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ASCE Standard 10 - Design of Latticed Steel Transmission Structures, 2015
- Cover
- CONTENTS
- PREFACE
- DESIGN OF STEEL TRANSMISSION TOWERS STANDARDS COMMITTEE
- 1.0 GENERAL [Go to Page]
- 1.1 Scope
- 1.2 Applicable Documents
- 1.3 Definitions
- 2.0 LOADING, GEOMETRY, AND ANALYSIS [Go to Page]
- 2.1 Introduction
- 2.2 Loads
- 2.3 Geometric Configurations
- 2.4 Methods of Analysis
- 3.0 DESIGN OF MEMBERS [Go to Page]
- 3.1 Introduction
- 3.2 Material
- 3.3 Minimum Sizes
- 3.4 Slenderness Ratios
- 3.5 Properties of Sections
- 3.6 Design Compression
- 3.7 Compression Members: Angles [Go to Page]
- 3.7.1 Maximum w/t Ratio
- 3.7.2 Design Compressive Stress
- 3.7.3 Determination of F[sub(a)]
- 3.7.4 Effective Lengths
- 3.8 Compression Members: Symmetrical Lipped Angles [Go to Page]
- 3.8.1 Maximum w/t Ratio
- 3.8.2 Design Compressive Stress
- 3.8.3 Equivalent Radius of Gyration
- 3.8.4 Minimum Lip Depth
- 3.9 Compression Members Not Covered in Sections 3.7 and 3.8 [Go to Page]
- 3.9.1 Design Compressive Stress
- 3.9.2 Maximum w/t Ratio
- 3.9.3 Effective Widths of Elements in Compression
- 3.9.4 Doubly Symmetric Open Cross Sections
- 3.9.5 Singly Symmetric Open Cross Sections
- 3.9.6 Point-Symmetric Open Cross Sections
- 3.9.7 Closed Cross Sections
- 3.9.8 Nonsymmetric Cross Sections
- 3.9.9 Lips
- 3.9.10 Eccentric Connections
- 3.10 Tension Members [Go to Page]
- 3.10.1 Design Tensile Stress
- 3.10.2 Angle Members
- 3.10.3 Eccentric Connections
- 3.10.4 Threaded Rods and Anchor Bolts
- 3.10.5 Guys
- 3.11 Stitch Bolts
- 3.12 Axial Compression and Bending
- 3.13 Axial Tension and Bending
- 3.14 Beams [Go to Page]
- 3.14.1 Properties of Sections
- 3.14.2 Design Tension
- 3.14.3 Laterally Supported Beams
- 3.14.4 I, Channel, and Cruciform Sections
- 3.14.5 Other Doubly Symmetric Open Sections
- 3.14.6 Singly Symmetric I and T Sections
- 3.14.7 Other Singly Symmetric Open Sections
- 3.14.8 Equal Leg Angles
- 3.15 Design Shear [Go to Page]
- 3.15.1 Beam Webs
- 3.15.2 Angles
- 3.16 Redundant Members
- 3.17 Welded Angles [Go to Page]
- 3.17.1 Compression Members
- 3.17.2 Tension Members
- 3.18 Test Verification
- 4.0 DESIGN OF CONNECTIONS [Go to Page]
- 4.1 Introduction
- 4.2 General Requirements
- 4.3 Fasteners [Go to Page]
- 4.3.1 Materials
- 4.3.2 Bolt Shear Capacity
- 4.3.3 Bolt Tension Capacity
- 4.3.4 Bolts Subject to Combined Shear and Tension
- 4.4 Design Bearing Stress
- 4.5 Minimum Distances [Go to Page]
- 4.5.1 End Distance
- 4.5.2 Center-to-Center Bolt Hole Spacing
- 4.5.3 Edge Distance
- 4.6 Attachment Holes
- 4.7 Post Angle Member Splices
- 4.8 Test Verification
- 5.0 DETAILING AND FABRICATION [Go to Page]
- 5.1 Detailing [Go to Page]
- 5.1.1 Drawings
- 5.1.2 Approval of Shop Drawings
- 5.1.3 Connections
- 5.1.4 Bolt Spacing
