MANUAL of STEE ST EEL L CO CONS NSTR TRUC UCTI TION ON
Load and Resistance Factor Design Third Edition
vi
Copyright © 2001 by American Institute of Steel Construction, Inc. ISBN 1-56424-051-7 All rights reserved. This book or any part thereof must not be reproduced in any form without the written permission of the publisher. The information presented in this publication has been prepared in accordance with recognized engineering principles and is for general information only. While it is believed to be accurate, this information should not be used or relied upon for any specific application without competent professional examination and verification of its accuracy, suitability, and applicability by a licensed professional engineer, designer, or architect. The publication of the material contained herein is not intended as a representation or warranty on the part of the American Institute of Steel Construction or of any other person named herein, that this information is suitable for any general or particular use or of freedom from infringement of any patent or patents. Anyone making use of this information assumes all liability arising from such use. Caution must be exercised when relying upon other specifications and codes developed by other bodies and incorporated by reference herein since such material may be modified or amended from time to time subsequent to the printing of this edition. The Institute bears no responsibility for such material other than to refer to it and incorporate it by reference at the time of the initial publication of this edition. Printed in the United States of America First Printing: November 2001
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
vii
PREFACE rd
This 3 Edition LRFD Manual of Steel Construction Construction is the twelfth major update of the AISC Manual of Steel Construction, which was first published in 1927. With this revision, member and connection design information has been condensed back into a single volume. It has been reorganized and reformatted to provide practical and efficient access to the information it contains, with a roadmap format to guide the user quickly to the applicable specifications, codes and standards, as well as the applicable provisions in those standards. The following specifications, codes and standards are included in or with this Manual: • • • • • •
1999 LRFD Specification for Structural Steel Buildings 2000 LRFD Specification for Steel Hollow Structural Sections 2000 LRFD Specification for Single-Angle Single-Angle Members 2000 RCSC Specification for Structural Joints Using ASTM A325 or A490 Bolts 2000 Code of Standard Practice for Steel Buildings and Bridges AISC Shapes Database V3 CD
The following major improvements have been made in this revision: • • • •
• • • • • • •
• • • • • • • •
Workable gages for flange fasteners have been reintroduced. The revised T , k and and k 1 values for W-shapes and the 0.93 wall-thickness reduction factor for HSS have been considered. considered. Guidance is provided provided on the new OSHA safety regulations, stability bracing bracing requirements requirements and proper material specification. New information is provided on design drawing information requirements, requirements, criteria needed for connection design, mill, fabrication and erection tolerances, façade issues, temperature effects and fire protection requirements with summaries of common UL assemblies. Shape information has been updated to the current series. Coverage of round HSS has been added. Dimensions and properties have been added for double channels back-to-back. back-to-bac k. Tables of surface and box perimeter, weight/area-to-perimete weight/area-to-perimeterr ratios and surface areas have been expanded to cover all common structural shapes. A new section on properly specifying materials, including shapes, plates, fasteners and other products, has been added. New information on corrosion protection and seismic design has been added. A new section has been added with design aids for tension members, including explicit consideration of net section requirements to ensure connectable member selection. Beam selection tables are included for selection based upon I x , Z x , I y y, and Z y y . Beam charts (φM n vs. Lb) are plotted for both W-shapes and channels. New floor plate deflection and bending design aids have been added. Additional Addition al beam diagrams and formulas have been added. A new section has been added with design aids for W-shape beam-columns. beam-columns. New bolt length selection tables have been added. Bolt entering and tightening clearances have been updated. Bolting information has been updated for consistency with the 2000 RCSC Specification. AMERICAN INSTITUTE OF STEEL CONSTRUCTION
viii
• • •
•
• • • •
Welding information, including the prequalified prequalified welded joint tables, has been updated to for consistency with AWS AW S D1.1-2000. Information on prying action, Whitmore section and strength of coped beams has been updated. Selection tables for shear end-plate connections and single-plate connections have been improved and expanded, including single-plate connections with up to 12 1 rows of bolts and up to 1 /8-in. diameter. New information informa tion and examples for flexible moment connections has been added as an update of Disque’s historic “type 2 with wind” moment connection design approach. Previous limitations on the use of of moment moment end-plate connections have been relaxed. Information on the design of anchor rods has been updated, including a new table of minimum dimensions for washers used with anchor rods. Composite member tables have been updated to include coverage of both both 4 ksi and 5 ksi concrete. A cross-reference cross-reference between U.S. customary and Metric shapes series has been included.
In addition, many other improvements improvements have been made throughout this Manual. By the AISC Committee on Manuals and Textbooks, William A. Thornton, Chairman
Barry L. Barger, Vice Chairman
Charles J. Carter Robert O. Disque Marshall T. Ferrell Lanny J. Flynn Mark V. Holland Bill R. Lindley II Leonard R. Middleton William C. Minchin Thomas M. Murray
Charles R. Page Davis G. Parsons II David T. Ricker Marc L. Sorenson Scott T. Undershute Gary C. Violette Michael A. West Heath E. Mitchell, Secretary
The Committee gratefully acknowledges the following people for their contributions to this Manual: Abbas Aminmansour, Roger L. Brockenbrough, Jennifer R. Ceccotti, Harry A. Cole, Richard A. DeVries, Guy J. Engebretson, Areti Gertos, Louis F. Geschwindner, Jr., John L. Harris III, Richard C. Kaehler, Suzanne W. Kaehler, Gerald F. Loberger, Jr., William T. Segui, Janet S. Tuegel, and Ramulu S. Vinnakota.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
1–1
PART 1
DIMENSIONS AND PROPERTIES
SCOPE
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STRUCTURAL STRUCTURAL PRODUCTS W-, M-, S- and HP-Shapes Channels Angles
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Plate Products Crane Rails
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Other Structural Products
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STANDARD MILL PRACTICES Hot-Rolled Structural Shapes Hollow Structural Sections Steel Pipe
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1–8 1–8
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W-Shapes with Cap Channels S-Shapes with Cap Channels
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Structural Tees (WT-, MT- and ST-Shapes) Hollow Structural Sections (HSS)
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TABLES OF DESIGN DIMENSIONS, DETAILING DIMENSIONS AND AXIAL, STRONG-AXIS FLEXURAL AND WEAK-AXIS FLEXURAL PROPERTIES Table 1-1. W-Shapes Table 1-2. M-Shapes Table 1-3. S-Shapes
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Table 1-6. MC-Shapes Table 1-7. Angles
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Table 1-4. HP-Shapes Table 1-5. C-Shapes
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Table 1-8. WT-Shapes Table 1-9. MT-Shapes
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AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
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DIMENSIONS AND PROPERTIES
Table 1-10. ST-Shapes
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Table 1-11. Rectangular (and Square) HSS Table 1-12. Round HSS Table 1-13. Steel Pipe
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Table 1-14. Double Angles Table 1-15. 2C-Shapes
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Table 1-16. 2MC-Shapes
