AISI S400 2020

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AISI S400-20: North American Standard for Seismic Design of Cold-Formed Steel Structural Systems, 2020 Edition

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AISI	2020

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3	AISI S400-20 DISCLAIMER
4	PREFACE
20	NORTH AMERICAN STANDARD FOR SEISMIC DESIGN OF COLD-FORMED STEEL STRUCTURAL SYSTEMS A. GENERAL A1 Scope and Applicability A1.1 Scope A1.2 Applicability
21	A2 Definitions A2.1 Terms
26	A3 Materials A3.1 Material Specifications
27	A3.2 Expected Material Properties A3.2.1 Material Expected Yield Stress [Probable Yield Stress]
28	A3.2.2 Material Expected Tensile Strength [Probable Tensile Strength] A3.2.3 Material Modified Expected Yield Stress [Modified Probable Yield Stress]
29	A3.3 Consumables for Welding A4 Structural Design Drawings and Specifications A5 Reference Documents
32	B. GENERAL DESIGN REQUIREMENTS B1 General Seismic Design Requirements B1.1 General B1.2 Load Path B1.3 Deformation Compatibility of Members and Connections Not in the Seismic Force-Resisting System B1.4 Seismic Load Effects Contributed by Masonry and Concrete Walls B1.5 Seismic Load Effects From Other Concrete or Masonry Components B2 Lateral Force-Resisting System
33	B3 Design Basis B3.1 Nominal Strength [Resistance] B3.2 Available Strength [Factored Resistance]
34	B3.3 Expected Strength [Probable Resistance] B3.4 Required Strength [Effects of Factored Loads]
35	C. ANALYSIS C1 Seismic Load Effects D. GENERAL MEMBER AND CONNECTION DESIGN REQUIREMENTS
36	E. SEISMIC FORCE-RESISTING SYSTEMS E1 Cold-Formed Steel Light Frame Shear Walls Sheathed With Wood Structural Panels E1.1 Scope E1.2 Basis of Design E1.2.1 Designated Energy-Dissipating Mechanism E1.2.2 Seismic Design Parameters [Seismic Force Modification Factors and Limitations] for Seismic Force-Resisting System E1.2.3 Type I or Type II Shear Walls
37	E1.2.4 Seismic Load Effects Contributed by Masonry and Concrete Walls E1.3 Shear Strength [Resistance] E1.3.1 Nominal Strength [Resistance] E1.3.1.1 Type I Shear Walls
38	E1.3.1.1.1 Wall Pier Limitations E1.3.1.1.2 Both Wall Faces Sheathed With the Same Material and Fastener Spacing E1.3.1.1.3 More Than a Single Sheathing Material or Fastener Configuration
40	E1.3.1.2 Type II Shear Walls E1.3.1.2.1 Percent Full-Height Sheathing E1.3.1.2.2 Maximum Opening Height Ratio E1.3.2 Available Strength [Factored Resistance]
41	E1.3.3 Expected Strength [Probable Resistance] E1.4 System Requirements E1.4.1 Type I Shear Walls E1.4.1.1 Limitations for Tabulated Systems
42	E1.4.1.2 Capacity Protected Components E1.4.1.3 Required Strength [Effect of Factored Loads] for Foundations E1.4.1.4 Design Deflection
43	E1.4.2 Type II Shear Walls E1.4.2.1 Additional Limitations
44	E1.4.2.2 Required Strength [Effect of Factored Loads] for Chord Studs, Anchorage, and Collectors E1.4.2.2.1 Collectors Connecting In-Plane Type II Shear Wall Segments E1.4.2.2.2 Uplift Anchorage and Boundary Chord Forces at Type II Shear Wall Ends
45	E1.4.2.2.3 Uplift Anchorage Between Type II Shear Wall Ends E1.4.2.3 Design Deflection E2 Cold-Formed Steel Light Frame Shear Walls With Steel Sheet Sheathing E2.1 Scope E2.2 Basis of Design E2.2.1 Designated Energy-Dissipating Mechanism E2.2.2 Seismic Design Parameters [Seismic Force Modification Factors and Limitations] for Seismic Force-Resisting System
46	E2.2.3 Type I or Type II Shear Walls E2.2.4 Seismic Load Effects Contributed by Masonry and Concrete Walls
