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AISC D840 2024

Sun, 20 Oct 2024 10:31:26 +0000

This design guide provides an in-depth review of rain loads and ponding effects to help design professionals properly and efficiently design for ponding on roofs constructed with structural steel, open web steel joists, and joist girders. It includes several recommended methods of analysis that can be used to consider the effects of ponding, methods of design accounting for ponding effects, and a presentation of the SJI Roof Bay Analysis Tool. These methods are thoroughly discussed and then demonstrated with many helpful design examples.

PDF Catalog

PDF Pages	PDF Title
1	Rain Loads and Ponding
3	Inside Cover Page
4	Copyright
5	Authors Acknowledgments Preface
7	Table of Contents
9	Chapter 1 Introduction 1.1 Behavior of Roofs under Rain Loads
11	1.2 Current Code Provisions and Requirements
15	1.2.1 International Building Code 1.2.2 International Plumbing Code 1.2.3 Material-Specific Standards 1.2.4 Provisions from FM Global
16	1.2.5 Ponding and Snow Loads 1.3 Obsolete Methods of Design for Ponding
19	Chapter 2 Recommended Method of Design for Ponding 2.1 Design Basis 2.2 Calculation of Required Strength 2.3 Calculation of Rain Load Including Ponding Effects
20	2.4 Calculation of Snow Load Including Ponding Effects 2.5 Calculation of Available Strength
21	2.6 Bays with Low Slope
22	2.7 Serviceability 2.8 Practical Considerations
24	2.9 Recommendations when Drain Sizes Are Not Yet Known
25	Chapter 3 Methods of Analysis for Ponding 3.1 Closed-Form Solutions 3.2 Amplified First-Order Analysis
26	3.3 Negative Spring Stiffness 3.4 Iterative Analysis
29	Chapter 4 SJI Roof Bay Analysis Tool
30	4.1 Input
32	4.2 Analysis Procedure 4.3 Output
33	4.4 Design Procedure
35	Chapter 5 Design Examples 5.1 Example 1—Existing Dead Flat Roof
38	5.2 Example 2—Open Web Steel Joist Roof Design
41	5.3 Example 3—Structural Steel Roof Design
50	5.4 Example 4—Bay with Low Slope and Secondary Members Perpendicular to a Free-Draining Edge
53	5.5 Example 5—Bay with Low Slope and Secondary Members Parallel to a Free-Draining Edge
61	Chapter 6 Concluding Notes
63	Symbols
65	Glossary
67	References
70	Back Cover

AISC D839 2023

Sun, 20 Oct 2024 10:31:26 +0000

End-plate moment connections are a simple approach to provide a quick-to-erect fully rigid connection without the need for field welding. This Design Guide centralizes AISC

