Design and analysis of connections in steel structures : fundamentals and examples / Alfredo Boracchini.

Format:

Book

Author/Creator:

Boracchini, Alfredo, author.

Language:

English

Subjects (All):

Bridges--Design and construction.

Bridges.

Physical Description:

1 online resource (352 pages)

Edition:

1st ed.

Place of Publication:

Berlin, Germany : Ernst & Sohn, [2018]

Summary:

The book introduces all the aspects needed for the safe and economic design and analysis of connections using bolted joints in steel structures. This is not treated according to any specific standard but making comparison among the different norms and methodologies used in the engineering practice, e.g. Eurocode, AISC, DIN, BS. Several examples are solved and illustrated in detail, giving the reader all the tools necessary to tackle also complex connection design problems. The book is introductory but also very helpful to advanced and specialist audiences because it covers a large variety of practice demands for connection design. Parts that are not taken to an advanced level are seismic design, welds, interaction with other materials (concrete, wood), and cold formed connections./p

Contents:

Cover

Title Page

Copyright

Preface

About the Author

Contents

Acknowledgments

List of Abbreviations

Chapter 1 Fundamental Concepts of Joints in Design of Steel Structures

1.1 Pin Connections and Moment Resisting Connections

1.1.1 Safety, Performance, and Costs

1.1.2 Lateral Load Resisting System

1.1.3 Pins and Fully Restrained Joints in the Analysis Model

1.2 Plastic Hinge

1.2.1 Base Plates

1.2.2 Trusses

References

Chapter 2 Fundamental Concepts of the Behavior of Steel Connections

2.1 Joint Classifications

2.2 Forces in the Calculation Model and for the Connection

2.3 Actions Proportional to Stiffness

2.4 Ductility

2.5 Load Path

2.6 Ignorance of the Load Path

2.7 Additional Restraints

2.8 Methods to Define Ultimate Limit States in Joints

2.9 Bolt Resistance

2.10 Yield Line

2.11 Eccentric Joints

2.12 Economy, Repetitiveness, and Simplicity

2.13 Man‐hours and Material Weight

2.14 Diffusion Angles

2.15 Bolt Pretensioning and Effects on Resistance

2.15.1 Is Resistance Affected by Pretensioning?

2.15.2 Is Pretensioning Necessary?

2.15.3 Which Pretensioning Method Should Be Used?

2.16 Transfer Forces

2.17 Behavior of a Bolted Shear Connection

2.18 Behavior of Bolted Joints Under Tension

Chapter 3 Limit States for Connection Components

3.1 Deformation Capacity (Rotation) and Stiffness

3.1.1 Rotational Stiffness

3.2 Inelastic Deformation due to Bolt Hole Clearance

3.3 Bolt Shear Failure

3.3.1 Threads Inside the Shear Plane

3.3.2 Number of Shear Planes

3.3.3 Packing Plates

3.3.4 Long Joints

3.3.5 Anchor Bolts

3.3.6 Stiffness Coefficient

3.4 Bolt Tension Failure

3.4.1 Countersunk Bolts

3.4.2 Stiffness Coefficient

3.5 Bolt Failure in Combined Shear and Tension.

3.6 Slip‐Resistant Bolted Connections

3.6.1 Combined Shear and Tension

3.7 Bolt Bearing and Bolt Tearing

3.7.1 Countersunk Bolts

3.7.2 Stiffness Coefficients

3.8 Block Shear (or Block Tearing)

3.9 Failure of Welds

3.9.1 Weld Calculation Procedures

3.9.1.1 Directional Method

3.9.1.2 Simplified Method

3.9.2 Tack Welding (Intermittent Fillet Welds)

3.9.3 Eccentricity

3.9.4 Fillet Weld Groups

3.9.5 Welding Methods

3.9.6 Inspections

3.9.6.1 Visual Testing

3.9.6.2 Penetrant Testing