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Table 1-24. Crane Rails
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Table 1-26. M-Shapes Table 1-27. S-Shapes
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Table 1-28. HP-Shapes Table 1-29. C-Shapes
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Table 1-33. MT-Shapes Table 1-34. ST-Shapes
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Table 1-32. WT-Shapes
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Table 1-35. Double Angles
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TABLES OF TORSIONAL AND FLEXURAL-TORSIONAL PROPERTIES Table 1-25. W-Shapes
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Table 1-22. AISI Standard Nomenclature for Flat-Rolled Carbon Steel Table 1-23. Weights of Raised-Pattern Floor Plates
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Table 1-20. Weights of Rectangular Plates and Bars Table 1-21. Areas and Weights of Round Bars
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Table 1-19. Areas of Rectangular Plates and Bars
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Table 1-17. W-Shapes with Cap Channels Table 1-18. S-Shapes with Cap Channels
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1–88 1–89 1–89 1–94 1–95 1–96 1–96 1–97 1–98 1–101 1–106 1–107
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TABLES OF SURFACE AREAS, BOX PERIMETERS AND AREAS AND W / / D AND A / P RATIOS Table 1-36. W-Shapes Table 1-37. M-Shapes Table 1-38. S-Shapes
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Table 1-41. MC-Shapes Table 1-42. Angles
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Table 1-39. HP-Shapes Table 1-40. C-Shapes
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1–111 1–111 1–116 1–117 1–118 1–119 1–120 1–121
1– 3
DIMENSIONS AND PROPERTIES
Table 1-43. WT-Shapes
Table 1-44. MT-Shapes Table 1-45. ST-Shapes
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Table 1-46. Rectangular (and Square) HSS Table 1-47. Round HSS Table 1-48. Steel Pipe
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Table 1-49. Equal-Leg Double Angles Table 1-50. LLBB Double Angles Table 1-51. SLBB Double Angles Table 1-52. 2C-Shapes
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Table 1-53. 2MC-Shapes
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Table 1-55. S-Shapes, M-Shapes, and Channels Table 1-56. WT-, MT-, and ST-Shapes Table 1-57. Angles, Structural Size Table 1-58. Angles, Bar Size
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Table 1-59. Rectangular (and Square) HSS Table 1-60. Round HSS and Steel Pipe
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Table 1-61. Rectangular Sheared Plates and Universal Mill Plates
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AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
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1–142 1–143 1–145
1–149
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1–141
1–148
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1–138
1–147
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1–129
1–131
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1–124
1–130
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STANDARD MILL PRACTICES SUMMARY TABLES Table 1-54. W-Shapes and HP-Shapes
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1–149 1–151 1–152 1–153 1–154 1–155 1–156 1–157
2–1
PART 2
GENERAL DESIGN CONSIDERATIONS
SCOPE
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APPLICABLE SPECIFICATIONS, CODES AND STANDARDS
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Specifications, Codes and Standards for Structural Steel Buildings Additional Requirements for HSS and Steel Pipe
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Additional Requirements for Single-Angle Members
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Additional Requirements for Steel-to-Concrete Anchorage Additional Requirements for Seismic Applications Other AISC Reference Documents OSHA REQUIREMENTS
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Columns and Column Base Plates Safety Cables
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Walking/Working Surfaces Beams and Bracing Joists
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Controlling Contractor Fall Protection Lifts
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FUNDAMENTALS OF LIMIT-STATES DESIGN Loads, Load Factors and Load Combinations
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DESIGN BASIS
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Frame Analysis, Stability and Leaning Columns Stability Bracing
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Approximate Method Simple-Span Beams
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Beam Ends Supported on Bearing Plates
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Beams and Girders Framing Continuously Over Columns
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AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
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2–10 2–12
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2–10
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2–9
2–10
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2–9
2–10
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2–9
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2–9
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2–7
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2–6
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2–6
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2–6
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2–5 2–5
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Nominal Strengths, Resistance Factors and Design Strengths Serviceability
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Additional Requirements for Bolted Joints with High-Strength Bolts Additional Requirements for Welded Joints
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2–12
2–12 2–12 2–13 2–13 2–13 2–13 2–13
2– 2
GENERAL DESIGN CONSIDERATIONS
PROPERLY SPECIFYING MATERIALS Availability
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Structural Shapes W-Shapes
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2–20
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2–20
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2–21
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Plate Products
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Anchor Rods
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Threaded Rods
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Forged Steel Structural Hardware .
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Shear-Stud Connectors Other Products
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Steel Castings and Forgings .
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CONTRACT CONTRACT DOCUMENT INFORMATION INFORMATION
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AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
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2–23
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2–28 2–28
2–28 2–29
2–29
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Design Drawings, Specifi Speci fications and Other Contract Documents Required Information
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2–22
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Compressible-Washer-T Compressible-Washer-Type ype Direct-Tension Direct-Tension Indicators
Crane Rails
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Twist-Off-Type wist-Off-Type Tension-Control Bolt Assemblies
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Conventional Conventional Bolts
Filler Metal
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Fastening Products
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Sheet and Strip
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Raised-Pattern Floor Plates
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Structural Bars
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Structural Plates
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Round HSS
Washers
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Rectangular (and Square) HSS
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Structural Tees
Nuts
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Steel Pipe
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HP-Shapes
Angles
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Channels
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M-Shapes S-Shapes
.