PDF Catalog

PDF Pages	PDF Title
1	End-Plate Moment Connections
4	Copyright
5	Authors/Acknowledgments/Preface
7	Table of Contents
11	Chapter 1 Introduction 1.1 Typical Applications 1.2 Overview of this Design Guide
13	1.3 Classifications of End-Plate Moment Connections
14	1.4 Introduction to Seismic Considerations
17	Chapter 2 Background 2.1 Introduction
18	2.2 Development of Design Procedures 2.2.1 Experiments Used to Validate Design Proceduresin This Design Guide 2.2.2 Development of Design Procedures
21	2.3 Selected Key Experimental Programs Around The World
22	2.4 Investigations for Specific Topics 2.4.1 Experiments Focused on Bolt Behavior in End-Plate Moment Connections 2.4.2 Experiments with Variations on the Flange-to-End-Plate Welds
23	2.4.3 Investigations for Combined Bending and Axial Force 2.4.4 Panel Zone Behavior and Tension Field Action Adjacent to an End Plate
24	2.4.5 Connection to Minor Axis of an I-Shaped Column
25	2.4.6 Connection to HSS Column 2.4.7 Column Flange Washer Plates 2.4.8 Effect of Composite Slab
26	2.4.9 Stiffener Geometry for Stiffened Extended End Plates
27	2.4.10 Sloping End-Plate Moment Connections
28	2.4.11 Additional Topics
29	2.5 Computational Simulation and Analytical Methods 2.5.1 Finite Element Method
30	2.5.2 Component Stiffness Models of End-Plate Moment Connections
33	Chapter 3 Overview of Design Concepts 3.1 Overview
35	3.2 Connection Stiffness and Use as Fully Restrained Connection
36	3.3 Design for End-Plate Flexural Yielding
43	3.4 Design of Bolts to Resist Flexure in the Connection
46	3.5 Design for Axial and Shear Forces
47	3.6 Applying Design Principles to Sloped Connections
48	3.7 Additional Limit States and Assumptions 3.7.1 Limit State Checklist
49	3.7.2 Assumptions
50	3.7.3 Column Panel Zone Strength
53	3.7.4 End-Plate Stiffener Requirements
54	3.7.5 Beam and Stiffener Welds to End Plate
56	3.7.6 Column-Side Limit States
59	Chapter 4 Design Considerations 4.1 Design Choices 4.1.1 Thick vs. Thin End-Plate Design for Gravity, Wind, and Low-Seismic-Ductility Design 4.1.2 Limits on Parameters Based on Range Tested 4.1.3 Materials
60	4.2 Detailing Issues 4.2.1 Fit-Up Issues 4.2.2 Bolt and End-Plate Detailing
62	4.2.3 Welds and Weld Access Holes 4.2.4 Composite Slabs
63	4.2.5 Stiffener and Cap Plate Detailing
65	Chapter 5 Gravity, Wind, and Low-Seismic-Ductility Design 5.1 Design Equations 5.1.1 Thick End-Plate Design Procedure
66	5.1.2 Thin End-Plate Design Procedure
68	5.1.3 Design Procedure
69	5.2 Flush End-Plate Connections 5.2.1 Design Tables and Limitations
76	5.2.2 Flush Thick End-Plate Analysis Examples EXAMPLE 5.2-1—Two-Bolt Flush Unstiffened Thick End-Plate Example
87	EXAMPLE 5.2-2—Four-Bolt Flush Unstiffened Thick End-Plate Example
93	EXAMPLE 5.2-3—Four-Bolt Flush Stiffened with Web Stiffener Plates between the Tension Bolts Thick End-Plate Example
101	EXAMPLE 5.2-4—Four-Bolt Flush Stiffened with Web Stiffeners below the Tension Bolts Thick End-Plate Example
109	EXAMPLE 5.2-5—Six-Bolt Flush Unstiffened Thick End-Plate Example
115	EXAMPLE 5.2-6—Six-Bolt Flush Four-Wide/Two-Wide Unstiffened Thick End-Plate Example
122	5.3 Extended End-Plate Connections 5.3.1 Design Tables and Limitations
132	5.3.2 Extended Thick End-Plate Analysis Examples
133	EXAMPLE 5.3-1—Four-Bolt Extended Unstiffened Thick End-Plate Example
148	EXAMPLE 5.3-2—Four-Bolt Extended Stiffened Thick End-Plate Example
162	EXAMPLE 5.3-3—Multiple-Row Extended 1/2 Unstiffened Thick End-Plate Example
169	EXAMPLE 5.3-4—Multiple-Row Extended 1/3 Unstiffened Thick End-Plate Example
176	EXAMPLE 5.3-5—Multiple-Row Extended 1/3 Stiffened Thick End-Plate Example
183	EXAMPLE 5.3-6—Eight-Bolt Extended Four-Wide Unstiffened Thick End-Plate Example
190	EXAMPLE 5.3-7—Eight-Bolt Extended Stiffened Thick End-Plate Example
198	EXAMPLE 5.3-8—12-Bolt Multiple-Row Extended 1/3 Four-Wide/Two-Wide Unstiffened Thick End-Plate Example
205	EXAMPLE 5.3-9—12-Bolt Extended Stiffened Thick End-Plate Example
215	Chapter 6 High-Seismic-Ductility Design 6.1 Introduction and Design Approach 6.2 Design Requirements 6.2.1 General
216	6.2.2 Geometric Limitations for Beams, Columns, Bolts, and End Plates
218	6.2.3 Design Requirements for Bolts
220	6.2.4 Design Requirements for End Plates
223	6.2.5 Design Requirements for End-Plate Stiffeners 6.2.6 Detailing of Composite Slabs at End-Plate Connections 6.2.7 Weld Design and Detailing Requirements
224	6.2.8 Column-Side Limit States
228	6.3 Design Examples EXAMPLE 6.3-1—Four-Bolt Extended Unstiffened End-Plate Example
244	EXAMPLE 6.3-2—Four-Bolt Extended Stiffened End-Plate Example
257	EXAMPLE 6.3-3—Eight-Bolt Extended Stiffened End-Plate Example
273	APPENDIX A Column-Side Yield Line Parameters
287	APPENDIX B Gravity, Wind, and Low-Seismic-Ductility Thin End-Plate Design Examples B.1 Connection Examples B.2 Flush Thin End-Plate Connections EXAMPLE B.2-1—Two-Bolt Flush Unstiffened Thin End-Plate Example
292	EXAMPLE B.2-2—Four-Bolt Flush Unstiffened Thin End-Plate Example
297	EXAMPLE B.2-3—Four-Bolt Flush Stiffened with Web Stiffener between the Tension Bolts Thin End-Plate Example
302	EXAMPLE B.2-4—Four-Bolt Flush Stiffened with Web Stiffener below the Tension Bolts Thin End-Plate Example
307	EXAMPLE B.2-5—Six-Bolt Flush Unstiffened Thin End-Plate Example
312	EXAMPLE B.2-6—Six-Bolt Flush Four-Wide/Two-Wide Unstiffened Thin End-Plate Example
317	B.3 Extended Thin End-Plate Connections EXAMPLE B.3-1—Four-Bolt Extended Unstiffened Thin End-Plate Example
324	EXAMPLE B.3-2—Four-Bolt Extended Stiffened Thin End-Plate Example
331	EXAMPLE B.3-3—Multiple-Row Extended 1/2 Unstiffened Thin End-Plate Example
338	EXAMPLE B.3-4—Multiple-Row Extended 1/3 Unstiffened Thin End-Plate Example
344	EXAMPLE B.3-5—Multiple-Row Extended 1/3 Stiffened Thin End-Plate Example
350	EXAMPLE B.3-6—Eight-Bolt Extended Four-Wide Unstiffened Thin End-Plate Example
357	EXAMPLE B.3-7—Eight-Bolt Extended Stiffened Thin End-Plate Example
367	EXAMPLE B.3-8—12-Bolt Multiple-Row Extended 1/3 Four-Wide/Two-Wide Unstiffened Thin End-Plate Example
373	EXAMPLE B.3-9—12-Bolt Extended Stiffened Thin End-Plate Example
381	Symbols
387	References
404	Back Cover

AISC D838 2023

Sun, 20 Oct 2024 10:31:23 +0000

There

PDF Catalog

PDF Pages	PDF Title
1	SpeedCore Systems for Steel Structures
4	Copyright
5	Authors/Acknowledgments
6	Preface
7	Table of Contents
11	Chapter 1 Composite Plate Shear Walls—Concrete Filled (SpeedCore Systems) 1.1 Introduction
12	1.2 Practical Applications
15	1.3 Safety-Related Nuclear Structures
16	1.4 Background and Research
17	1.5 Specifications and Provisions
18	1.6 Design Guide Outlline
19	Chapter 2 Wind Design of SpeedCore Coupled and Uncoupled Systems 2.1 Design for Nonseismic Loading Combinations
21	2.2 Nonseismic Design Requirements for SpeedCore Systems
25	2.3 Coupling Beam Design Requirements
27	2.4 Connection Requirements 2.5 Diaphragms, Collectors, and Chords
30	2.6 Wind Design Procedure for SpeedCore Systems
33	2.7 Design Examples EXAMPLE 2.1—Wind Design of 15-Story Structure Using Uncoupled SpeedCore Systems
43	EXAMPLE 2.2—Wind Design of 15-Story Structure Using Coupled SpeedCore Walls
60	EXAMPLE 2.3—Wind Design of 22-Story Structure Using Coupled C-Shaped SpeedCore Walls
81	Chapter 3 Seismic Design of Uncoupled SpeedCore Walls 3.1 Overview 3.2 Design Requirements Based on 2022 AISC Seismic Provisions
85	3.3 General Design Procedure for Uncoupled Walls
90	3.4 Design Examples EXAMPLE 3.1— Seismic Design of 6-Story Structure Using Uncoupled SpeedCore Walls
103	EXAMPLE 3.2— Seismic Design of 18-Story Structure Using Uncoupled C-Shaped SpeedCore Walls
123	Chapter 4 Seismic Design of Coupled SpeedCore Walls 4.1 Overview
124	4.2 Design Requirements
134	4.3 General Design Procedure for Coupled Walls
143	4.4 Design Examples EXAMPLE 4.1— Seismic Design of Eight-Story Structure Using Coupled, Planar SpeedCore System
166	EXAMPLE 4.2— Seismic Design of 22-Story Structure Using Coupled, C-Shaped SpeedCore Walls
194	EXAMPLE 4.3— Continuous Web Plate Connection—Seismic Design of Coupling Beam-to-SpeedCore Wall Connection
200	EXAMPLE 4.4— Lapped Web Plate Connection—Seismic Design of Coupling Beam-to-Wall Connection
211	Chapter 5 Seismic Performance Evaluation 5.1 Modeling Approach
215	5.2 Seismic Performance of Coupled SpeedCore Systems
220	5.3 Seismic Performance Evaluation-FEMA P-695 Analysis
223	Chapter 6 Fire Design of SpeedCore Systems 6.1 Performance of SpeedCore Systems Under Fire Loading
226	6.2 Design Requirements for SpeedCore Walls Under Fire Loading
228	6.3 General Design Procedure for SpeedCore Walls Under Fire Loading
231	6.4 Design Example EXAMPLE 6.1— Fire Design of SpeedCore Walls
239	Appendix A Nominal Flexural Strength of SpeedCore Walls and Composite Coupling Beams (Plastic Stress Distribution Method) A.1 Planar SpeedCore Walls
241	A.2 C-Shaped SpeedCore Walls
247	A.3 Composite Coupling Beams
249	Symbols
255	References
258	Back Cover