47	E2.3 Shear Strength [Resistance] E2.3.1 Nominal Strength [Resistance] E2.3.1.1 Type I Shear Walls E2.3.1.1.1 Effective Strip Method
48	E2.3.1.1.2 Wall Pier Limitations
49	E2.3.1.1.3 Both Wall Faces Sheathed With the Same Material and Fastener Spacing E2.3.1.1.4 More Than a Single Sheathing Material or Fastener Configuration
51	E2.3.1.2 Type II Shear Walls E2.3.1.2.1 Percent Full-Height Sheathing E2.3.1.2.2 Maximum Opening Height Ratio E2.3.2 Available Strength [Factored Resistance]
52	E2.3.3 Expected Strength [Probable Resistance] E2.4 System Requirements E2.4.1 Type I Shear Walls E2.4.1.1 Limitations for Tabulated Systems
53	E2.4.1.2 Capacity Protected Components E2.4.1.3 Required Strength [Effect of Factored Loads] for Foundations
54	E2.4.1.4 Design Deflection
55	E2.4.2 Type II Shear Walls E2.4.2.1 Additional Limitations E2.4.2.2 Required Strength [Effects of Factored Loads] for Chord Studs, Anchorage, and Collectors E2.4.2.2.1 Collectors Connecting In-Plane Type II Shear Wall Segments
56	E2.4.2.2.2 Uplift Anchorage and Boundary Chord Forces at Type II Shear Wall Ends E2.4.2.2.3 Uplift Anchorage Between Type II Shear Wall Ends E2.4.2.3 Design Deflection E3 Cold-Formed Steel Light Frame Strap Braced Wall Systems E3.1 Scope
57	E3.2 Basis of Design E3.2.1 Designated Energy-Dissipating Mechanism E3.2.2 Seismic Design Parameters [Seismic Force Modification Factors and Limitations] for Seismic Force-Resisting System E3.2.3 Seismic Load Effects Contributed by Masonry and Concrete Walls
58	E3.3 Shear Strength [Resistance] E3.3.1 Nominal Strength [Resistance] E3.3.2 Available Strength [Factored Resistance] E3.3.3 Expected Strength [Probable Resistance]
59	E3.4 System Requirements E3.4.1 Limitations on System E3.4.2 Capacity Protected Components
60	E3.4.3 Required Strength [Effect Due to Factored Loads] for Foundations E3.4.4 Design Deflection E4 Cold-Formed Steel Special Bolted Moment Frames (CFS–SBMF) E4.1 Scope E4.2 Basis of Design E4.2.1 Designated Energy-Dissipating Mechanism E4.2.2 Seismic Design Parameters for Seismic Force-Resisting System E4.2.3 Seismic Load Effects Contributed by Masonry and Concrete Walls
61	E4.3 Strength E4.3.1 Required Strength E4.3.1.1 Beams and Columns E4.3.1.2 Bolt Bearing Plates E4.3.2 Available Strength E4.3.3 Expected Strength
63	E4.4 System Requirements E4.4.1 Limitations on System
64	E4.4.2 Beams E4.4.3 Columns E4.4.4 Connections, Joints and Fasteners E4.4.4.1 Bolted Joints
65	E4.4.4.1.1 Beam-to-Column Connections E4.4.4.1.2 Bolt Bearing Plates E4.4.4.2 Welded Joints E4.4.4.3 Other Joints and Connections
66	E5 Cold-Formed Steel Light Frame Shear Walls With Wood-Based Structural Panel Sheathing on One Side and Gypsum Board Panel Sheathing on the Other Side E5.1 Scope E5.2 Basis of Design E5.2.1 Designated Energy-Dissipating Mechanism E5.2.2 Seismic Force Modification Factors and Limitations for Seismic Force-Resisting System E5.2.3 Type I Shear Walls E5.2.4 Seismic Load Effects Contributed by Masonry and Concrete Walls
67	E5.3 Shear Resistance E5.3.1 Nominal Resistance E5.3.1.1 Type I Shear Walls E5.3.2 Factored Resistance E5.3.3 Probable Resistance
68	E5.4 System Requirements E5.4.1 Type I Shear Walls E5.4.1.1 Limitations for Tabulated Systems
69	E5.4.1.2 Capacity Protected Components E5.4.1.3 Effect of Factored Loads for Foundations E5.4.1.4 Design Deflection
70	E6 Cold-Formed Steel Light Frame Shear Walls With Gypsum Board or Fiberboard Panel Sheathing E6.1 Scope E6.2 Basis of Design E6.2.1 Designated Energy-Dissipating Mechanism E6.2.2 Seismic Design Parameters for Seismic Force-Resisting System E6.2.3 Type I Shear Walls E6.2.4 Seismic Load Effects Contributed by Masonry and Concrete Walls E6.3 Shear Strength E6.3.1 Nominal Strength E6.3.1.1 Type I Shear Walls
