CBD AISC 360 10

• Title
• Copyright
• Disclaimer
• Contents
• Chapter 01 Introduction
• Chapter 02 Design Prerequisites
• Chapter 03 Design Process
• Appendix A
• Appendix B
• Bibliography
• CBD-AISC-360-10_1.pdf
  • Title
  • Copyright
  • Disclaimer
  • Contents
  • Chapter 1 Introduction
    • 1.1 Organization
    • 1.2 Recommended Reading/Practice
  • Chapter 2 Design Prerequisites
    • 2.1 Design Codes
    • 2.2 Units
    • 2.3 Preferences
    • 2.4 Overwrites
    • 2.5 Composite Beam Properties
      • 2.5.1 Beam Properties
      • 2.5.2 Metal Deck and Slab Properties
      • 2.5.3 Shear Stud Anchor Properties
      • 2.5.4 Cover Plates
    • 2.6 Beams Designed as Composite Beams
      • 2.6.1 Frame Elements Designed by Default as Composite Beams
      • 2.6.2 Overwriting the Frame Design Procedure for a Composite Beam
    • 2.7 How the Program Optimizes Design Groups
    • 2.8 Analysis Sections and Design Sections
    • 2.9 Output Stations
    • 2.10 Effective Width of the Concrete Slab
      • 2.10.1 Location Where Effective Slab Width is Checked
      • 2.10.2 Multiple Deck Types or Directions along the Beam Length
      • 2.10.3 Effect of Diagonal Beams on Effective Slab Width
      • 2.10.4 Effect of Openings on Effective Slab Width
      • 2.10.5 Effective Slab Width and Transformed Section Properties
    • 2.11 Beam Unbraced Length and Design Check Locations
      • 2.11.1 Determination of the Braced Points of a Beam
      • 2.11.2 User Defined Unbraced Length of a Beam
        • 2.11.2.1 Overview
        • 2.11.2.2 User Specified Uniform and Point Bracing
          • 2.11.2.2.1 Point Braces
          • 2.11.2.2.2 Uniform Braces
    • 2.12 Design Check Locations
    • 2.13 Design Load Combinations
      • 2.13.1 Special Live Load Patterning for Cantilever Back Spans
      • 2.13.2 Special Live Load Patterning for Continuous Spans
    • 2.14 Beam Deflection and Camber
      • 2.14.1 Deflection
      • 2.14.2 Deflection Reported for Cantilever Overhangs
      • 2.14.3 Camber
    • 2.15 Floor Vibration
      • 2.15.1 Excitation Types
      • 2.15.2 Design for Walking Excitation
        • 2.15.2.1 Effective Panel Weight
        • 2.15.2.2 Vibration Frequency
        • 2.15.2.3 Damping
        • 2.15.2.4 Computation of Peak Acceleration
        • 2.15.2.5 Acceleration Limit
      • 2.15.3 Design for Rhythmic Excitation
        • 2.15.3.1 Effective Weight, wt
        • 2.15.3.2 Rhythmic Loading Parameters: wp, (i and f
        • 2.15.3.3 Vibration Frequency
        • 2.15.3.4 Damping
        • 2.15.3.5 Computation of Peak Acceleration
        • 2.15.3.6 Acceleration Limit
      • 2.15.4 Design for Sensitive Equipment
        • 2.15.4.1 Floor Vibration
        • 2.15.4.2 Vibration Frequency
        • 2.15.4.3 Damping
        • 2.15.4.4 Peak Vibration of Floor due to Walking
        • 2.15.4.5 Vibration Velocity Limit for Sensitive Equipment
    • 2.16 Distribution of Steel Headed Stud Anchors on a Composite Beam
      • 2.16.1 Composite Beam Segments
        • 2.16.1.1 Physical End of the Beam Top Flange
        • 2.16.1.2 Distribution of Shear Studs Within a Composite Beam Segment
      • 2.16.2 How the Program Distributes Steel Headed Stud Anchors on a Beam
        • 2.16.2.1 Equations Used When the Program Works from Left to Right
        • 2.16.2.2 Equations Used When the Program Works from Right to Left
        • 2.16.2.3 Minimum and Maximum Number of Shear Studs in a Composite Beam Segment
      • 2.16.3 A Note about Multiple Design Load Combinations
    • 2.17 Number of Shear Studs that Fit in a Composite Beam Segment
      • 2.17.1 Solid Slab or Deck Ribs Oriented Parallel to Beam Span
      • 2.17.2 Deck Ribs Oriented Perpendicular to Beam Span
        • 2.17.2.1 Different Deck Type or Orientation on Beam Sides
    • 2.18 User Defined Shear Connector Patterns
      • 2.18.1 Specifying a User Defined Shear Connector Pattern
      • 2.18.2 Uniformly Spaced Shear Studs Over the Length of the Beam
      • 2.18.3 Additional Shear Studs in Specified Sections of Beam
        • 2.18.3.1 Defining Additional Beam Sections
        • 2.18.3.2 Example of a User-Defined Shear Stud Pattern
      • 2.18.4 How the Program Checks a Beam with User Defined Shear Studs
    • 2.19 Transformed Section Moment of Inertia
      • 2.19.1 Background
      • 2.19.2 Properties of Steel Beam (Plus Cover Plate) Alone
      • 2.19.3 Properties of the Composite Section
    • 2.20 Effective Moment of Inertia for Partial Composite Connection
    • 2.21 Composite Plastic Moment Capacity for Positive Bending
      • 2.21.1 Location of the Plastic Neutral Axis