2–29 2–29 2–29 2–29 2–30 2–30 2–30
2– 3
GENERAL DESIGN CONSIDERATIONS
Information Required Only When Specifi Speci fied Approvals Required
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Establishing Criteria for Connections Simple Shear Connections Moment Connections Truss Connections
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TOLERANCES
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Mill Tolerances
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Fabrication Tolerances Erection Tolerances
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Building Fa¸ Facade c¸ ade Tolerances
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Cold Bending Hot Bending Truss Camber Straightening
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CORROSION PROTECTION
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Expansion and Contraction
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AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
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2–40 2–41
2–44 2–44
2–48 2–48 2–48 2–50 2–50 2–50
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2–40
2–48
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2–39
2–42
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2–39
2–39
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2–39 2–39
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2–39
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2–35 2–35
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2–35
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2–34
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2–34
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FATIGUE AND FRACTURE CONTROL Avoiding Brittle Fracture
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Elevated-Temperature Elevated-Temperature Service Low-Temperature Low-Temperature Service
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RENOVATION AND RETROFIT OF EXISTING STRUCTURES THERMAL EFFECTS
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2–30
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Assessment of Fire Damage
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Compatibility of Primer and Paint on Spray-Applied Fireproo fing .
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Restrained and Unrestrained Ratings
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Underwriters Laboratories (UL) Assemblies
Fire Engineering
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Conventional Fire-Resistant Design and Construction
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FIRE PROTECTION AND ENGINEERING
Rated Assemblies
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CAMBER, SWEEP AND STRAIGHTENING Beam Camber and Sweep
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Horizontal and Vertical Bracing Connections Strut and Tie Connections
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2–50
2– 4
GENERAL DESIGN CONSIDERATIONS
Avoiding Lamellar Tearing SEISMIC DESIGN
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Wind Applications and Low-Seismic Applications High-Seismic Applications PART 2 REFERENCES
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AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
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2–53 2–54 2–54 2–54 2–55
3–1
PART 3
DESIGN OF TENSION MEMBERS
SCOPE
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LOAD DETERMINATION
GROSS AREA, NET AREA AND EFFECTIVE AREA Gross Area
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Effective Area
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TENSILE DESIGN STRENGTH Yielding Limit State
Rupture Limit State
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OTHER SPECIFICATION REQUIREMENTS AND DESIGN CONSIDERATIONS Special Requirements for Heavy Shapes and Plates Slenderness
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Built-Up Tension Members Pin-Connected Plates Eyebars
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Concentrated Forces Fatigue
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Serviceability
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DESIGN EXAMPLES
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Connection Design
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Example Example 3.6. Steel Pipe Tension Member Design.
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Example 3.7. Double-Angle Tension Member Design. STEEL TENSION-MEMBER SELECTION TABLES Table 3-1. W-Shapes
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Table 3-2. Single Angles Table 3-3. WT-Shapes
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3–5
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3–13
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3–14 3–15
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AMERICAN INSTITUT NSTITUTE E OF STEEL CONSTRUCTION
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3–10
3–11
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3–7 3–9
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3–5
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3–4 3–4
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3–4
3–4
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3–4
3–4
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3–4
3–4
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3–4
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3–4 3–4
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3–3
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3–3
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3–3 3–3
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Example 3.4. Rectangular HSS Tension Member Design. Example 3.5. Round HSS Tension Member Design.
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Example 3.2. Single-Angle Tension Member Design.
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Example 3.3. WT-Shape Tension Member Design.
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Example 3.1. W-Shape Tension Member Design.
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3–3
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3–3
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3–3
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3–16 3–16
3–16
3– 2
DESIGN OF TENSION MEMBERS
Table 3-4. Rectangular (and Square) HSS Table 3-5. Round HSS Table 3-6. Steel Pipe
.
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Table 3-7. Double Angles
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AMERICAN INSTITUT NSTITUTE E OF STEEL CONSTRUCTION
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3–16
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3–16
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3–16 3–16
4–1
PART 4
DESIGN OF COMPRESSION MEMBERS
SCOPE
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LOAD DETERMINATION
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COMPACT COMPACT,, NON-COMPACT NON-COMPACT AND SLENDER-ELEMENT CROSS-SECTIONS Determining the Width-Thickness Ratios of the Cross-Section
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Width-Thickness Limits for Compact and Non-Compact Cross-Sections Effective Width Factor for Slender-Element Cross-Sections Doubly Symmetric Compression Members Singly Symmetric Compression Members
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Point-Symmetric and Unsymmetric Compression Members EFFECTIVE LENGTH AND COLUMN SLENDERNESS Physical and Effective Column Lengths
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Stiffness Reduction Factor τ for Inelastic Buckling Column Slenderness Parameter
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COMPRESSIVE DESIGN STRENGTH FOR COMPACT AND NON-COMPACT CROSS-SECTIONS
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Doubly Symmetric Compression Members Singly Symmetric Compression Members
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Point-Symmetric and Unsymmetric Compression Members
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4–5
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4–5
COMPRESSIVE DESIGN STRENGTH FOR SLENDER-ELEMENT CROSS-SECTIONS
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Doubly Symmetric Compression Members Singly Symmetric Compression Members
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Point-Symmetric and Unsymmetric Compression Members COMPOSITE COMPRESSION MEMBERS
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Plastic Analysis
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Built-Up Compression Members Pin-Connected Plates
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Tapered Compression Members
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AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
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4–5
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OTHER SPECIFICATION REQUIREMENTS AND DESIGN CONSIDERATIONS Slenderness
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4–6 4–6 4–6 4–6 4–6
4– 2
Serviceability
DESIGN OF COMPRESSION MEMBERS
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Connection Design
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DESIGN EXAMPLES
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EXAMPLE 4.4. WT-shape compression member design.
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EXAMPLE 4.5. Rectangular HSS compression member design. EXAMPLE 4.6. Steel pipe compression member design.
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EXAMPLE 4.7. Double-angle compression member design.
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EXAMPLE 4.8. Rectangular HSS fi HSS filled lled with 5-ksi normal-weight concrete. STEEL COMPRESSION-MEMBER SELECTION TABLES Table 4-1. Stiffness Reduction Factor Table 4-2. W-Shapes
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Table 4-3. HP-Shapes
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Table 4-4. Single Angles Table 4-5. WT-Shapes
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Table 4-8. Steel Pipe
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Table 4-11. SLBB Double Angles
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COMPOSITE COMPRESSION-MEMBER SELECTION TABLES
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Table 4-13. Rectangular HSS Filled with 5-ksi Normal-Weight Concrete Table 4-14. Round HSS Filled with 4-ksi Normal-Weight Concrete
Table 4-17. Steel Pipe Filled with 5-ksi Normal-Weight Concrete PART 4 REFERENCES
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4–17
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4–18 4–18 4–18
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AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
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4–18 4–18
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4–17 4–18
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Table 4-15. Round HSS Filled with 5-ksi Normal-Weight Concrete Table 4-16. Steel Pipe Filled with 4-ksi Normal-Weight Concrete
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4–15
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4–14
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Table 4-12. Rectangular HSS Filled with 4-ksi Normal-Weight Concrete
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4 –9
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Table 4-9. Equal-Leg Double Angles Table 4-10. LLBB Double Angles
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Table 4-6. Rectangular HSS Table 4-7. Round HSS
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4 –7
4 –7
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4 –7
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EXAMPLE 4.2. W-shape compression member design (moment frame). .