71	E6.3.1.1.1 Both Wall Faces Sheathed With the Same Material and Fastener Spacing E6.3.1.1.2 More Than a Single Sheathing Material or Fastener Configuration
72	E6.3.2 Available Strength E6.3.3 Expected Strength E6.4 System Requirements E6.4.1 Type I Shear Walls E6.4.1.1 Limitations for Tabulated Systems
73	E6.4.1.2 Capacity Protected Components E6.4.1.3 Required Strength for Foundations
74	E6.4.1.4 Design Deflection
75	E7 Conventional Construction Cold-Formed Steel Light Frame Strap Braced Wall Systems E7.1 Scope E7.2 Basis of Design E7.2.1 Designated Energy-Dissipating Mechanism E7.2.2 Seismic Force Modification Factors and Limitations for Seismic Force-Resisting System E7.2.3 Wall Aspect Ratio E7.2.4 Seismic Load Effects Contributed by Masonry and Concrete Walls E7.3 Shear Resistance E7.3.1 Nominal Resistance E7.3.2 Factored Resistance E7.4 System Requirements E7.4.1 Limitations on System
76	E7.4.2 Effect of Eccentricity E7.4.3 Design Deflection
77	F. DIAPHRAGMS F1 General F1.1 Scope F1.2 Design Basis F1.3 Required Strength F1.3.1 Diaphragm Stiffness F1.3.2 Seismic Load Effects Including Overstrength F1.4 Shear Strength F1.4.1 Nominal Strength F1.4.1.1 Diaphragms Sheathed With Wood Structural Panels F1.4.1.2 Diaphragms Sheathed With Profiled Steel Panels
78	F1.4.2 Available Strength F2 Cold-Formed Steel Diaphragms Sheathed With Wood Structural Panels F2.1 Scope F2.2 Additional Design Requirements F2.2.1 Seismic Detailing Requirements F2.2.2 Seismic Load Effects Contributed by Masonry and Concrete Walls F2.3 Required Strength F2.3.1 Diaphragm Stiffness
79	F2.4 Shear Strength F2.4.1 Nominal Strength F2.4.1.1 Requirements for Tabulated Systems
80	F2.4.2 Available Strength F2.4.3 Design Deflection
81	F2.5 Requirements Where the Seismic Response Modification Coefficient, R, is Greater Than Three F2.5.1 Open Front Structures F2.5.2 Member Requirements F3 Bare Steel Deck Diaphragms F3.1 Scope F3.2 Additional Design Requirements F3.2.1 Special Seismic Detailing Requirements F3.3 Required Strength F3.3.1 Diaphragm Stiffness F3.4 Shear Strength F3.4.1 Nominal Strength
82	F3.4.2 Available Strength F3.5 Special Seismic Detailing Requirements F3.5.1 Prescriptive Special Seismic Detailing F3.5.1.1 Structural Connection Qualification
83	F3.5.1.2 Sidelap Connection Qualification F3.5.2 Performance-Based Special Seismic Detailing
84	F3.5.2.1 Special Seismic Qualification by Cantilever Diaphragm Test F3.5.2.2 Special Seismic Qualification by Principles of Mechanics
86	G. QUALITY CONTROL AND QUALITY ASSURANCE G1 Cold-Formed Steel Light Frame Shear Walls Sheathed With Wood Structural Panels G2 Cold-Formed Steel Light Frame Shear Walls Sheathed With Steel Sheets G3 Cold-Formed Steel Light Frame Strap Braced Wall Systems G4 Cold-Formed Steel Special Bolted Moment Frames (CFS–SBMF) G4.1 Cooperation G4.2 Rejections G4.3 Inspection of Welding
87	G4.4 Inspection of Bolted Connections G4.5 Identification of Steel G5 Cold-Formed Steel Light Frame Shear Walls Sheathed With Wood-Based Structural Panels and Gypsum Board Panels in Combination G6 Cold-Formed Steel Light Frame Shear Walls Sheathed With Gypsum Board or Fiberboard Panels
88	H. USE OF SUBSTITUTE COMPONENTS AND CONNECTIONS IN SEISMIC FORCE-RESISTING SYSTEMS
89	APPENDIX 1, SEISMIC FORCE MODIFICATION FACTORS AND LIMITATIONS IN CANADA 1.1 Scope and Applicability 1.2 Seismic Force Modification Factors and Limitations in Canada