        • 2.21.1.1 PNA in the Concrete Slab Above the Steel Beam
        • 2.21.1.2 PNA within the Beam Top Flange
        • 2.21.1.3 PNA within the Beam Top Fillet
        • 2.21.1.4 PNA within the Beam Web
        • 2.21.1.5 PNA within the Beam Bottom Fillet
        • 2.21.1.6 PNA within the Beam Bottom Flange
        • 2.21.1.7 PNA within the Cover Plate
        • 2.21.1.8 Calculating the PNA Location
      • 2.21.2 Plastic Moment Capacity for Positive Bending
    • 2.22 Composite Moment Capacity of a Partially Composite Beam with a Plastic Stress Distribution
      • 2.22.1 Location of the Plastic Neutral Axis
      • 2.22.2 Determining the Effective Portion of the Concrete Slab
      • 2.22.3 Plastic Moment Capacity for Positive Bending
  • Chapter 3 Design Process
    • 3.1 Notation
    • 3.2 Design Methodology
    • 3.3 Design Load Combinations
      • 3.3.1 Strength Check for Construction Loads
      • 3.3.2 Strength Check for Final Loads
      • 3.3.3 Deflection Check for Final Loads
    • 3.4 Compact and Noncompact Requirements
      • 3.4.1 Limiting Width-to-Thickness Ratios for Flanges
        • 3.4.1.1 Compact Section Limits for Flanges
        • 3.4.1.2 Noncompact Section Limits for Flanges
          • 3.4.1.2.1 I-Shaped Rolled Beams and Channels
          • 3.4.1.2.2 User Defined and Hybrid Beams
      • 3.4.2 Limiting Width-to-Thickness Ratios for Webs
        • 3.4.2.1 Compact Section Limits for Webs
        • 3.4.2.2 Noncompact Section Limits for Webs
      • 3.4.3 Limiting Width-to-Thickness Ratios for Cover Plates
        • 3.4.3.1 Compact Section Limits for Cover Plates
        • 3.4.3.2 Noncompact Section Limits for Cover Plates
      • 3.4.4 Slenderness Ratios for Lateral Torsional Buckling
        • 3.4.4.1 Compact Limits for Lateral Torsional Buckling
    • 3.5 Composite Plastic Moment Capacity for Positive Bending
    • 3.6 Composite Section Elastic Moment Capacity
    • 3.7 Moment Capacity for Steel Section Alone
      • 3.7.1 Steel Beam Properties
      • 3.7.2 Moment Capacity for a Doubly Symmetric I-Beam
        • 3.7.2.1 Compact Webs with Compact Flanges
          • 3.7.2.1.1 Yielding
          • 3.7.2.1.2 Lateral-Torsional Buckling
        • 3.7.2.2 Compact Webs with Noncompact or Slender Flanges
          • 3.7.2.2.1 Lateral-Torsional Buckling
          • 3.7.2.2.2 Compression Flange Local Buckling
        • 3.7.2.3 Noncompact Webs with Compact, Noncompact and Slender Flanges
          • 3.7.2.3.1 Compression Flange Yielding
          • 3.7.2.3.2 Lateral-Torsional Buckling
          • 3.7.2.3.3 Compression Flange Local Buckling
        • 3.7.2.4 Slender Webs with Compact, Noncompact, and Slender Flanges
          • 3.7.2.4.1 Compression Flange Yielding
          • 3.7.2.4.2 Lateral-Torsional Buckling
          • 3.7.2.4.3 Compression Flange Local Buckling
      • 3.7.3 Moment Capacity for a Singly Symmetric I-Beam
        • 3.7.3.1 Compact and Noncompact Webs with Compact, Noncompact, and Slender Flanges
          • 3.7.3.1.1 Compression Flange Yielding
        • 3.7.3.2 Lateral-Torsional Buckling
        • 3.7.3.3 Compression Flange Local Buckling
        • 3.7.3.4 Tension Flange Yielding
        • 3.7.3.5 Slender Webs with Compact, Noncompact, and Slender Flanges
          • 3.7.3.5.1 Compression Flange Yielding
          • 3.7.3.5.2 Lateral-Torsional Buckling
          • 3.7.3.5.3 Compression Flange Local Buckling
          • 3.7.3.5.4 Tension Flange Yielding
      • 3.7.4 Moment Capacity for Channel Sections
        • 3.7.4.1 Yielding
        • 3.7.4.2 Lateral-Torsional Buckling
        • 3.7.4.3 Compression Flange Local Buckling
    • 3.8 Bending Checks
      • 3.8.1 Bending Check Locations
      • 3.8.2 Bending Check at Point of Maximum Moment
      • 3.8.3 Bending Check at Point Loads
    • 3.9 Steel Anchors
      • 3.9.1 Steel Headed Stud Anchor
      • 3.9.2 Steel Channel Anchors
      • 3.9.3 Horizontal Shear for Full Composite Connection
      • 3.9.4 Number of Shear Connectors
        • 3.9.4.1 Between Maximum Moment and Point of Zero Moment
        • 3.9.4.2 Between the Point Load and the Point of Zero Moment
    • 3.10 Beam Shear Capacity
      • 3.10.1 Shear Capacity
      • 3.10.2 Checking the Beam Shear
      • 3.10.3 Limitations of Beam Shear Check
    • 3.11 Deflection Check
    • 3.12 Floor Vibration
  • Appendix A Preferences
    • A1 Beam Tab
    • A2 Shear Studs Tab
    • A3 Camber Tab
    • A4 Deflection Tab
    • A5 Vibration Tab
    • A6 Price Tab
    • A7 Factors Tab
  • Appendix B Overwrites
    • B1 Beam
    • B2 Bracing (C) and Bracing (S)
    • B3 Deck
    • B4 Shear Studs
    • B5 Deflection
    • B6 Vibration
  • Bibliography