AISC D837 2022

Sun, 20 Oct 2024 10:31:22 +0000

Modern hybrid steel and mass-timber systems utilize the strengths of both materials to achieve highly efficient and attractive structural systems. Design Guide 37 provides a multi-disciplinary review of the design considerations that impact the structural design of hybrid steel-framed structures with mass-timber floors, including fire, acoustics, and sustainability.

PDF Catalog

PDF Pages	PDF Title
1	Hybrid Steel Frames with Wood Floors
4	Copyright
5	Authors/Acknowledgments
6	Preface
7	Table of Contents
9	Abbreviations
10	Purpose
11	Chapter 1 Mass-Timber Background Information 1.1 Introduction to Mass Timber 1.2 Types of Mass Timber
12	1.3 Relevant Codes and Standards
15	Chapter 2 Introduction to Hybrid Steel-Timber Systems 2.1 Benefits of Hybrid Steel-Timber Systems 2.2 Case Studies
23	2.3 Hybrid vs. Traditional Mass Timber
30	2.4 Basic Hybrid System
32	2.5 Mechanical Services Integration
37	Chapter 3 Fire Design 3.1 Basics of Fire Performance 3.2 Code Considerations
40	3.3 Fire Protection Options for Hybrid Systems
42	3.4 Fire Performance of Steel-to-Mass-Timber Interface
43	3.5 Detailing
45	Chapter 4 Acoustics 4.1 Basics of Acoustics in Mass Timber
50	4.2 Typical Mass-Timber Floor Buildups
51	4.3 Acoustic Topping Options
55	Chapter 5 Sustainability 5.1 Basics of Embodied Carbon
56	5.2 Comparative Life-Cycle Assessment of Hybrid Steel-Timber
60	5.3 Product Sustainability Certifications
62	5.4 Sustainability Conclusion
63	Chapter 6 Structural Design 6.1 Typical Floor Plate Design
64	Design Example 6.1 Noncomposite Hybrid Steel Beam with CLT Panel
69	Design Example 6.2 Timber Panel Design
74	Design Example 6.3 Fire Resistance Rating of 5-Ply CLT Panel
75	6.2 Lateral System Design
81	Design Example 6.4 CLT Diaphragm Design
86	6.3 Composite Systems
89	Design Example 6.5 Composite Hybrid Steel Beam with CLT Panel
98	6.4 Vibration
99	6.5 Mass Timber-to-Steel Connection Types
101	6.6 Detailing Considerations
107	Chapter 7 Constructability 7.1 Procurement 7.2 Erection
108	7.3 Tolerances 7.4 Timber Protection
109	7.5 Fire Risk During Construction
111	References
116	Back Cover

AISC D836 2020

Sun, 20 Oct 2024 10:31:22 +0000

Design Guide 36: Design Considerations for Camber is a comprehensive new document on the art and science of camber. The theory and design of camber can be complex and involves many considerations. This new publication is intended to assist those designing camber with the information they need to achieve optimal results. The Guide

PDF Catalog

PDF Pages	PDF Title
1	Design Guide 36 – Design Considerations for Camber
3	Inside Cover Page
4	Copyright
5	Authors Acknowledgments Preface
7	Table of Contents
9	Chapter 1 Introduction 1.1 Objective and Scope 1.2 Defining Camber
10	1.3 Purpose and Benefits of Camber
13	Chapter 2 Mechanical Principles 2.1 Elastic-Plastic Strains
14	Example 2.1.1 Geometric Evaluation of Camber Radius Curvature
16	Example 2.1.2 Determine the Maximum Strain Factor for the Beam in Example 2.1.1
17	2.2 Residual Stresses
18	2.3 Camber Loss
19	Chapter 3 Types of Camber 3.1 ASTM A6/A6M Beam Tolerance (Natural or Mill Camber) 3.2 Cold (Mechanical) Camber
22	3.3 Heat-Induced Camber 3.3.1 Physical Principles
26	3.3.2 Heat Cambering Procedure
28	3.3.3 Special Cases
29	Chapter 4 Designing Camber for Composite Beams 4.1 Camber Design Variables 4.1.1 Concrete Placement
30	4.1.2 Connection Restraint
33	4.1.3 Welded Attachments 4.1.4 Fabrication Tolerance 4.1.5 Concrete Shrinkage
34	4.1.6 Material Properties 4.1.7 Span at Columns 4.2 Calculating Precomposite Beam Deflections 4.3 Load to Offset
35	4.3.1 Compounded Deflections
37	4.3.2 Floor Plan Framing Considerations
39	Chapter 5 Camber for Special Conditions 5.1 Roof Members
40	5.2 Transfer Girders 5.3 Cantilever Beams 5.4 Trusses
41	5.5 Joists, Joist Girders, and Composite Joists
43	5.6 Crane Girders 5.7 Members of Lateral Load-Resisting Systems 5.8 Spandrel Members
44	5.9 Members with Nonuniform Cross Sections
45	Appendix A Floor Levelness A.1 Defining Level
46	A.2 Utilizing Camber with Floor Levelness
48	A.3 Level Floor Construction
49	A.4 Structural Steel Frame Tolerances
51	Appendix B Rules of Thumb
53	References
55	Further Reading
58	Back Cover

AISC D835 2019

Sun, 20 Oct 2024 10:31:22 +0000

Design Guide 35: Steel-Framed Storm Shelters outlines design requirements for steel-framed storm shelters and safe rooms that are needed in schools and other critical occupancy buildings during high-wind events such as hurricanes and tornadoes. The guide presents information regarding code requirements and load criteria and also covers topics such as building envelope and framing system considerations. Design examples are also included.