92	DISCLAIMER
93	PREFACE
99	COMMENTARY ON NORTH AMERICAN STANDARD FOR SEISMIC DESIGN OF COLD-FORMED STEEL STRUCTURAL SYSTEMS A. GENERAL A1 Scope and Applicability A1.1 Scope A1.2 Applicability
100	A2 Definitions A2.1 Terms A3 Materials
101	A3.2 Expected Material Properties A3.2.1 Material Expected Yield Stress [Probable Yield Stress]
102	A3.2.2 Material Expected Tensile Strength [Probable Tensile Strength] A3.2.3 Material Modified Expected Yield Stress [Modified Probable Yield Stress] A3.3 Consumables for Welding A4 Structural Design Drawings and Specifications
103	A5 Reference Documents
104	B. GENERAL DESIGN REQUIREMENTS B1 General Seismic Design Requirements B1.1 General B1.2 Load Path B1.3 Deformation Compatibility of Members and Connections Not in the Seismic Force-Resisting System
105	B1.4 Seismic Load Effects Contributed by Masonry and Concrete Walls B1.5 Seismic Load Effects From Other Concrete or Masonry Components
106	B2 Lateral Force-Resisting System B3 Design Basis B3.3 Expected Strength [Probable Resistance]
109	C. ANALYSIS C1 Seismic Load Effects D. GENERAL MEMBER AND CONNECTION DESIGN REQUIREMENTS
110	E. SEISMIC FORCE-RESISTING SYSTEMS E1 Cold-Formed Steel Light Frame Shear Walls Sheathed With Wood Structural Panels E1.1 Scope E1.2 Basis of Design E1.2.1 Designated Energy-Dissipating Mechanism
111	E1.2.2 Seismic Design Parameters [Seismic Force Modification Factors and Limitations] for Seismic Force-Resisting System
112	E1.2.3 Type I or Type II Shear Walls
114	E1.2.4 Seismic Load Effects Contributed by Masonry and Concrete Walls E1.3 Shear Strength [Resistance] E1.3.1.1 Type I Shear Walls
118	E1.3.1.1.1 Wall Pier Limitations
119	E1.3.1.1.2 Both Wall Faces Sheathed With the Same Material and Fastener Spacing E1.3.1.1.3 More Than a Single Sheathing Material or Fastener Configuration
120	E1.3.1.2 Type II Shear Walls E1.3.2 Available Strength [Factored Resistance]
121	E1.3.3 Expected Strength [Probable Resistance]
122	E1.4 System Requirements E1.4.1 Type I Shear Walls E1.4.1.1 Limitations for Tabulated Systems
123	E1.4.1.2 Capacity Protected Components
124	E1.4.1.3 Required Strength [Effect Due to Factored Loads] for Foundations E1.4.1.4 Design Deflection
126	E1.4.2 Type II Shear Walls E1.4.2.1 Additional Limitations E1.4.2.2 Required Strength [Effect Due to Factored Loads] for Chord Studs, Anchorage, and Collectors E1.4.2.2.1 Collectors Connecting In-Plane Type II Shear Wall Segments E1.4.2.2.2 Uplift Anchorage and Boundary Chord Forces at Type II Shear Wall Ends E1.4.2.2.3 Uplift Anchorage Between Type II Shear Wall Ends E1.4.2.3 Design Deflection
127	E2 Cold-Formed Steel Light Frame Shear Walls With Steel Sheet Sheathing E2.2 Basis of Design E2.2.1 Designated Energy-Dissipating Mechanism E2.2.2 Seismic Design Parameters [Seismic Force Modification Factors and Limitations] for Seismic Force-Resisting System
128	E2.2.3 Type I or Type II Shear Walls E2.2.4 Seismic Load Effects Contributed by Masonry and Concrete Walls E2.3 Shear Strength [Resistance] E2.3.1 Nominal Strength [Resistance]
129	E2.3.1.1 Type I Shear Walls E2.3.1.1.1 Effective Strip Method
130	E2.3.1.1.2 Wall Pier Limitations E2.3.1.1.3 Both Wall Faces Sheathed With the Same Material and Fastener Spacing E2.3.1.1.4 More Than a Single Sheathing Material or Fastener Configuration E2.3.1.2 Type II Shear Walls E2.3.2 Available Strength [Factored Resistance] E2.3.3 Expected Strength [Probable Resistance] E2.4 System Requirements E2.4.1 Type I Shear Walls E2.4.1.1 Limitations for Tabulated Systems