- 5.1.5 Detail Failures During Testing
- 5.1.6 Material
- 5.1.7 Weathering Steel
- 5.1.8 Tension-Only Members
- 5.1.9 Shop Check Assembly
- 5.1.10 Other Considerations
- 5.2 Fabrication [Go to Page]
- 5.2.1 Material
- 5.2.2 Specifications
- 5.2.3 Shop Operations
- 5.2.4 Piece Marks
- 5.2.5 Welding
- 5.2.6 Galvanizing
- 5.2.7 Shipping
- 6.0 TESTING [Go to Page]
- 6.1 Introduction
- 6.2 Foundations
- 6.3 Material
- 6.4 Fabrication
- 6.5 Strain Measurements
- 6.6 Assembly and Erection
- 6.7 Test Loads
- 6.8 Load Application
- 6.9 Loading Procedure
- 6.10 Load Measurement
- 6.11 Deflections
- 6.12 Failures
- 6.13 Disposition of Prototype
- 6.14 Report
- 7.0 STRUCTURAL MEMBERS AND CONNECTIONS USED IN FOUNDATIONS [Go to Page]
- 7.1 Introduction
- 7.2 General Considerations [Go to Page]
- 7.2.1 Steel Grillages
- 7.2.2 Pressed Plates
- 7.2.3 Stub Angles in Concrete Piers
- 7.2.4 Anchor Bolts [See Fig. 7-1(e)]
- 7.3 Deterioration Considerations
- 7.4 Design of Stub Angles and Anchor Bolts [Go to Page]
- 7.4.1 Stub Angles in Concrete
- 7.4.2 Anchor Bolts with Base Assembly in Contact with Concrete or Grout
- 7.4.3 Anchor Bolts with Base Plates on Leveling Nuts
- 7.5 Design Requirements for Concrete and Reinforcing Steel [Go to Page]
- 7.5.1 Stub Angles
- 7.5.2 Smooth Bar Anchor Bolts
- 7.5.3 Deformed Bar Anchor Bolts
- 7.6 Shear Connectors [Go to Page]
- 7.6.1 Stud Shear Connectors
- 7.6.2 Angle Shear Connectors
- 7.7 Test Verification
- 8.0 QUALITY ASSURANCE AND QUALITY CONTROL [Go to Page]
- 8.1 Introduction
- 8.2 Quality Assurance
- 8.3 Quality Control
- COMMENTARY
- C2.0 LOADING, GEOMETRY, AND ANALYSIS [Go to Page]
- C2.1 Introduction
- C2.2 Loads
- C2.3 Geometric Configurations
- C2.4 Methods of Analysis
- C3.0 DESIGN OF MEMBERS [Go to Page]
- C3.1 Introduction
- C3.2 Material
- C3.3 Minimum Sizes
- C3.4 Slenderness Ratios
- C3.5 Properties of Sections
- C3.6 Design Compression
- C3.7 Compression Members: Angles [Go to Page]
- C3.7.3 Determination of F[sub(a)]
- C3.7.4 Effective Lengths
- C3.8 Compression Members: Symmetrical Lipped Angles
- C3.9 Compression Members Not Covered in Sections 3.7 and 3.8 [Go to Page]
- C3.9.2 Maximum w/t Ratio
- C3.9.3 Effective Widths of Elements in Compression
- C3.9.8 Nonsymmetric Cross Sections
- C3.10 Tension Members [Go to Page]
- C3.10.5 Guys
- C3.12 Axial Compression and Bending
- C3.13 Axial Tension and Bending
- C3.14 Beams [Go to Page]
- C3.14.4 I, Channel, and Cruciform Sections
- C3.14.6 Singly Symmetric I and T Sections
- C3.14.7 Other Singly Symmetric Open Sections
- C3.14.8 Equal Leg Angles
- C3.15 Design Shear [Go to Page]
- C3.15.1 Beam Webs
- C3.16 Redundant Members
- C3.17 Welded Angles
- C4.0 DESIGN OF CONNECTIONS [Go to Page]
- C4.1 Introduction
- C4.3 Fasteners [Go to Page]
- C4.3.2 Bolt Shear Capacity