PDF Catalog

PDF Pages	PDF Title
1	Steel-Framed Storm Shelters
4	Copyright
5	Authors Acknowledgments Preface
7	Table of Contents
9	Chapter 1 Introduction 1.1 Storm Shelter Versus Safe Room 1.2 Industry Design Codes, Standards and Guidelines
11	Chapter 2 Structural Design Load Criteria 2.1 ICC 500 Criteria
14	2.2 FEMA P-361 Criteria
15	2.3 ASCE/SEI 7-16 Criteria
19	Chapter 3 Building Envelope Considerations 3.1 ICC 500 and FEMA Test Protocol
22	3.2 ASCE/SEI 7-16 Test Protocol
23	3.3 ASTM E1886-05 3.4 ASM E1996-12 3.5 Industry Missile Impact Assembly Tests
25	3.6 Previous Building Envelope System Tests
27	Chapter 4 Framing Systems Design Considerations 4.1 Roof Systems
29	4.2 Columns and Interior Load-Bearing Wall Systems 4.3 Exterior Wall Systems 4.4 Lateral Force-Resisting Systems and Diaphragms 4.5 Connection Details
41	Chapter 5 Other Design Considerations 5.1 Siting for Shelters
42	5.2 Occupancy, Means of Egress, and Access 5.3 Signage 5.4 Fire Safety
43	5.5 Operating a Shelter or Safe Room 5.6 Existing Buildings
44	5.7 Engineering Design Documents
45	Chapter 6 Design Examples Example 6.1
46	Example 6.2 Example 6.3
47	Example 6.4
48	Example 6.5
49	Example 6.6
51	Symbols
52	Acronyms and Abbreviations
53	References

