Member Properties
- B6 Fabrication and Erection
- B7 Quality Control and Quality Assurance
- B7.1 Delivered Minimum Thickness
- B8 Evaluation of Existing Structures
- C. DESIGN FOR STABILITY [Go to Page]
- C1 Design for System Stability [Go to Page]
- C1.1 Direct Analysis Method Using Rigorous Second-Order Elastic Analysis
- C1.2 Direct Analysis Method Using Amplified First-Order Elastic Analysis
- C1.3 Effective Length Method
- C2 Member Bracing [Go to Page]
- C2.1 Symmetrical Beams and Columns
- C2.2 C-Section and Z-Section Beams [Go to Page]
- C2.2.1 Neither Flange Connected to Sheathing That Contributes to the Strength and Stability of the Section
- 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
- D. MEMBERS IN TENSION [Go to Page]
- D2 Yielding of Gross Section
- D3 Rupture of Net Section
- E. MEMBERS IN COMPRESSION [Go to Page]
- E1 General Requirements
- E2 Yielding and Global (Flexural, Flexural-Torsional and Torsional) Buckling [Go to Page]
- E2.1 Sections Not Subject to Torsional or Flexural-Torsional Buckling [Go to Page]
- E2.1.1 Closed-Box Section
- E2.2 Doubly- or Singly-Symmetric Sections Subject to Torsional or Flexural-Torsional Buckling
- E2.3 Point-Symmetric Sections
- E2.4 Non-Symmetric Sections
- E2.5 Sections With Holes
- E3 Local Buckling Interacting With Yielding and Global Buckling [Go to Page]
- E3.1 Effective Width Method [Go to Page]
- E3.1.1 Members Without Holes [Go to Page]
- E3.1.1.1 Closed Cylindrical Tubular Sections
- E3.1.2 Members With Circular Holes
- E3.2 Direct Strength Method [Go to Page]
- E3.2.1 Members Without Holes
- E3.2.2 Members With Holes
- E4 Distortional Buckling [Go to Page]
- E4.1 Members Without Holes
- E4.2 Members With Holes
- F. MEMBERS IN FLEXURE [Go to Page]
- F1 General Requirements
- F2 Yielding and Global (Lateral-Torsional) Buckling [Go to Page]
- F2.1 Initiation of Yielding Strength
- F2.2 Beams With Holes
- F2.3 Initiation of Yielding Strength [Resistance] for Closed Cylindrical Tubular Sections
- F2.4 Inelastic Reserve Strength [Go to Page]
- F2.4.1 Element-Based Method
- F2.4.2 Direct Strength Method
- F3 Local Buckling Interacting With Yielding and Global Buckling [Go to Page]
- F3.1 Effective Width Method [Go to Page]
- 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 [Go to Page]
- F3.2.1 Members Without Holes
- F3.2.2 Members With Holes
- F3.2.3 Members Considering Local Inelastic Reserve Strength
- F4 Distortional Buckling [Go to Page]
- F4.1 Members Without Holes
- F4.2 Members With Holes
- F4.3 Members Considering Distortional Inelastic Reserve Strength
- F5 Stiffeners [Go to Page]
- F5.1 Bearing Stiffeners
- F5.2 Bearing Stiffeners in C-Section Flexural Members
- F5.3 Nonconforming Stiffeners
- G. MEMBERS IN SHEAR AND WEB CRIPPLING [Go to Page]
- G1 General Requirements
- G2 Shear Strength [Resistance] of Webs Without Holes [Go to Page]
- G2.1 Flexural Members Without Transverse Web Stiffeners
- 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
- G4 Transverse Web Stiffeners [Go to Page]
- G4.1 Conforming Transverse Web Stiffeners
- G4.2 Nonconforming Transverse Web Stiffeners
- G5 Web Crippling Strength of Webs Without Holes
- G6 Web Crippling Strength of C-Section Webs With Holes
- H. MEMBERS UNDER COMBINED FORCES [Go to Page]
- H1 Combined Axial Load and Bending [Go to Page]
- H1.1 Combined Tensile Axial Load and Bending
- H1.2 Combined Compressive Axial Load and Bending
- H2 Combined Bending and Shear
- H3 Combined Bending and Web Crippling
- H4 Combined Bending and Torsional Loading