- C4.3.3 Bolt Tension Capacity
- C4.3.4 Bolts Subject to Combined Shear and Tension
- C4.4 Design Bearing Stress
- C4.5 Minimum Distances [Go to Page]
- C4.5.1 End Distance
- C4.5.2 Center-to-Center Bolt Hole Spacing
- C4.5.3 Edge Distance
- C4.6 Attachment Holes
- C4.7 Post Angle Member Splices
- C5.0 DETAILING AND FABRICATION [Go to Page]
- C5.2 Fabrication [Go to Page]
- C5.2.5 Welding
- C6.0 TESTING [Go to Page]
- C6.1 Introduction
- C6.2 Foundations [Go to Page]
- C6.2.1 General
- C6.2.2 Rigid Structures
- C6.2.3 Direct Embedded Structures
- C6.2.4 Components
- C6.3 Material
- C6.4 Fabrication
- C6.5 Strain Measurements
- C6.6 Assembly and Erection
- C6.8 Load Application
- C6.9 Loading Procedure
- C6.10 Load Measurement
- C6.11 Deflections
- C6.13 Disposition of Prototype
- C7.0 STRUCTURAL MEMBERS AND CONNECTIONS USED IN FOUNDATIONS [Go to Page]
- C7.1 Introduction
- C7.2 General Considerations [Go to Page]
- C7.2.2 Pressed Plates
- C7.3 Deterioration Considerations
- C7.5 Design Requirements for Concrete and Reinforcing Steel
- C7.6 Shear Connectors [Go to Page]
- C7.6.1 Stud Shear Connectors
- C7.6.2 Angle Shear Connectors
- C8.0 QUALITY ASSURANCE AND QUALITY CONTROL [Go to Page]
- C8.1 Introduction
- C8.2 Quality Assurance
- C8.3 Quality Control
- APPENDIX A: NOTATION
- APPENDIX B: EXAMPLES [Go to Page]
- Example 1. Equal Leg Angle with Symmetrical Bracing
- Example 2. Effect of End Connections on Member Capacity
- Example 3. Concentric Loading, Two Angle Member
- Example 4. K-Bracing, Two Angle Member
- Example 5. Effect of Subdivided Panels and End Connections
- Example 6. Concentric Loading, Two Angle Member, Subdivided Panels
- Example 7. X-Brace Systems with No Intermediate Redundant Supports
- Example 8. X-Brace Systems with Intermediate Redundant Supports—Case 1
- Example 9. X-Brace Systems with Intermediate Redundant Supports—Case 2
- Example 10. Cold-Formed Angle
- Example 11. Cold-Formed Lipped Angle
- Example 12. M-Section as Column Member
- Example 13. Channel as Column
- Example 14. T-Section as Column
- Example 15. Schifflerized Angle with Symmetrical Bracing
- Example 16. Schifflerized Angle with Unsymmetrical Bracing
- Example 17. j-Value Determination
- APPENDIX C: GUIDELINES FOR EXISTING TOWERS [Go to Page]
- C.1 Introduction
- C.2 Slenderness Ratios
- C.3 Minimum Distances
- C.4 Bolt Shear Capacity
- C.5 Bearing Capacity of Bolts and Members
- C.6 Tested Towers
- C.7 Member Use Ratios
- C.8 Man-Load on Horizontal Members
- C.9 Minimum Support of Redundant Members
- C.10 Bars Used as Tension Hangers in Cross Arms
- C.11 ASTM Material Specifications Used in Older Towers
- C.12 Original Compression Formulas Used in Older Tower Designs
- REFERENCES
- INDEX [Go to Page]
- A
- B
- C
- D
- E
- F
- G
- H
- J
- K
- L
- M
- N
- P
- Q
- R
- S
- T
- U
- W
- X [Go to Page]