AISC D824 2024

Sun, 20 Oct 2024 10:31:21 +0000

Design Guide 24, 2nd Ed., provides a much-anticipated update to AISC

PDF Catalog

PDF Pages	PDF Title
1	Hollow Structural Section Connections, 2nd Ed.
3	Inside Cover Page
4	Copyright
5	Authors Acknowledgments Preface
7	Table of Contents
11	Chapter 1 Introduction 1.1 Scope
12	1.1.1 Prominent Design Resources for HSS Connections
14	1.2 Principles of HSS Connection Design
15	1.3 Manufacturing of Hollow Sections 1.3.1 Terminology and Designations
16	1.3.2 Production Methods
18	1.4 Manufacturing Standards and Properties 1.4.1 ASTM A500/A500M 1.4.2 ASTM A1085/A1085M
19	1.4.3 ASTM A1065/A1065M 1.4.4 ASTM A847/A847M
20	1.4.5 ASTM A53/A53M 1.4.6 ASTM A501/A501M 1.4.7 ASTM A618/A618M
21	1.4.8 ASTM A1110/A1110M 1.4.9 ASTM A1112/A1112M 1.4.10 API 5L
22	1.4.11 CAN/CSA G40.20/G40.21
24	1.5 Advantages of HSS 1.5.1 AESS 1.5.2 Torsion 1.5.3 Compression
25	1.5.4 Surface Area 1.5.5 Concrete Filling
26	1.5.6 Resistance to Fluid Flow
27	1.5.7 Cold Bending or Hot Bending
28	1.5.8 Connecting to Steel Castings 1.6 Other Considerations 1.6.1 Galvanizing and Metalizing
29	1.6.2 Notch Toughness
30	1.6.3 Internal Corrosion and Freezing
31	1.6.4 Fire Protection
33	Chapter 2 Limit States for HSS Connections 2.1 Evolution of HSS Connection Design in the AISC Specification
34	2.2 Strength vs. Deformation Limit States
35	2.3 Limit State of Wall Plastification
36	2.3.1 Yield-Line Theory 2.3.2 Rectangular HSS Chord T-, Y-, and Cross‑Connections
39	2.3.3 Rectangular HSS Chord K-Connections 2.3.4 Round HSS Chord Connections
41	2.4 Limit State of Shear Yielding (Punching Shear)
42	2.4.1 Rectangular HSS Chord Connections
43	2.4.2 Round HSS Chord Connections 2.5 Limit State of Local Yielding of Branch Due to Uneven Load Distribution
45	2.6 Limit State of Local Yielding of Chord Side Walls
46	2.7 Limit State of Local Crippling of Chord Side Walls
47	2.8 Limit State of Buckling of Chord Side Walls
48	2.9 Limit State of Shearing of Chord Cross Section
49	2.10 Limit State of Local Buckling of Chord Connecting Face 2.11 Limit State of Shear Yielding of Overlapped Branches
50	2.12 Limit State of Chord Distortional Failure
51	2.13 Design Outside the Limits of Applicability
53	Chapter 3 Welding 3.1 Types of HSS Welds 3.1.1 Fillet Welds
56	3.1.2 PJP Groove Welds
57	3.1.3 PJP Groove Welds Reinforced with Fillet Welds 3.1.4 Flare-Bevel and Flare-V Groove Welds
60	3.1.5 CJP Groove Welds
61	3.2 Weld Inspection
62	3.3 Cutting and Welding Overlapping Hollow Sections
65	3.4 Fillet Welds in Shear Connections
67	3.5 Weld Effective Lengths 3.5.1 Welds of Plates and Branches to Rectangular HSS
70	3.5.2 Welds between Round HSS
72	3.6 Welded Joint Design Examples Example 3.1—Skewed Fillet Welds
73	Example 3.2—Fillet Weld Size in Shear Connection
76	Example 3.3—Transverse Weld to a Square or Rectangular HSS
78	Example 3.4—Welds to a Rectangular HSS Overlapped K-Connection Using Effective Lengths
82	Example 3.5—Welds to a Rectangular HSS Overlapped K-Connection to Develop Branch Capacity
85	Chapter 4 Mechanical Fasteners and Bolted Joints
86	4.1 Bolted HSS Limit States 4.1.1 Tension Pull-Out 4.1.2 HSS Wall Distortion
87	4.2 Fasteners in Shear 4.3 Fasteners in Tension 4.3.1 Prying Action
88	4.4 Fasteners in Combined Shear and Tension
90	4.5 Other Mechanical Fasteners 4.5.1 Through Bolts
91	4.5.2 Blind Bolts
92	4.5.3 Threaded Studs 4.5.4 Powder-Actuated Fasteners 4.5.5 Screws
93	4.6 Bolted Joint Design Examples Example 4.1— Through Bolts in Shear
96	Example 4.2—Threaded Studs in Tension
100	Example 4.3—Bolts in Tension
105	Chapter 5 Shear Connections 5.1 Applicable Limit States 5.1.1 Shear Yielding 5.1.2 Yield Line Mechanism
106	5.2 Wide-Flange Beam-to-HSS Column Connections 5.2.1 Single-Plate Connections
107	5.2.2 Single-Angle Connections
108	5.2.3 Double-Angle Connections 5.2.4 WT Connections
109	5.2.5 Unstiffened Seat Connections 5.2.6 Stiffened Seat Connections 5.2.7 Through-Plate Connections
111	5.2.8 Shear Connections to Round HSS 5.3 High Shear Load Connections
112	5.4 HSS Beam-to-HSS Column Connections
113	5.5 Shear Connection Design Examples Example 5.1—Single Plate-to-HSS Connection
118	Example 5.2—Double Angle-to-Narrow HSS Connection
124	Example 5.3—Through Plate-to-HSS Connection
131	Chapter 6 Moment Connections
132	6.1 Continuous Beam Over HSS Column
133	6.2 External Diaphragm Plate (Cut-Out Plate) Flange-Plated 6.3 Welded Tee Flange
134	6.4 Directly Welded
135	6.5 Through-Plate Flange-Plated
136	6.6 Internal Diaphragm Plate
137	6.7 Moment Connection Design Examples EXAMPLE 6.1—Beam over HSS Column Connection
144	EXAMPLE 6.2—External Diaphragm Plate (Cut-Out Plate) Flange-Plated Connection
155	EXAMPLE 6.3—Directly Welded Connection
161	EXAMPLE 6.4—Through-Plate Flange-Plated Connection
170	EXAMPLE 6.5—Welded WT Flange Connection
183	Chapter 7 Tension and Compression Connections 7.1 End-Tee Connections
186	7.2 Slotted HSS-to-Gusset Plate Connections
188	7.3 End-Plate Connections
190	7.3.1 End Plate on Round HSS
191	7.3.2 End Plate on Rectangular HSS with Bolts on Four Sides
194	7.3.3 End Plate on Rectangular HSS with Bolts on Two Sides
195	7.4 Sandwich Gusset Plates 7.5 Tension and Compression Connection Design Examples EXAMPLE 7.1—End-Tee Connection
207	EXAMPLE 7.2—Slotted Round HSS-to-Gusset Plate Connection
214	EXAMPLE 7.3—End Plate on Round HSS Connection
219	EXAMPLE 7.4—End Plate on Rectangular HSS Connection (Bolts on Four Sides)
225	Chapter 8 Line Loads and Concentrated Forces on HSS 8.1 Scope And Basis
226	8.2 Limit States 8.2.1 Branch Plates-to-Round HSS
227	8.2.2 Branch Plates-to-Rectangular HSS
230	8.2.3 Through Plates-to-Round HSS
231	8.2.4 Through Plates and Stiffened Plates to Rectangular HSS
232	8.3 Branch-Plate and Through-Plate Connection Available Strength Tables 8.4 Cap-Plate Connections 8.4.1 Closure of an Open End
237	8.4.2 Axial Compression or Tension on a Cap Plate from a Tee-Stub 8.4.3 Compression on a Cap Plate from a Beam, Girder, or Joist
238	8.5 Line Load Connection Design Examples EXAMPLE 8.1—Longitudinal Branch-Plate/Through-Plate Connection with Rectangular HSS
242	EXAMPLE 8.2—Wide-Flange Beam-to-Round HSS Column Moment Connection
246	EXAMPLE 8.3—Transverse Branch-Plate Connection with Rectangular HSS
251	Chapter 9 HSS-to-HSS Truss Connections 9.1 Scope and Basis
252	9.2 Notation, Terminology, and Limit States 9.2.1 Gap, Overlap, and Eccentricity in K-Connections
253	9.2.2 Limit States
254	9.3 Connection Classification
256	9.4 Truss Modeling and Member Design
257	9.5 Round HSS Branches to a Rectangular HSS Chord
259	9.6 KT-Connections 9.6.1 Methods of Analysis
262	9.7 HSS-to-HSS Truss Connection Available Strength Tables 9.8 Multi-Planar Connections
270	9.8.1 XX-Connection Design
271	9.8.2 KK-Connection Design
273	9.8.3 Fabrication Aspects with KK-Connections
274	9.9 Truss Connection Design Examples EXAMPLE 9.1—Y-Connection with Round HSS
278	EXAMPLE 9.2—Overlapped K-Connection with Round HSS
282	EXAMPLE 9.3—Cross-Connection with Rectangular HSS
287	EXAMPLE 9.4—Overlapped K-Connection with Rectangular HSS
293	EXAMPLE 9.5—Gapped K-Connection with Square HSS and Unbalanced Branch Loads
302	EXAMPLE 9.6—Overlapped KT-Connection with Square HSS
309	Chapter 10 HSS-to-HSS Moment Connections 10.1 Scope and Basis 10.1.1 Vierendeel Connections
310	10.2 Limit States 10.2.1 In-Plane Bending of Branch(es)
314	10.2.2 Out-of-Plane Bending of Branch(es)
317	10.3 HSS-to-HSS Moment Connection Available Strength Tables
321	10.4 HSS-to-HSS Moment Connection Design Examples EXAMPLE 10.1—Cross-Connection with Round HSS under Branch In-Plane Bending
324	EXAMPLE 10.2—Vierendeel Connection with Square HSS under Branch In-Plane Bending
331	EXAMPLE 10.3—Cross-Connection with Rectangular HSS under Branch Out-of-Plane Bending
334	EXAMPLE 10.4—T-Connection with Rectangular HSS under Branch Out-of-Plane Bending
339	Symbols
345	References
356	Back Cover

AISC D801 2024

Sun, 20 Oct 2024 10:31:21 +0000

This new edition of AISC Design Guide 1, Base Connection Design for Steel Structures, provides detailed analysis and design guidance on base connections. Years of research contributed to the significant expansions included in the design guide in areas of seismic design and embedded base connection design. Guidance is also offered on the simulation of base connections in finite element models. Extensive design examples are included.