- I. ASSEMBLIES AND SYSTEMS [Go to Page]
- I1 Built-Up Sections [Go to Page]
- I1.1 Flexural Members Composed of Two Back-to-Back C-Sections
- I1.2 Compression Members Composed of Two Sections in Contact
- I1.3 Spacing of Connections in Cover-Plated Sections
- I2 Floor, Roof, or Wall Steel Diaphragm Construction
- I3 Mixed Systems
- I4 Cold-Formed Steel Light-Frame Construction [Go to Page]
- I4.1 All-Steel Design of Wall Stud Assemblies
- I5 Special Bolted Moment Frame Systems
- I6 Metal Roof and Wall Systems [Go to Page]
- I6.1 Member Strength: General Cross-Sections and System Connectivity
- I6.2 Member Strength: Specific Cross-Sections and System Connectivity [Go to Page]
- I6.2.1 Flexural Members Having One Flange Through-Fastened to Deck or Sheathing
- 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
- I6.2.4 Z-Section Compression Members Having One Flange Fastened to a Standing Seam Roof
- I6.3 Standing Seam Roof Panel Systems [Go to Page]
- I6.3.1 Strength [Resistance] of Standing Seam Roof Panel Systems
- I6.4 Roof System Bracing and Anchorage [Go to Page]
- I6.4.1 Anchorage of Bracing for Purlin Roof Systems Under Gravity Load With Top Flange Connected to Metal Sheathing
- I6.4.2 Alternative Lateral and Stability Bracing for Purlin Roof Systems
- I7 Rack Systems
- J. CONNECTIONS AND JOINTS [Go to Page]
- J1 General Provisions
- J2 Welded Connections [Go to Page]
- J2.1 Groove Welds in Butt Joints
- J2.2 Arc Spot Welds [Go to Page]
- J2.2.1 Minimum Edge and End Distance
- J2.2.2 Shear [Go to Page]
- J2.2.2.1 Shear Strength for Sheet(s) Welded to a Thicker Supporting Member
- J2.2.2.2 Shear Strength for Sheet-to-Sheet Connections
- J2.2.3 Tension
- J2.2.4 Combined Shear and Tension on an Arc Spot Weld
- J2.3 Arc Seam Welds [Go to Page]
- J2.3.2 Shear [Go to Page]
- 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
- J2.4 Top Arc Seam Sidelap Welds [Go to Page]
- J2.4.1 Shear Strength of Top Arc Seam Sidelap Welds
- J2.5 Fillet Welds
- J2.6 Flare Groove Welds
- J2.7 Resistance Welds
- J3 Bolted Connections [Go to Page]
- J3.3 Bearing [Go to Page]
- J3.3.1 Bearing Strength Without Consideration of Bolt Hole Deformation
- J3.3.2 Bearing Strength With Consideration of Bolt Hole Deformation
- J3.4 Shear and Tension in Bolts
- J4 Screw Connections [Go to Page]
- J4.1 Minimum Spacing
- J4.2 Minimum Edge and End Distances
- J4.3 Shear [Go to Page]
- J4.3.1 Shear Strength [Resistance] Limited by Tilting and Bearing
- J4.3.2 Shear in Screws
- J4.4 Tension [Go to Page]
- J4.4.1 Pull-Out Strength
- J4.4.2 Pull-Over Strength
- J4.4.3 Tension in Screws
- J4.5 Combined Shear and Tension [Go to Page]
- J4.5.1 Combined Shear and Pull-Over
- J4.5.2 Combined Shear and Pull-Out
- J4.5.3 Combined Shear and Tension in Screws
- J5 Power-Actuated Fastener (PAF) Connections [Go to Page]
- J5.1 Minimum Spacing, Edge and End Distances
- J5.2 Power-Actuated Fasteners (PAFs) in Tension [Go to Page]
- J5.2.1 Tension Strength of Power-Actuated Fasteners (PAFs)
- J5.2.2 Pull-Out Strength
- J5.2.3 Pull-Over Strength
- J5.3 Power-Actuated Fasteners (PAFs) in Shear [Go to Page]
- J5.3.1 Shear Strength of Power-Actuated Fasteners (PAFs)
- 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
- J6 Rupture
- J7 Connections to Other Materials [Go to Page]
- J7.1 Connection Strength to Other Materials [Go to Page]
- J7.1.1 Bearing
- J7.1.2 Tension
- J7.1.3 Shear
- K. RATIONAL ENGINEERING ANALYSIS AND TESTING [Go to Page]
- K1 Test Standards