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EXAMPLE 4.1. W-shape compression member design (braced frame).
EXAMPLE 4.3. Single-angle compression member design.
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4–18
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4–18 4–19 4–19
5–1
PART 5
DESIGN OF FLEXURAL MEMBERS
SCOPE
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LOAD DETERMINATION
GROSS AREA, NET AREA AND EFFECTIVE AREA For Flexure For Shear
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5–5
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5–5 5–5
COMPACT COMPACT,, NON-COMPACT NON-COMPACT AND SLENDER-ELEMENT CROSS-SECTIONS (LOCAL BUCKLING)
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Determining the Width-Thickness Ratios of the Cross-Section
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Width-Thickness Limits for Compact and Non-Compact Cross-Sections UNBRACED UNBRACED LENGTH (LATERAL-TORSIONAL (LATERAL-TORSIONAL BUCKLING) Classification of Spans for Flexure
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Consideration of Moment Gradient
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FLEXURAL DESIGN STRENGTH FOR STRONG-AXIS BENDING Requirements for Braced, Compact Members
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Additional Requirements for Unbraced Length L b Greater Than L p
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SHEAR DESIGN STRENGTH
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STEEL W-SHAPE BEAMS WITH COMPOSITE SLABS Concrete Slab Effective Width Shear Stud Connectors
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Flexural Design Strength for Positive Moment Shored and Unshored Construction Shear Design Strength
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Plastic Analysis Web Openings Plate Girders
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AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
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5–6
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OTHER SPECIFICATION REQUIREMENTS AND DESIGN CONSIDERATIONS Special Requirements for Heavy Shapes and Plates
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Additional Requirements for Cross-Sections with Non-Compact or Slender Webs
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Additional Requirements for Cross-Sections with Non-Compact or Slender Flanges
FLEXURAL DESIGN STRENGTH FOR WEAK-AXIS BENDING
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5–5
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5–10
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5–10
5–10
5– 2
DESIGN OF FLEXURAL MEMBERS
Concentrated Forces Ponding Fatigue Torsion
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Serviceability
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DESIGN EXAMPLES
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Connection Design
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5–11 5–11 5–11 5–12 5–12
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EXAMPLE 5.1. W-shape W-shape fl flexural exural member design (design strength of compact shape in strong-axis bending).
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5–12
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EXAMPLE 5.2. W-shape W-shape fl flexural exural member design (design strength of non-compact shape in strong-axis bending).
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5–16
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EXAMPLE 5.3. W-shape W-shape fl flexural exural member design (selection by moment of inertia for strong-axis bending).
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5–20
EXAMPLE 5.4. W-shape W-shape fl flexural exural member design (selection using plots of φ φ b M p p vs. L b for strong-axis bending).
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5–21
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EXAMPLE 5.5. W-shape W-shape fl flexural exural member design (determination of maximum end reaction for strong-axis bending).
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EXAMPLE 5.6. Composite Composite W-shape W-shape fl flexural exural member design (unshored construction). EXAMPLE 5.7. Composite Composite W-shape W-shape fl flexural exural member design (shored construction).
5–21
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5–23 5–25
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EXAMPLE 5.8. Composite Composite W-shape W-shape fl flexural exural member design (determination of maximum end reaction for strong-axis bending). STEEL BEAM SELECTION TABLES
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.
Table 5-1. Beam Bending Coef ficient C b Table 5-2. W-Shapes – W-Shapes – Selection Selection by I x x
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Table 5-3. W-Shapes – W-Shapes – Selection Selection by Z x x
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Table 5-4. W-Shapes – W-Shapes – Maximum Maximum Total Factored Uniform Load Table 5-5. W-Shapes – W-Shapes – Plots Plots of φ φ b M nx nx vs. L b Table 5-6. W-Shapes – W-Shapes – Selection Selection by I y y Table 5-7. W-Shapes – W-Shapes – Selection Selection by Z y y
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Table 5-8. S-Shapes – S-Shapes – Maximum Maximum Factored Uniform Load
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Table 5-9. C-Shapes – C-Shapes – Maximum Maximum Factored Uniform Load
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Table 5-12. Floor Plates Plates
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COMPOSITE BEAM SELECTION TABLES Table 5-13. Shear Stud Connector Strength
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AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
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5–30
5–30 5–31
5–31 5–31 5–31
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5–31
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5–30
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5–27
5–29
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Table 5-10. MC-Shapes – MC-Shapes – Maximum Maximum Factored Uniform Load Table 5-11. C- and MC-Shapes MC-Shapes – Plots – Plots of φ φb M nx nx vs. L b
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5–31 5–31
5– 3
DESIGN OF FLEXURAL MEMBERS
Table 5-14. Composite W-Shapes
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Table 5-15. Lower-Bound Elastic Moments of Inertia BEAM DIAGRAMS AND FORMULAS
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Table 5-16. Concentrated Load Equivalents
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Table 5-17. Shears, Moments and Defl De flections PART 5 REFERENCES
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AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
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5–31 5–32 5–32 5–32 5–34 5–34
6–1
PART 6
DESIGN OF MEMBERS SUBJECT TO COMBINED LOADING
SCOPE
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LOAD DETERMINATION
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COMPACT COMPACT,, NON-COMPACT NON-COMPACT AND SLENDER-ELEMENT CROSS-SECTIONS MEMBERS SUBJECT TO COMBINED AXIAL TENSION AND FLEXURE
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MEMBERS SUBJECT TO COMBINED AXIAL COMPRESSION AND FLEXURE
6–3 6–3 6–3
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6–3
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6–3
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MEMBERS SUBJECT TO COMBINED TORSION, FLEXURE, SHEAR AND/OR AXIAL FORCE
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6–4
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COMPOSITE MEMBERS SUBJECT TO COMBINED AXIAL COMPRESSION AND FLEXURE
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OTHER SPECIFICATION REQUIREMENTS AND DESIGN CONSIDERATIONS DESIGN EXAMPLES
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Example Example 6.1. W-shape subject subject to combined combined axial tension and flexure. flexure.