PDF Catalog

PDF Pages	PDF Title
1	Base Connection Design for Steel Structures
4	Copyright
5	Authors, Acknowledgments, Preface
7	Table of Contents
11	Chapter 1 Introduction 1.1 General
12	1.2 History and Advancements 1.2.1 Previous Editions of Design Guide 1 and Research Synthesis
14	1.22 Relevant Developments since the Publication of Design Guide 1, 2nd Ed.
15	1.3 Scope, Updates, and Preview
17	Chapter 2 Materials – Specifications, Selection, and Other Considerations 2.1 Base Plate and Anchor Rod Material Specifications 2.2 Base Plate Material Selection 2.3 Anchor Rod Selection (Material, Type, and Weldability)
19	2.4 Weld Materials 2.5 Grout Materials
20	2.6 Concrete Materials
21	Chapter 3 Base Selection, Design, and Simulation 3.1 Overview and Organization 3.2 Base Connection Configurations 3.2.1 Base Connections for Columns without Braces
24	3.22 Base Connections for Columns with Braces
25	3.3 Interaction of Base Connections with Frames
26	3.3.1 General Observations about Base Connection Load-Deformation Response 3.3.2 Modeling Base Connections for Strong-Base Design
27	3.3.3 Modeling Base Connections for Weak-Base Design
29	Chapter 4 Design of Exposed Column Base Connections 4.1 Overview and Organization 4.2 Overall Design Process and Flow
30	4.3 Load Combinations 4.3.1 Design for Axial Compression
36	4.3.2 Design for Axial Tension
43	4.3.3 Design for Shear
47	4.3.4 Design for Combined Axial Tension and Shear 4.3.5 Design for Combined Axial Compression and Shear
48	4.3.6 Design for Bending
49	4.3.7 Design for Combined Axial Compression and Bending
56	4.3.8 Design for Combined Axial Tension and Bending
57	4.3.9 Design for Combined Axial Compression, Bending, and Shear
58	4.3.10 Design for Combined Axial Tension, Bending, and Shear 4.3.11 Design for Combined Axial Compression and Biaxial Bending
59	4.4 Anchorage Design for Concrete Limit States 4.4.1 Approaches for Using Reinforcement to Strengthen Concrete Limit States
63	4.4.2 Use of Strut-and-Tie Methodologies in Anchor Design 4.5 Exposed Base Plate Connections – Fabrication and Installation 4.5.1 Base Plate Fabrication and Finishing
64	4.5.2 Base Plate Welding
65	4.5.3 Anchor Rod Holes and Washers
67	4.5.4 Anchor Rod Placement and Tolerances
68	4.5.5 Column Erection Procedures
69	4.5.6 Grouting Requirements
70	4.6 Exposed Column Base Connections – Repair and Field Fixes 4.6.1 Anchor Rods in the Wrong Position 4.6.2 Anchor Rods Bent or Not Vertical 4.6.3 Anchor Rod Projection Too Long or Too Short
74	4.6.4 Anchor Rod Pattern Rotated 90 4.7 Design Examples Example 4.7-1 Base Connection for Concentric Axial Compression Load (No Concrete Refinement)
77	Example 4.7-2 Base Connection for Concentric Axial Compression Load (Using Concrete Confinement)
80	Example 4.7-3 Base Connection for Concentric Axial Tension Load
86	Example 4.7-4 Base Connection for Concentric Shear Load (Limited by Edge Distance)
90	Example 4.7-5 Base Connection for Concentric Shear Load (Shear Lug Design)
101	Example 4.7-6 Base Connection for Anchor Rods Resisting Combined Tension and Shear
106	Example 4.7-7 Base Connection at Brace Producing Combined Tension and Shear
114	Exaple 4.7-8 Base Connection at Brace Producing Combined Compression and Shear
119	Example 4.7-9 Base Connection for Bending
125	Example 4.7-10 Base Connection for Bending without Anchor Rod Tension (Low Moment)
128	Example 4.7-11 Base Connection for Bending with Anchor Rod Tension (Large Moment)
135	Example 4.7-12 Base Connection for Bending with Anchor Rod Tension (Large Moment)
137	Example 4.7-13 Base Connection for Bending with Anchor Rod Tension (Low Moment)
140	Example 4.7-14 Base Connection for Biaxial Bending with Axial Compression
144	Example 4.7-15 Anchor Reinforcement Design
151	Chapter 5 Design of Embedded Base Connections 5.1 Context for Use of Embedded Base Connections 5.2 Connection Configurations and Load Resistance Mechanisms
153	5.2.1 Type I Connections
155	5.2.2 Type II Connections
157	5.3 Design Method for Combined Bending, Shear, and Axial Force
158	Example 5.3-1 Embedded Base Connection for Bending, Shear, and Axial Compression
160	5.4 Fabrication and Installation
161	Chapter 6 Design of Column Base Connections for Seismic Loading 6.1 Overview and Organization 6.2 Seismic Performance Requirements for Column Bases
164	6.3 Influence of Grade Beams and Other Footing Effects 6.4 Design Method for Seismic Design of Column Base Connections in Moment Frames 6.4.1 Strong-Base Design for Seismic Conditions
165	6.4.2 Weak-Base Design For Seismic Conditions
166	Example 6.4-1 Weak-Base Design of a Base Plate Connection with Ductile Anchor Rods
171	6.5 Seismic Design of Braced Frame Base Plate Connections
173	Appendix A Special Considerations for Double-Nut Joints, Pretension Joints, and Special Structures A.1 Design Requirements A.1.1 Compression Limit State for Anchor Rods A.1.2 Tensile Fatigue Limit State for Anchor Rods
177	A.2 Installation Requirements for Pretensioned Joints A.2.1 Double-Nut Joints
180	A.2.2 Pretensioned Joints A.3 Inspection and Maintenance After Installation
183	Appendix B Alternate Methods for Design B.1 Context and Motivation B.2 Triangular Pressure Distribution B.2.1 Introduction
184	B.2.2 Determining Required Base Plate Thickness from Required Strength B.2.3 Determination of Required Stress and Effects of Eccentricity
185	B.2.4 Design Procedure
189	Example B.2-1 Base Connection for Bending without Anchor Rod Tension (Low Moment), Triangular Pressure Distribution
192	Example B.2-2 Base Connection for Bending with Anchor Rod Tension (Large Moment), Triangular Pressure Distribution
196	B.3 Design of Base Plates under Axial Compression Considering Flexibility
197	Example B.3-1 Base Connection for Concentric Axial Compression Load (with Concrete Confinement)
198	B.4 Design of Base Plate Bearing Interface under Two-Way Bending
199	Appendix C Guidance for Simulating Column Base Connections in Structural Analysis C.1 Introduction C.2 Rotational Stiffness Models
200	C.2.1 Estimation of Rotational Stiffness for Exposed Column Base Connections
202	C.2.2 Estimation of Rotational Stiffness for Shallowly Embedded or Blockout Base Connections
203	C.2.3 Estimation of Rotational Stiffness for Embedded Base Connections C.3 Commentary Regarding Hysteretic Properties of Base Connections
204	C.3.1 Physics of Connection Response
206	C.3.2 Simulating Base Connection Hysteretic Response
207	Appendix D Guidance for the Use of Finite Element Analysis for Base Plate Analysis and Design, Focused on Exposed Column Base Connection Details D.1 Context and Motivation D.2 Problem Scope and Statement D.3 Model Constructs
208	D.4 Geometry, Boundary Conditions, and Contact/Interactions D.4.1 Representation of Geometry of Components
209	D.4.2 Application of Boundary Conditions and Loads
210	D.5 Finite Element Types and Material Properties
211	D.6 Verification of Results
212	D.7 Interpretation of Results
213	References
220	Back Cover