3.9.6.3 Magnetic Particle Testing

3.9.6.4 Radiographic Testing

3.9.6.5 Ultrasonic Testing

3.10 T‐stub, Prying Action

3.10.1 T‐stub with Prying Action

3.10.2 Possible Simplified Approach According to AISC

3.10.3 Backing Plates

3.10.4 Length Limit for Prying Forces and T‐stub without Prying

3.10.5 T‐stub Design Procedure for Various "Components" According to Eurocode

3.10.5.1 Column Flange

3.10.5.2 End Plate

3.10.5.3 Angle Flange Cleat

3.10.6 T‐stub Design Procedure for Various "Components" According to the "Green Book"

3.10.6.1 ℓeff for Equivalent T‐stubs for Bolt Row Acting Alone

3.10.6.2 ℓeff to Consider for a Bolt Row Acting Alone

3.10.6.3 ℓeff to Consider for Bolt Rows Acting in Group

3.10.6.4 Examples of ℓeff for Bolts in a Group

3.10.7 T‐stub for Bolts Outside the Beam Flanges

3.10.8 Stiffness Coefficient

3.11 Punching

3.12 Equivalent Systems

3.13 Web Panel Shear

3.13.1 Stiffness Coefficient

3.14 Web in Transverse Compression

3.14.1 Transformation Parameter β

3.14.2 Formulas for Other Local Buckling Limit States

3.14.3 Stiffness Coefficient

3.14.4 T‐stub in Compression

3.15 Web in Transverse Tension

3.15.1 Stiffness Coefficient

3.16 Flange and Web in Compression

3.17 Beam Web in Tension

3.18 Plate Resistance.

3.18.1 Material Properties

3.18.2 Tension

3.18.2.1 Staggered Bolts

3.18.3 Compression

3.18.4 Shear

3.18.5 Bending

3.18.6 Design for Combined Forces

3.18.7 Whitmore Section

3.19 Reduced Section of Connected Profiles

3.19.1 Shear Lag

3.20 Local Capacity

3.21 Buckling of Connecting Plates

3.21.1 Gusset Plate Buckling

3.21.2 Fin Plate (Shear Tab) Buckling

3.22 Structural Integrity (and Tie Force)

3.23 Ductility

3.24 Plate Lamellar Tearing

3.25 Other Limit States in Connections with Sheets and Cold‐formed Steel Sections

3.26 Fatigue

3.27 Limit States of Other Materials in the Connection

Chapter 4 Connection Types: Analysis and Calculation Examples

4.1 Common Symbols

4.1.1 Materials

4.1.2 Design Forces

4.1.3 Bolts

4.1.4 Geometric Characteristics of Plates and Profiles

4.2 Eccentrically Loaded Bolt Group: Eccentricity in the Plane of the Faying Surface

4.2.1 Elastic Method

4.2.1.1 Example of Eccentricity Calculated with Elastic Method

4.2.2 Instantaneous Center‐of‐Rotation Method

4.2.2.1 Example of Eccentricity Calculated with the Instantaneous Center‐of‐Rotation Method

4.3 Eccentrically Loaded Bolt Group: Eccentricity Normal to the Plane of the Faying Surface

4.3.1 Neutral Axis at Center of Gravity

4.3.1.1 Example of Eccentricity Normal to Plane Calculated with Neutral Axis at Center‐of‐Gravity Method

4.3.2 Neutral Axis Not at Center of Gravity

4.3.2.1 Example of Eccentricity Normal to Plane Calculated with Neutral Axis not at Center‐of‐Gravity Method

4.4 Base Plate with Cast Anchor Bolts

4.4.1 Plate Thickness

4.4.1.1 AISC Method

4.4.1.2 Eurocode Method

4.4.2 Contact Pressure

4.4.2.1 AISC Method

4.4.2.2 Eurocode Method

4.4.3 Anchor Bolts in Tension

4.4.3.1 AISC Method

4.4.3.2 Eurocode Method.

4.4.3.3 Other Notes

4.4.4 Welding

4.4.5 Shear Resistance

4.4.5.1 Friction

4.4.5.2 Anchor Bolts in Shear

4.4.5.3 Shear Lugs

4.4.6 Rotational Stiffness

4.4.7 Measures to Improve Ductility

4.4.8 Practical Details and Other Notes

4.4.9 Fully Restrained Schematization of Column Base Detail

4.4.10 Example of Base Plate Design According to Eurocode

4.4.10.1 Uplift and Moment