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6–4 6–4 6–5 6–5
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Example Example 6.2. W-shape subject subject to combined combined axial compression compression and flexure (braced frame).
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6–6
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Example Example 6.3. W-shape subject subject to combined combined axial compression compression and flexure (moment frame).
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Example Example 6.4. W-shape member member design (braced (braced frame). STEEL BEAM-COLUMN SELECTION TABLES
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Table 6-1. Median Values of b , m and n for Beam-Columns
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Table 6-2. W-Shapes: Values of b b , m and n for Beam-Columns PART 6 REFERENCE
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AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
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6–9
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6–10
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6–8
6–10
6–11 6–11
7–1
PART 7
DESIGN CONSIDERATIONS FOR BOLTS
SCOPE
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LOAD DETERMINATION
GENERAL REQUIREMENTS FOR BOLTED JOINTS Fastener Components
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Proper Selection of Bolt Length Washer Requirements Bolted Parts
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Pretensioned Joints Slip-Critical Joints
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DESIGN REQUIREMENTS Shear
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Tension
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Fatigue Applications
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Entering and Tightening Clearances
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AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
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7–6
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7–12 7–12
7–12
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7–12
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7–7
7–9
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7–6
7–9
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7–5
7–6
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7–5
7–6
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7–4
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7–4
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7–3
7–4
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7–3
7–4
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Galvanizing High-Strength Bolts .
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Bolts in Combination with Welds or Rivets
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OTHER SPECIFICATION REQUIREMENTS AND DESIGN CONSIDERATIONS
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Case II—Neutral Axis at Center of Gravity
Reuse of Bolts
7–3
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Case I—Neutral Axis Not at Center of Gravity
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7–3
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Eccentricity Normal to the Plane of the Faying Surface
Placement of Bolt Groups
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Instantaneous Center of Rotation Method .
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ECCENTRICALLY LOADED BOLT GROUPS
Elastic Method
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Bearing Strength at Bolt Holes
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Combined Shear and Tension
Slip Resistance
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PROPER SPECIFICATION OF JOINT TYPE Snug-Tightened Joints
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7–3
7–12
7–12
7– 2
DESIGN CONSIDERATIONS FOR BOLTS
Fully Threaded Threaded ASTM A325 Bolts ASTM A307 Bolts ASTM A449 Bolts
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EXAMPLE 7.2. Eccentrically loaded bolt groups (elastic method). .
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EXAMPLE 7.1. Eccentrically loaded bolt groups (IC method).
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DESIGN EXAMPLES
DESIGN TABLES
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Table 7-1. Dimensions of High-Strength Fasteners Table 7-2. Bolt Length Selection
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Table 7-3. Entering and Tightening Clearances
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AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
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7–16 7–16 7–16
7–16
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7–16
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7–15
7–16
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7–15
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7–15
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7–15
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7–15
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7–15
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7–13
7–13
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7–12
7–13
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Tables 7-17 through 7-24. Coef ficients C for Eccentrically Loaded Bolt Groups PART 7 REFERENCES
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Tables 7-12 and 7-13. Design Bearing Strength at Bolt Holes
Tables 7-15 and 7-16. Design Resistance to Slip
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Tables 7-10 and 7-11. Design Shear Strength of Bolts
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Tables 7-7, 7-8 and 7-9. Weights of Non-High-Strength Fasteners
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Table 7-6. Dimensions of Non-High-Strength Bolts and Nuts
Table 7-14. Design Tensile Strength of Bolts
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Table 7-4. Threading Dimensions for High-Strength and Non-High-Strength Bolts Table 7-5. Weights of High-Strength Fasteners
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7–12
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7–17
8–1
PART 8
DESIGN CONSIDERATIONS FOR WELDS
SCOPE
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LOAD DETERMINATION
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GENERAL REQUIREMENTS FOR WELDED JOINTS Filler Metals
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Shielded Metal Arc Welding (SMAW) Submerged Arc Welding (SAW)
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Gas Metal Arc Welding (GMAW)
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Flux-Cored Arc Welding (FCAW)
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Air-Arc Gouging Inspection
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Visual Testing (VT)
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Penetrant Testing (PT)
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Radiographic Testing (RT)
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DESIGN REQUIREMENTS Effective Area
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Groove Welds Fillet Welds
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8–5
8–6
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Eccentricity in the Plane of the Faying Surface Instantaneous Center of Rotation Method
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Eccentricity Normal to the Plane of the Faying Surface
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AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
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8–7
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8–7
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8–4 8–4
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8–3
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8–3 8–3
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ECCENTRICALLY LOADED WELD GROUPS
Elastic Method
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8–7 8–7 8–7
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8–8
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8–3 8–3
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Plug and Slot Welds Design Strength
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PROPER SPECIFICATION OF JOINT TYPE Selection of Weld Type
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Magnetic-Particle Testing (MT) Ultrasonic Testing (UT)
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Electroslag Welding (ESW) and Electrogas Welding (EGW) Thermal Cutting
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8–3
8–8
8–10
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8–11
8– 2
DESIGN CONSIDERATIONS FOR WELDS
OTHER SPECIFICATION REQUIREMENTS AND DESIGN CONSIDERATIONS Special Requirements for Heavy Shapes and Plates Placement of Weld Groups
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Welds in Combination with Bolts or Rivets Fatigue
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One-Sided Fillet Welds
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Corner Clips
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Backing Bars Spacer Bars Weld Tabs
Tack Welds
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Lamellar Tearing
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Prior Qualifi Qualification of Welding Procedures Painting Welded Connections DESIGN EXAMPLES
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Table 8-4. Electrode Strength Coef ficient C 1
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AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
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8–20
8–23
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8–23 8–23 8–24
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8–18
8–23
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8–16
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8–11
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Tables 8-5 through 8-12. Coef ficients C for Eccentrically Loaded Weld Groups PART 8 REFERENCES
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Table 8-2. Condensed AWS Specifi Speci fications for SMAW Electrodes .