AISC A207 2023

Sun, 20 Oct 2024 10:31:20 +0000

None

PDF Catalog

PDF Pages	PDF Title
1	Standard for Certification Programs
3	Title Page
4	Copyright
5	Dedication
7	Preface
9	Table of Contents
15	Glossary
21	Chapter 1 General Requirements 1.1 Purpose 1.2 Scope 1.3 References
22	1.4 Definitions 1.5 Management Responsibility
25	1.6 Construction Document Review and Communication
26	1.7 Detailing
29	1.8 Control of Management System Documents and Project Documents
31	1.9 Maintenance of Quality Records
32	1.10 Purchasing
33	1.11 Material Identification
34	1.12 Process Controls
36	1.13 Inspection and Testing
37	1.14 Calibration of Inspection, Measuring, and Test Equipment
39	1.15 Control of Nonconformances 1.16 Corrective Action
40	1.17 Handling, Storage, and Delivery of Materials, Fabricated Work, and Components 1.18 Training
41	1.19 Internal Audit
43	Chapter 2 Building Fabricator Requirements 2.3 References 2.5 Management Responsibility
45	Chapter 3 Metal Component Manufacturer Requirements 3.3 References 3.5 Management Responsibility
46	3.7 Detailing
47	Chapter 4 Bridge Fabricator Requirements 4.2 Scope
48	4.3 References 4.5 Management Responsibility
49	4.7 Detailing
50	4.11 Material Identification 4.12 Process Controls
51	Chapter 4.I Supplemental Requirements for Fabricators of Intermediate Bridges 4.I.2 Scope 4.I.5 Management Responsibility 4.I.7 Detailing
52	4.I.12 Process Controls
53	Chapter 4.A Supplemental Requirements for Fabricators of Advanced Bridges 4.A.2 Scope 4.A.6 Construction Document Review and Communication
54	4.A.12 Process Controls
55	Chapter 4.F Supplemental Requirements for Fabricators of Fracture-Critical Members 4.F.2 Scope 4.F.5 Management Responsibility 4.F.7 Detailing
56	4.F.10 Purchasing 4.F.11 Material Identification 4.F.12 Process Controls 4.F.13 Inspection and Testing 4.F.15 Control of Nonconformances
57	Chapter 5 Erector Requirements 5.3 References
58	5.5 Management Responsibility
60	5.8 Control of Management System Documents and Project Documents
61	5.10 Purchasing 5.12 Process Controls 5.16 Corrective Action 5.18 Training
62	5.19 Internal Audit 5.20 Erection Plan
63	5.21 Safety Plan
64	5.22 Other Project-Specific Requirements
65	Chapter 6 Hydraulic Metal Structures Fabricator Requirements 6.2 Scope
66	6.3 References 6.5 Management Responsibility
67	6.6 Construction Document Review and Communication
68	6.7 Detailing 6.12 Process Controls
69	Chapter 6.A Supplemental Requirements for Fabricators of Advanced Hydraulic Metal Structures 6.A.3 References 6.A.5 Management Responsibility 6.A.12 Process Controls
71	Chapter 6.F Supplemental Requirements for Fabricators of Fracture-Critical Members of Hydraulic Metal Structures 6.F.3 References 6.F.5 Management Responsibility 6.F.7 Detailing
72	6.F.10 Purchasing 6.F.11 Material Identification 6.F.12 Process Controls
73	6.F.13 Inspection and Testing 6.F.15 Control of Nonconformances
76	Back Cover

AISC 370 2021

Sun, 20 Oct 2024 10:09:33 +0000

The Specification for Structural Stainless Steel Buildings provides the generally applicable requirements for the design and construction of structural stainless steel buildings and other structures. Both LRFD and ASD methods of design are incorporated. Dual-units format provides for both U.S. customary and S.I. units.