131	E2.4.1.2 Capacity Protected Components E2.4.1.3 Required Strength [Effect Due to Factored Loads] for Foundations E2.4.1.4 Design Deflection E2.4.2 Type II Shear Walls E3 Cold-Formed Steel Light Frame Strap Braced Wall Systems E3.2 Basis of Design E3.2.1 Designated Energy-Dissipating Mechanism E3.2.2 Seismic Design Parameters [Seismic Force Modification Factors and Limitations] for Seismic Force-Resisting System
132	E3.2.3 Seismic Load Effects Contributed by Masonry and Concrete Walls E3.3 Shear Strength [Resistance] E3.3.1 Nominal Strength [Resistance] E3.3.2 Available Strength [Factored Resistance]
133	E3.3.3 Expected Strength [Probable Resistance] E3.4 System Requirements E3.4.1 Limitations on System
136	E3.4.2 Capacity Protected Components
137	E3.4.3 Required Strength [Effect of Factored Loads] for Foundations E3.4.4 Design Deflection
138	E4 Cold-Formed Steel Special Bolted Moment Frames (CFS–SBMF) E4.1 Scope E4.2 Basis of Design E4.2.1 Designated Energy-Dissipating Mechanism
140	E4.2.2 Seismic Design Parameters for Seismic Force-Resisting System
141	E4.2.3 Seismic Load Effects Contributed by Masonry and Concrete Walls E4.3 Strength E4.3.1 Required Strength E4.3.1.1 Beams and Columns E4.3.1.2 Bolt Bearing Plates
142	E4.3.2 Available Strength E4.3.3 Expected Strength
149	E4.4 System Requirements E4.4.1 Limitations on System
151	E4.4.2 Beams
152	E4.4.3 Columns E4.4.4 Connections, Joints and Fasteners
153	E4.4.4.1 Bolted Joints E4.4.4.1.1 Beam-to-Column Connections
154	E4.4.4.1.2 Bolt Bearing Plates E4.4.4.2 Welded Joints
155	E4.4.4.3 Other Joints and Connections
156	E5 Cold-Formed Steel Light Frame Shear Walls With Wood Structural Panel Sheathing on One Side and Gypsum Board Panel Sheathing on the Other Side E5.1 Scope E5.2 Basis of Design E5.3 Shear Resistance E5.4 System Requirements
157	E6 Cold-Formed Steel Light Frame Shear Walls With Gypsum Board or Fiberboard Panel Sheathing E6.1 Scope E6.2 Basis of Design
158	E6.3 Shear Strength
159	E6.4 System Requirements
160	E7 Conventional Construction Cold-Formed Steel Light Frame Strap Braced Wall Systems E7.1 Scope E7.2 Basis of Design E7.3 Shear Resistance E7.4 System Requirements
161	F. DIAPHRAGMS F1 General F1.1 Scope F1.2 Design Basis F1.3 Required Strength
162	F1.4 Shear Strength F2 Cold-Formed Steel Diaphragms Sheathed With Wood Structural Panels F2.1 Scope F2.2 Additional Design Requirements F2.3 Required Strength F2.4 Shear Strength F2.4.1 Nominal Strength
163	F2.4.2 Available Strength F2.4.3 Design Deflection
164	F2.5 Requirements Where Seismic Response Modification Coefficient, R, Greater Than Three F3 Bare Steel Deck Diaphragms
165	F3.4 Shear Strength F3.5.1 Prescriptive Special Seismic Detailing
167	F3.5.1.1 Structural Connection Qualification F3.5.1.2 Sidelap Connection Qualification F3.5.2 Performance-Based Special Seismic Detailing F3.5.2.1 Special Seismic Qualification by Cantilever Diaphragm Test
168	F3.5.2.2 Special Seismic Qualification by Principles of Mechanics
169	G. QUALITY CONTROL AND QUALITY ASSURANCE
170	H. USE OF SUBSTITUTE COMPONENTS AND CONNECTIONS IN SEISMIC FORCE-RESISTING SYSTEMS
171	APPENDIX 1, SEISMIC FORCE MODIFICATION FACTORS AND LIMITATIONS IN CANADA
172	REFERENCES

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Standard Title	AISI S400-20: North American Standard for Seismic Design of Cold-Formed Steel Structural Systems, 2020 Edition
Published Code	AISI
Publication Date	2020

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