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Table 8-1. ASTM Requirements for Properties Affecting Weldability of Steels
Table 8-3. Prequalifi Prequali fied Welded Joints
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EXAMPLE 8.2. Eccentrical Eccentrically ly loaded weld groups (elastic method). method).
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EXAMPLE 8.1. Eccentrical Eccentrically ly loaded weld groups groups (IC method). method).
DESIGN TABLES
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Minimum Shelf Dimensions for Fillet Welds Beam Copes and Weld Access Holes
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Welding Considerations and Appurtenances Clearance Requirements
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8–25 8–26
9–1
PART 9
DESIGN OF CONNECTION ELEMENTS
SCOPE
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LOAD DETERMINATION
GROSS AREA, NET AREA AND WHITMORE SECTION Gross Area Net Area
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Whitmore Section (Effective Width) YIELDING LIMIT STATES
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Connection Elements Subject to Shear
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RUPTURE LIMIT STATES
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Compression Buckling
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Lateral-Torsional Lateral-Torsional Buckling Local Buckling Coped Beams
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BEARING LIMIT STATES
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Bearing Strength at Bolt Holes
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Rotational Ductility
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9–3
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AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
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9–5
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9–6 9–7 9–7 9–7 9–9
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9–3
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9–3
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OTHER SPECIFICATION REQUIREMENTS AND DESIGN CONSIDERATIONS .
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9–3
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Bearing Strength on Concrete or Masonry
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9–3
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Steel-on-Steel Bearing Strength (Other Than at Bolt Holes)
Prying Action
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Connection Element Rupture Strength at Welds BUCKLING LIMIT STATES
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Beams and Girders with Bolt Holes in the Tension Flange .
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Connection Elements Subject to Flexure
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Connection Elements Subject to Tension
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Connection Elements Subject to Block Shear Rupture
Coped Beams
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Connection Elements Subject to Shear
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Connection Elements Subject to Flexure
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Connection Elements Subject to Tension
Coped Beams
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9–3
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9–10 9–10
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9–12
9– 2
DESIGN OF CONNECTION ELEMENTS
Concentrated Forces
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Local Web Yielding at Beam Ends Web Crippling at Beam Ends Shims and Fillers Fillers
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Copes, Blocks and Cuts
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Forged Steel Structural Hardware
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Turnbuckles Sleeve Nuts
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DESIGN EXAMPLES
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EXAMPLE 9.1. 9.1. Beam end end coped at at the top fl top flange ange only.
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Table 9-1. Reduction in Area for Holes
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Table 9-2. Section Modulus of Coped W-Shapes Tables 9-3 and 9-4. Block Shear Rupture Table 9-5. Beam End Bearing Constants PART 9 REFERENCES
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EXAMPLE 9.2. 9.2. Beam end coped coped at the top and bottom bottom fl flanges. anges. DESIGN TABLES
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AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
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9–17 9–17 9–17
9–21
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9–21 9–21 9–22
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9–22
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9–20
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9–14
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Recessed-Pin Nuts Cotter Pins
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Web Reinforcement of Coped Beams
Clevises
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9–22
10–1
PART 10
DESIGN OF SIMPLE SHEAR CONNECTIONS
SCOPE
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FORCE TRANSFER
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COMPARING CONNECTION ALTERNATIVES Two-Sided Connections Seated Connections
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One-Sided Connections
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10–5 10–7
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EXAMPLE 10.2. All-bolted double-angle connection (beam-to-column flange).
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EXAMPLE 10.3. Bolted/welded double-angle connection (beam-to-girder web).
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EXAMPLE 10.4. Bolted/welde Bolted/welded d double-angl double-anglee connection connection (beam-to-co (beam-to-column lumn flange). flange). EXAMPLE 10.5. All-welded double-angle connection (beam-to-column flange). Table 10-1. All-Bolted Double-Angle Connections
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Table 10-2. Bolted/Welded Double-Angle Connections Table 10-3. All-Welded Double-Angle Connections SHEAR END-PLATE CONNECTIONS Design Checks
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Recommended End-Plate Dimensions and Thickness Shop and Field Practices
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AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
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10–8 10–8 10–8
10–9 10–10 10–12
10–15 10–15 10–16 10–16 10–17
10–55 10–55 10–55 10–55 10–56
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10–7
10–18
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EXAMPLE 10.6. Shear end-plate connection (beam to girder web). Table 10-4. Bolted/Welded Shear End-Plate Connections
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10–7
10–14
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10–7
10–8
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EXAMPLE 10.1. All-bolted double-angle connection (beam-to-girder web).
.
10–5
10–5
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10–5
10–5
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Recommended Angle Length and Thickness Shop and Field Practices
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DOUBLE-ANGLE CONNECTIONS Design Strength
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Field-Welded Field-Welded Connections
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Accessibility in Column Webs
Riding the Fillet
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CONSTRUCTABILITY CONSIDERATIONS Double Connections
.
.
10–58
10– 2
DESIGN OF SIMPLE SHEAR CONNECTIONS
UNSTIFFENED SEATED CONNECTIONS Design Checks
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Shop and Field Practices
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EXAMPLE 10.7. All-bolted unstiffened seated connection (beam-to-column web).
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10– 10–92 10– 10–93 10– 10–93 10– 10–94
EXAMPLE 10.8. Bolted/welded unstiffened seated connection (beam-to-column fl (beam-to-column flange). ange).
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Table 10-5. All-Bolted Unstiffened Seated Connections Bolted/Welded Unstiffened Seated Connections
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Design Checks
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Shop and Field Practices
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Table 10-6. All-Welded Unstiffened Seated Connections STIFFENED SEATED CONNECTIONS
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EXAMPLE 10.9. Stiffened seated connection (beam-to-column flange). fl ange). EXAMPLE 10.10. Stiffened seated connection (beam-to-column web). Table 10-7. All-Bolted Stiffened Seated Connections
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Table 10-8. Bolted/Welded Stiffened Seated Connections SINGLE-PLATE SINGLE-PLATE CONNECTIONS Design Checks
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Recommended Plate Length and Thickness Shop and Field Practices
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Table 10-9. Bolted/Welded Single-Plate Connections SINGLE-ANGLE CONNECTIONS Design Checks
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Recommended Angle Length and Thickness Shop and Field Practices
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EXAMPLE 10.13. All-bolted single-angle connection (beam-to-girder web).