PDF Catalog

PDF Pages	PDF Title
1	ANSI/AISC 370-21
4	COPYRIGHT
5	PREFACE
7	TABLE OF CONTENTS
23	SYMBOLS
35	GLOSSARY
48	ABBREVIATIONS
51	CHAPTER A – GENERAL PROVISIONS A1. Scope
53	A2. Referenced Specifications, Codes, and Standards
56	A3. Material and Product Order Requirements
64	A4. Minimum Assessment Requirements for Specifying Alloy Corrosion Resistance
65	A5. Structural Design Documents and Specifications
66	CHAPTER B – DESIGN REQUIREMENTS B1. General Provisions B2. Loads and Load Combinations B3. Design Basis
70	B4. Member Properties
75	B5. Fabrication and Erection B6. Quality Control and Quality Assurance B7. Evaluation of Existing Structures
78	CHAPTER C – DESIGN FOR STABILITY C1. General Stability Requirements C2. Calculation of Required Strengths
83	C3. Calculation of Available Strengths
84	CHAPTER D – DESIGN OF MEMBERS FOR TENSION D1. Slenderness Limitations D2. Tensile Strength
86	D3. Effective Net Area D4. Built-Up Members D5. Pin-Connected Members
90	CHAPTER E – DESIGN OF MEMBERS FOR COMPRESSION E1. General Provisions
92	E2. Effective Length E3. Flexural Buckling of Members Without Slender Elements
93	E4. Torsional and Flexural-Torsional Buckling of Single Equal-Leg Angles and Members Without Slender Elements
95	E5. Single Equal-Leg Angle Compression Members Without Slender Elements
96	E6. Built-Up Members
97	E7. Members With Slender Elements
100	CHAPTER F – DESIGN OF MEMBERS FOR FLEXURE
102	F1. General Provisions
103	F2. Doubly Symmetric Compact I-Shaped Members and Channels Bent About Their Major Axis
105	F3. Double Symmetric I-Shaped Members and Channels With Compact Webs and Non Compact or Slender Flanges Bent About Their Major Axis
106	F4. Doubly Symmetric I-Shaped Members with Noncompact Webs Bent About Their Major Axis
108	F5. Doubly Symmetric I-Shaped Members With Slender Webs Bent About Their Major Axis
110	F6. I-Shaped Members and Channels Bent About Their Minor Axis
111	F7. Square and Rectangular HSS and Box Sections
113	F8. Round HSS
114	F9. Solid Rectangular Shapes and Rounds
115	F10. Other Shapes
116	F11. Proportions of Beams and Girders
117	CHAPTER G – DESIGN OF MEMBERS FOR SHEAR AND TORSION G1. General Provisions
118	G2. I-Shaped Members and Channels Subject to Major-Axis Shear
121	G3. Rectangular HSS and Box Sections Subject to Shear
122	G4. Round HSS Subject to Shear
123	G5. Doubly Symmetric I-Shaped Members and Channels Subject to Minor-Axis Shear G6. Other Singly or Doubly Symmetric Shapes Subject to Shear
124	G7. Beams and Girders with Web Openings Subject to Shear G8. Round and Rectangular HSS and Box Sections Subject to Torsion
126	G9. Doubly Symmetric I-Shaped Members and Channels Subject to Torsion
127	CHAPTER H – DESIGN OF MEMBERS FOR COMBINED FORCES H1. Doubly Symmetric I-Shaped Members, Channels, HSS, and Box Sections Subject to Flexure and Axial Force
129	H2. Doubly Symmetric I-Shaped Members, Channels, HSS, and Box Sections Subject to Combined Torsion, Flexure, Shear, and/or Axial Force H3. Rupture of Flanges with Holes Subject to Tension
131	CHAPTER I – DESIGN OF COMPOSITE MEMBERS
132	CHAPTER J – DESIGN OF CONNECTIONS J1. General Provisions
135	J2. Welds
145	J3. Bolts and Threaded Parts
156	J4. Affected Elements of Members and Connecting Elements
158	J5. Fillers
159	J6. Splices J7. Bearing Strength J8. Pins
161	J9. Column Bases and Bearing on Concrete J10. Anchor Rods and Embedments
162	J11. Doubly Symmetric I-Shaped Members With Concentrated Forces
168	J12. Square and Rectangular HSS With Concentrated Forces
171	CHAPTER K – ADDITIONAL REQUIREMENTS FOR HSS AND BOX-SECTION CONNECTIONS K1. General Provisions
172	K2. HSS-to-HSS Truss Connections
178	CHAPTER L – DESIGN FOR SERVICEABILITY L1. General Provisions
179	L2. Deflections L3. Drift
180	L4. Vibration L5. Wind-Induced Motion L6. Thermal Expansion and Contraction L7. Connection Slip
181	CHAPTER M – FABRICATION AND ERECTION M1. Fabrication and Erection Documents M2. Fabrication
186	M3. Erection
188	CHAPTER N – QUALITY CONTROL AND QUALITY ASSURANCE N1. General Provisions
189	N2. Fabricator and Erector Quality Control Program
190	N3. Fabricator and Erector Documents
191	N4. Inspection and Nondestructive Testing Personnel
192	N5. Minimum Requirements for Inspection of Structural Stainless Steel Buildings
199	N6. Approved Fabricators and Erectors
200	N7. Nonconforming Material and Workmanship
201	APPENDIX 1 – DESIGN BY ADVANCED ANALYSIS 1.1 General Requirements 1.2 Design by Elastic Analysis
203	1.3 Design by Inelastic Analysis
209	APPENDIX 2 – THE CONTINUOUS STRENGTH METHOD 2.1. Limitations 2.2 Material Modeling 2.3 Deformation Capacity
212	2.4 Tensile Strength
213	2.5. Compressive Strength 2.6. Flexural Strength
214	2.7. Combined Flexure and Compression
216	APPENDIX 3 – FATIGUE 3.1. General Provisions
217	3.2. Calculation of Maximum Stresses and Stress Range 3.3. Plain Material and Welded Joints
220	3.4. Bolts and Threaded Parts 3.5. Fabrication and Erection Requirements for Fatigue
221	3.6. Nondestructive Examination Requirements for Fatigue
240	APPENDIX 4 – STRUCTURAL DESIGN FOR FIRE CONDITIONS 4.1. General Provisions
241	4.2. Structural Design for Fire Conditions By Analysis
249	4.3. Design by Qualification Testing
251	APPENDIX 5 – EVALUATION OF EXISTING STRUCTURES 5.1. General Provisions 5.2. Material Properties
252	5.3. Evaluation by Structural Analysis
253	5.4. Evaluation by Load Tests
254	5.5. Evaluation Report
255	APPENDIX 6 – MEMBER STABILITY BRACING 6.1. General Provisions
256	6.2. Column Bracing
258	6.3. Beam Bracing
262	6.4. Beam-Column Bracing
263	APPENDIX 7 – MODELING OF MATERIAL BEHAVIOR 7.1. Material Behavior at Ambient Temperature
264	7.2. Material Behavior at Elevated Temperatures
267	COMMENTARY
268	COMMENTARY SYMBOLS
271	CHAPTER A – GENERAL PROVISIONS
294	CHAPTER B – DESIGN REQUIREMENTS
303	CHAPTER C – DESIGN FOR STABILITY
306	CHAPTER D – DESIGN OF MEMBERS FOR TENSION
309	CHAPTER E – DESIGN OF MEMBERS FOR COMPRESSION
316	CHAPTER F – DESIGN OF MEMBERS FOR FLEXURE
327	CHAPTER G – DESIGN OF MEMBERS FOR SHEAR AND TORSION
335	CHAPTER H – DESIGN OF MEMBERS FOR COMBINED FORCES
338	CHAPTER I – DESIGN OF COMPOSITE MEMBERS
339	CHAPTER J – DESIGN OF CONNECTIONS
357	CHAPTER K – ADDITIONAL REQUIREMENTS FOR HSS AND BOX-SECTION CONNECTIONS
359	CHAPTER L – DESIGN FOR SERVICEABILITY
362	CHAPTER M – FABRICATION AND ERECTION
365	CHAPTER N – QUALITY CONTROL AND QUALITY ASSURANCE
379	APPENDIX 1 – DESIGN BY ADVANCE ANALYSIS
390	APPENDIX 2 – THE CONTINUOUS STRENGTH METHOD
394	APPENDIX 3 – FATIGUE
396	APPENDIX 4 – STRUCTURAL DESIGN FOR FIRE CONDITIONS
401	APPENDIX 5 – EVALUATION OF EXISTING STRUCTURES
404	APPENDIX 6 – MEMBER STABILITY BRACING
405	APPENDIX 7 – MODELING MATERIAL BEHAVIOR
408	REFERENCES
425	Metric Conversion Factors for Common Steel Design Units used in AISC Specifications