- K2 Tests for Special Cases [Go to Page]
- K2.1 Tests for Determining Structural Performance [Go to Page]
- K2.1.1 Load and Resistance Factor Design and Limit States Design
- K2.1.2 Allowable Strength Design
- K2.2 Tests for Confirming Structural Performance
- K2.3 Tests for Determining Mechanical Properties [Go to Page]
- K2.3.1 Full Section
- K2.3.2 Flat Elements of Formed Sections
- K2.3.3 Virgin Steel
- L. DESIGN FOR SERVICEABILITY (Ieff) [Go to Page]
- L1 Serviceability Determination for Effective Width Method
- L2 Serviceability Determination for Direct Strength Method
- L3 Flange Curling
- M. DESIGN FOR FATIGUE
- APPENDIX 1, EFFECTIVE WIDTH OF ELEMENTS [Go to Page]
- 1.1 Effective Width of Uniformly Compressed Stiffened Elements [Go to Page]
- 1.1.1 Uniformly Compressed Stiffened Elements With Circular or Noncircular Holes
- 1.1.2 Webs and Other Stiffened Elements Under Stress Gradient
- 1.1.3 C-Section Webs With Holes Under Stress Gradient
- 1.1.4 Uniformly Compressed Elements Restrained by Intermittent Connections
- 1.2 Effective Widths of Unstiffened Elements [Go to Page]
- 1.2.1 Uniformly Compressed Unstiffened Elements
- 1.2.2 Unstiffened Elements and Edge Stiffeners With Stress Gradient
- 1.3 Effective Width of Uniformly Compressed Elements With a Simple Lip Edge Stiffener
- 1.4 Effective Widths of Stiffened Elements With Single or Multiple Intermediate Stiffeners or Edge-Stiffened Elements With Intermediate Stiffener(s) [Go to Page]
- 1.4.1 Effective Width of Uniformly Compressed Stiffened Elements With Single or Multiple Intermediate Stiffeners
- 1.4.2 Edge-Stiffened Elements With Intermediate Stiffener(s)
- APPENDIX 2, ELASTIC BUCKLING ANALYSIS OF MEMBERS [Go to Page]
- 2.1 General Provisions
- 2.2 Numerical Solutions [Go to Page]
- 2.2.1 Elastic Buckling of Cold-Formed Steel Members
- 2.2.2 Summary of Available Numerical Solution Methods
- 2.2.3 Numerical Solutions – Identifying Buckling Modes
- 2.2.4 Numerical Solutions - End Boundary Conditions
- 2.2.5 Numerical Solutions – Shear Buckling
- 2.2.6 Numerical Solutions – Members With Holes
- 2.2.7 Numerical Solutions – Bracing and Attachments
- 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
- 2.3 Analytical Solutions [Go to Page]
- 2.3.1 Members Subject to Compression [Go to Page]
- 2.3.1.1 Global Buckling (Fcre, Pcre)
- 2.3.1.2 Local Buckling (Fcr, Pcr)
- 2.3.1.3 Distortional Buckling (Fcrd, Pcrd)
- 2.3.2 Members With Holes Subject to Compression [Go to Page]
- 2.3.2.1 Global Buckling (Fcre, Pcre) for Members With Holes [Go to Page]
- 2.3.2.1.1 Sections With Holes Not Subject to Torsional or Flexural-Torsional Buckling
- 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
- 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
- 2.3.3 Members Subject to Flexure [Go to Page]
- 2.3.3.1 Global Buckling (Fcre, Mcre)
- 2.3.3.2 Local Buckling (Fcr, Mcr)
- 2.3.3.3 Distortional Buckling (Fcrd, Mcrd)
- 2.3.4 Members With Holes Subject to Flexure [Go to Page]
- 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)
- APPENDIX A, COMMENTARY ON PROVISIONS APPLICABLE TO THE UNITED STATES AND MEXICO [Go to Page]
- 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
- I6.3.1a Strength of Standing Seam Roof Panel Systems
- J3.4 Shear and Tension in Bolts
- APPENDIX B, COMMENTARY ON PROVISIONS APPLICABLE TO CANADA [Go to Page]
- 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
- C2.2.3 One Flange Braced by Deck, Slab, or Sheathing
- REFERENCES [Go to Page]
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