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10– 10–102 10– 10–103 10– 10–104
10– 10–106 10– 10–107 10– 10–107 10– 10–112 10– 10–112 10– 10–113 10– 10–113 10– 10–114 10– 10–114
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10– 10–98
10– 10–104
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10– 10–98
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10– 10–98
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10– 10–96
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EXAMPLE 10.11. Single-plate connection (beam-to-column fl (beam-to-column flange). ange). EXAMPLE 10.12. Single-plate connection (beam-to-girder web).
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10– 10–116 10– 10–133 10– 10–133 10– 10–133 10– 10–133 10– 10–133
EXAMPLE 10.14. Bolted/welded single-angle connection (beam-to-column flan fl ang ge). e).
10– 10–137
Table 10-10. All-Bolted Single-Angle Connections
10– 10–138
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Table 10-11. Bolted/Welded Single-Angle Connections TEE CONNECTIONS Design Checks
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Recommended Tee Length and Flange and Web Thicknesses Shop and Field Practices
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EXAMPLE 10.15. All-bolted tee connection (beam-to-column flange). fl ange). AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
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10– 10–138 10– 10–142 10– 10–142 10– 10–143 10– 10–143 10– 10–143
10– 3
DESIGN OF SIMPLE SHEAR CONNECTIONS
EXAMPLE 10.16. Bolted/welded tee connection (beam-to-column flange). fl ange). SHEAR SPLICES
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EXAMPLE 10.17. All-bolted single-plate shear splice.
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EXAMPLE 10.18. Bolted/welded single-plate shear splice.
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Simple Shear Connections Subject to Axial Forces
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Simple Shear Connections at Stiffened Column-Web Locations Eccentric Effect of Extended Gages Column-Web Column-Web Supports Girder-Web Girder-Web Supports
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Alternative Treatment of Eccentric Moment Double Connections
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Beams Offset From Column Centerline
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Framing to the Column Web Connections for Raised Beams
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Non-Rectangular Simple Shear Connections Skewed Connections Sloped Connections Canted Connections
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Framing to the Column Flange from the Strong Axis Framing to Column Flange from the Weak Axis
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Supported Beams of Different Nominal Depths Supported Beams Offset Laterally
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Inclines in Two or More Directions (Hip and Valley Framing)
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EXAMPLE 10.19. All-bolted double-angle connections (beams-to-girder web).
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10– 10–160
10– 10–160 10– 10–161
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10– 10–156
10– 10–160
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10– 10–156 10– 10–156
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10– 10–153
10– 10–155
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10– 10–151
10– 10–155
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10– 10–149
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10– 10–147
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SPECIAL CONSIDERATIONS FOR SIMPLE SHEAR CONNECTIONS
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10– 10–161 10– 10–161 10– 10–161 10– 10–164 10– 10–167 10– 10–167 10– 10–171 10– 10–172 10– 10–183 10– 10–185 10– 10–187 10– 10–188
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EXAMPLE 10.20. 10.20. Offset Offset all-bolte all-bolted d double angle angle connect connections ions (beam-to-gi (beam-to-girder rder web). web).
10– 10–191
EXAMPLE 10.21. Offset unstiffened seated connection (beam-to-column flange). fl ange).
10– 10–192
EXAMPLE 10.22. Offset single-plate connection (beam-to-column web).
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EXAMPLE 10.23. Offset unstiffened seated connection (beam-to-column web). EXAMPLE 10.24. Skewed double-bent-plate connection (beam-to-girder web). PART ART 10 REFERENCES
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AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
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10– 10–193
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10– 10–195 10– 10–198 10– 10–201
11–1
PART 11
DESIGN OF FLEXIBLE MOMENT CONNECTIONS
SCOPE
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LOAD DETERMINATION
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FLANGE-ANGLE FLEXIBLE MOMENT CONNECTIONS FLANGE-PLATED FLEXIBLE MOMENT CONNECTIONS DESIGN EXAMPLES
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EXAMPLE 11.1. Flange-angl Flange-anglee flexible moment connections. connections. EXAMPLE 11.2. Flange-plat Flange-plated ed flexible moment connection. connection. PART 11 REFERENCES
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AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
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11–4
11–8
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11–3
11–5
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11–3
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11–8 11–13 11–17
12–1
PART 12
DESIGN OF FULLY RESTRAINED (FR) MOMENT CONNECTIONS
SCOPE
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FR MOMENT CONNECTIONS Load Determination Design Checks
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Temporary Support During Erection
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Directly Welded Flange FR Moment Connections Extended End-Plate FR Moment Connections Shop and Field Practices Design Assumptions
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DESIGN EXAMPLES
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12–13
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12–13
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12–9
12–12
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12–7
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12–5
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12–5
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12–4
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Bottom Flange Connection .
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FR Moment Connections Across Girder Supports
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FR Moment Connections to Column-Web Supports
Web Connection
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SPECIAL CONSIDERATIONS CONSIDERATIONS
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Extended End-Plate FR Moment Splices
Top Flange Connection
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12–3 12–4
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Directly Welded Flange FR Moment Splices
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Flange-Plated FR Moment Splices
Ductility Considerations
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12–3
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12–3
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Force Transfer in Moment Splices
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Location of Moment Splices
Recommended Details
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Eight-Bolt Stiffened Extended End-Plate Design
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Four-Bolt Unstiffened Extended End-Plate Design
FR MOMENT SPLICES
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Welding Considerations For Fully Restrained Moment Connections Flange-Plated FR Moment Connections
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12–13
12–14 12–15 12–17
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12–17 12–17
12–18 12–18 .
12–22
12–23 12–23 12–23 .
12–24
EXAMPLE 12.1. Bolted flange-plated FR moment connection (beam-to-column flange).
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AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
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12–24
12– 2
DESIGN OF FULLY RESTRAINED (FR) MOMENT CONNECTIONS
EXAMPLE 12.2. Welded fl Welded flange-plated ange-plated FR moment connection (beam-to-column fl (beam-to-column flange). ange).
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12– 12–28
EXAMPLE 12.3. Directly welded fl welded flange ange FR moment connection (beam-to-column fl (beam-to-column flange). ange).
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12– 12–31
EXAMPLE 12.4. Four-bolt unstiffened extended end-plate FR moment connection (beam-to-column fl (beam-to-column flange). ange).