4.4.10.2 Shear

4.4.10.3 Welding

4.4.10.4 Joint Stiffness

4.4.10.5 Comparison with AISC Method for SLU1

4.5 Chemical or Mechanical Anchor Bolts

4.6 Fin Plate/Shear Tab

4.6.1 Choices and Possible Variants

4.6.1.1 Pin Position

4.6.1.2 Location of Plate Welded to Primary Member

4.6.1.3 Notches (Copes) in Secondary Member

4.6.1.4 Reinforcing Beam Web

4.6.2 Limit States to Be Considered

4.6.3 Rotation Capacity

4.6.4 Measures to Improve Ductility

4.6.5 Measures to Improve Structural Integrity

4.6.6 Design Example According to DIN

4.6.6.1 Bolt Shear

4.6.6.2 Bearing

4.6.6.3 Block Shear

4.6.6.4 Plate Resistance

4.6.6.5 Beam Resistance

4.6.6.6 Plate Buckling

4.6.6.7 Local Check for Primary‐Beam Web

4.6.6.8 Welding

4.6.6.9 Rotation Capacity

4.6.6.10 Ductility

4.6.6.11 Structural Integrity

4.7 Double‐Bolted Simple Plate

4.7.1 Rotation Capacity

4.7.2 Ductility

4.7.3 Structural Integrity

4.7.4 Beam‐to‐Beam Example Designed According to Eurocode

4.7.4.1 Bolt Shear

4.7.4.2 Bearing

4.7.4.3 Block Shear

4.7.4.4 Plate Resistance

4.7.4.5 Beam Resistance

4.7.4.6 Plate Buckling

4.7.4.7 Primary‐Beam Web Local Check

4.7.4.8 Welding, Ductility, and Structural Integrity

4.8 Shear ("Flexible") End Plate

4.8.1 Variants and Rotation Capacity

4.8.2 Limit States to be Considered

4.8.3 Rotational Stiffness

4.8.4 Ductility

4.8.5 Structural Integrity.

4.8.6 Column‐to‐Beam Example Designed According to IS 800

4.8.6.1 Bolt Resistance

4.8.6.2 Rotation Capacity and Structural Integrity

4.8.6.3 Bearing

4.8.6.4 Block Shear

4.8.6.5 Plate Check

4.8.6.6 Beam Shear Check

4.8.6.7 Column Resistance

4.8.6.8 Welds

4.8.6.9 Conclusion

4.9 Double‐Angle Connection

4.9.1 Variants

4.9.2 Limit States to Be Considered

4.9.3 Structural Integrity, Ductility, and Rotation Capacity

4.9.4 Practical Advice

4.9.5 Beam‐to‐Beam Example Designed According to AISC

4.10 Connections in Trusses

4.10.1 Intermediate Connections for Compression Members

4.11 Horizontal End Plate Leaning on a Column

4.11.1 Limit States to be Considered

4.12 Rigid End Plate

4.12.1 Column Web Panel Shear

4.12.2 Lever Arm

4.12.3 Stiffeners

4.12.4 Supplementary Web Plate Check

4.12.5 Check for Column Stiffeners in Compression Zone

4.12.6 Check for Column Stiffeners in Tension Zone

4.12.7 Check of Column Diagonal Stiffener for Panel Shear

4.12.8 Shear Due to Vertical Forces

4.12.9 Design with Haunches

4.12.10 Beam‐to‐Beam Connections

4.12.11 BS Provisions

4.12.12 AISC Approach

4.12.13 Limit States to Be Considered

4.12.14 Rotational Stiffness

4.12.15 Simplifying the Design

4.12.16 Practical Advice

4.12.17 Structural Integrity, Ductility, and Rotation Capacity

4.12.18 Beam‐to‐Column End‐Plate Design Example According to Eurocode

4.12.18.1 Column Flange Thickness Check for Bolt Row 1

4.12.18.2 Column Web Tension Check for Bolt Row 1

4.12.18.3 Beam End‐Plate Thickness Check for Bolt Row 1

4.12.18.4 Beam Web Tension Check for Bolt Row 1

4.12.18.5 Final Resistant Value for Bolt Row 1

4.12.18.6 Column Flange Thickness Check for Bolt Row 2 Individually

4.12.18.7 Column Web Tension Check for Bolt Row 2 Individually.

4.12.18.8 Beam End‐Plate Thickness Check for Bolt Row 2 Individually.

Notes:

Description based on print version record.

ISBN:

9783433606070

3433606072

9781523123452

1523123451

9783433606063

3433606064

9783433606056

3433606056

OCLC:

1045544499