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12– 12–31
EXAMPLE 12.5. Eight-bolt stiffened extended end-plate FR moment connection (beam-to-column fl (beam-to-column flange). ange). PART 12 REFERENCES
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AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
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12– 12–35 12– 12–38
13–1
PART 13
DESIGN OF BRACING CONNECTIONS AND TRUSS CONNECTIONS
SCOPE
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BRACING BRACING CONNECTIONS
Diagonal Bracing Members
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Force Transfer in Diagonal Bracing Connections The Uniform Force Method
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Special Case 1, Modified Working Point Location
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Analysis of Existing Diagonal Bracing Connections Design Strength
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TRUSS CONNECTIONS Members in Trusses
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Design Checks
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Shop and Field Practices Support Connections Design Checks
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DESIGN EXAMPLES
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EXAMPLE 13.1. Bracing connection design. EXAMPLE 13.2. Bracing connection design.
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AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
13–13
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13–11
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13–11
13–14 13–14
13–14
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13–11
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13–9
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13–9
13–13
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13–6 13–6
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13–4
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13–3
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13–3
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13–3
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EXAMPLE 13.4. Truss support connection design.
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EXAMPLE 13.3. Truss panel-point connection design.
PART 13 REFERENCES
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Shop and Field Practices Truss Chord Splices
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Minimum Connection Strength Panel-Point Connections
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Special Case 2, Minimizing Shear in the Beam-to-Column Connection Special Case 3, No Gusset-to-Column Web Connection
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13–14 13–16
13–17 13–17 13–17 13–32 13–38 13–41 13–48
14–1
PART 14
DESIGN OF BEAM BEARING PLATES, COLUMN BASE PLATES, ANCHOR RODS AND COLUMN SPLICES
SCOPE
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BEAM BEARING PLATES Force Transfer
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Force Transfer
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Recommended Base-Plate Dimensions and Thickness Design Strength
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Finishing Requirements
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Holes for Anchor Rods and Grouting Grouting and Leveling
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COLUMN BASE PLATES FOR AXIAL TENSION, SHEAR OR MOMENT ANCHOR RODS
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Minimum Edge Distance and Embedment Length Washer Requirements
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Hooked Anchor Rods
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Headed or Threaded and Nutted Anchor Rods Anchor-Rod Nut Installation COLUMN SPLICES
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Fit-Up of Column Splices Lifting Devices
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Force Transfer in Column Splices Flange-Plated Column Splices
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Directly Welded Flange Column Splices Butt-Plated Column Splices DESIGN EXAMPLES
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EXAMPLE 14.1. Beam bearing plate design.
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AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
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14–11 14–12
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14–10
14–10
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14–10
14–10
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14–9
14–10
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14–6
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14–5
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EXAMPLE 14.2. Column base plate design for axial compression. compression. PART 14 REFERENCES
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14–3 14–3
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14–3
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Column Alignment and Stability During Erection
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COLUMN BASE PLATES FOR AXIAL COMPRESSION
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Recommended Bearing-Plate Dimensions and Thickness Design Strength
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14–13 14–14
14–15 14–17 .
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14–17
14–17 14–17 14–20 14–24
15–1
PART 15
DESIGN OF HANGER CONNECTIONS, BRACKET PLATES AND CRANE-RAIL CONNECTIONS
SCOPE
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HANGER CONNECTIONS BRACKET PLATES
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Welded Splices
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Hook Bolt Fastenings Rail Clip Fastenings
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EXAMPLE 15.2. Bolted bracket plate design.
DESIGN TABLES
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FORGED STEEL STRUCTURAL HARDWARE HARDWARE
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Table 15-3. Dimensions and Weights of Clevises
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Table 15-6. Dimensions and Weights of Sleeve Nuts
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Table 15-7. Dimensions and Weights of Recessed-Pin Nuts Table 15-8. Dimensions and Weights of Cotter Pins PART 15 REFERENCE
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AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
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15–5
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15–17 15–17 15–17 15–18
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15–17
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15–13 15–15
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Table 15-4. Clevis Numbers Compatible with Various Rods and Pins Table 15-5. Dimensions and Weights of Turnbuckles
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15–3
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Table 15-1. Preliminary Hanger Connection Selection Table Table 15-2. Net Elastic Section Modulus S net net
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EXAMPLE 15.3. Welded bracket plate design.
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EXAMPLE 15.1. Hanger connection design.
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Patented Rail Clip Fastenings DESIGN EXAMPLES
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Rail Clamp Fastenings
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CRANE-RAIL CONNECTIONS Bolted Splices
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15–18 15–18 15–18
16–1
PART 16
SPECIFICATIONS AND CODES
LRFD SPECIFICATION FOR STRUCTURAL STRUCTURAL STEEL BUILDINGS ,
DECEMBER 27, 1999 Preface
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Table of Contents Symbols Glossary
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LRFD SPECIFICATION FOR SINGLE-ANGLE MEMBERS ,
NOVEMBER 10, 2000 Preface
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16.3–i
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SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS ,
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Specification and Commentary References
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SPECIFICATIONS AND CODES
CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES ,
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16.5– 16.5–i
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Notes:
The The abov abovee docu docume ment ntss are are avail vailab able le for for free free down downlo load ad in *.pd *.pdff form format at at www www.ais .aisc. c.or org. g. Whil Whilee not included in this Manual, the AISC Seismic Provisions for Structural Steel Buildings , April 15, 1997 and Seismic Provisions Supplement No. 2 , November 10, 2000 are available for free download in *.pdf format at www.aisc.org. Information about AISC Certi fication of steel fabricators and steel erectors is available at www.aisc.org/quality.html.
AMERICAN I NSTITUTE NSTITUTE OF S TEEL C ONSTRUCTION
17–1
PART 17
MISCELLANEOUS DATA AND MATHEMATICAL INFORMATION
SI EQUIVALENTS OF STANDARD U.S. SHAPE PROFILES Table 17-1. W-Shapes W-Shapes
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Table 17-10. Wire and Sheet Metal Gages Table 17-11. Coefficients of Expansion
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Table 17-16. SI Prefixes for Steel Design
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Table 17-21. SI Steel Yield Stresses
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Table 17-18. Summary of SI Conversion Factors
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Table 17-12. Weights and Specific Gravities Table 17-13. Weights of Building Materials
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MISCELLANEOUS DATA AND MATHEMATICAL INFORMATION
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Properties of Parabola and Ellipse Properties of the Circle
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17– 17–29 17– 17–30 17– 17–31 17– 17–32 17– 17–39
