Structural Timber Design to Eurocode 5

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  • Edition: 2nd
  • Format: Paperback
  • Copyright: 2013-06-04
  • Publisher: Wiley-Blackwell
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Structural Timber Design to Eurocode 5 provides a step-by-step approach to the design of all of the most commonly used timber elements and connections using solid timber, glued laminated timber or wood based structural products. Featuring numerous detailed worked examples, the second edition has been thoroughly updated and includes information on the consequences of amendments and revisions to EC5 published since the first edition, and the significant additional requirements of BSI non contradictory, complimentary information document (PD 6693-1-1) relating to EC5. The new edition also includes a new section on axial stress conditions in composite sections, covering combined axial and bending stress conditions and reference to the major revisions to the design procedure for glued laminated timber. Originally published in hardback, the intention had been to publish a paperback edition with a few minor amendments, but in discussion with the authors it became clear that a new edition was warranted. A paperback edition is proposed here, as the competition is significantly cheaper.

Author Biography

Jack Porteous is a consulting engineer specialising in timber engineering. He is a Chartered Engineer, Fellow of the Institution of Civil Engineers and Member of the Institution of Structural Engineers. He is a member of the BSI committee B/525/5, which is responsible for the structural use of timber in the UK and for the production of UK input to EN 1995-1-1. He is a member of the editorial advisory panel of the ICE publication, Construction Materials and a visiting scholar and lecturer in timber engineering at Edinburgh Napier University.

Abdy Kermani is the Professor of Timber Engineering and Director of the UK’s Centre for Timber Engineering at Edinburgh Napier University. He is a Chartered Engineer, Fellow of the Institution of Structural Engineers and Fellow of the Institute of Wood Science. He has served on the organising committees and editorial technical advisory boards of international journals and conferences on timber engineering and the innovative use of construction materials. He is the appointed principal consultant to several UK and European structural and timber engineering firms and manufacturing industries.

Table of Contents


1. Timber as a Structural Material

1.1 Introduction

1.2 The structure of timber

1.3 Types of timber

1.3.1 Softwoods

1.3.2 Hardwoods

1.4 Natural characteristics of timber

1.5 Strength grading of timber

1.5.1 Visual grading

1.5.2 Machine grading

1.5.3 Strength classes

1.6 Section sizes

1.7 Engineered wood products (EWP)

1.7.1 Glued laminated timber (Glulam)

1.7.2 Cross laminated timber (CLT or X- Lam)

1.7.3 Plywood

1.7.4 Laminated veneer lumber (LVL)

1.7.5 Laminated Strand Lumber (LSL), TimberStrand®

1.7.6 Parallel Strand Lumber (PSL), Parallam®

1.7.7 Oriented Strand Board (OSB)

1.7.8 Particleboards and fibre composites

1.7.9 Thin webbed joists (I-joists)

1.7.10 Thin webbed beams (Box beams)

1.7.11 Structural Insulated Panels (SIPs)

1.8 Suspended timber flooring

1.9 Adhesive bonding of timber

1.10 Preservative treatment for timber

1.11 Fire safety and resistance

1.12 References

2. Introduction to relevant Eurocodes

2.1. Eurocodes – General Structure

2.2. Eurocode 0 – Basis of structural design – (EC0)

2.2.1. Terms and definitions (EC0, 1.5)

2.2.2. Basic Requirements (EC0, 2.1)

2.2.3. Reliability Management (EC0, 2.2)

2.2.4. Design Working Life (ECO, 2.3)

2.2.5. Durability (EC0, 2.4)

2.2.6. Quality Management (EC0, 2.5)

2.2.7. Principles of limit state design – General (EC0, 3.1)

2.2.8. Design Situations (EC0, 3.2)

2.2.9. Ultimate limit states (EC0, 3.3)

2.2.10. Serviceability limit states (EC0, 3.4)

2.2.11. Limit state design (EC0, 3.5)

2.2.12. Classification of actions (EC0, 4.1.1)

2.2.13. Characteristic values of actions (EC0, 4.1.2)

2.2.14. Other representative values of variable actions (EC0, 4.1.3)

2.2.15. Material and product properties (EC0, 4.2)

2.2.16. Structural analysis (EC0, 5.1)

2.2.17. Verification by the partial factor method - General (EC0, 6.1)

2.2.18. Design values of actions (EC0, 6.3.1)

2.2.19. Design values of the effects of actions (EC0, 6.3.2)

2.2.20. Design values of material or product properties (EC0, 6.3.3)

2.2.21. Factors applied to a Design strength at the ULS

2.2.22. Design values of geometrical data (EC0, 6.3.4)

2.2.23. Design resistance (EC0, 6.3.5)

2.2.24. Ultimate limit states (EC0, 6.4.1 to 6.4.5)

2.2.25. Serviceability limit states – General (EC0, 6.5)

2.3. Eurocode 5: Design of timber structures – Part 1-1: General – Common rules and rules for buildings (EC5)

2.3.1. General matters

2.3.2. Serviceability limit states (EC5, 2.2.3)

2.3.3. Load duration and moisture content influences on strength (EC5,

2.3.4. Load-duration and moisture influences on deformations (EC5,

2.3.5. Stress-Strain relations (EC5, 3.1.2)

2.3.6. Size and stress distribution effects  (EC5, 3.2, 3.3, 3.4 and 6.4.3)

2.3.7. System Strength (EC5, 6.6)

2.4. Symbols

2.5. References

3. Using Mathcad® for Design Calculations

3.1. Introduction

3.2. What is Mathcad ? 

3.3. What does Mathcad do ?

3.3.1. A simple calculation

3.3.2. Definitions and variables

3.3.3. Entering text

3.3.4. Working with units

3.3.5. Commonly used Mathcad functions

3.4. Summary

3.5. References

4. Design of members subjected to flexure

4.1. Introduction

4.2. Design considerations

4.3. Design value of the effect of actions

4.4. Member Span

4.5. Design for Ultimate Limit States (ULS)

4.5.1. Bending  

4.5.2. Shear

4.5.3. Bearing (Compression perpendicular to the grain)

4.5.4. Torsion 

4.5.5. Combined shear and torsion

4.6. Design for Serviceability Limit States (SLS)

4.6.1. Deformation Deformation due to bending and shear Deformation due to compression over supports

4.6.2. Vibration

4.7. References

4.8. Examples

5. Design of members and walls subjected to axial or combined axial and flexural actions

5.1. Introduction

5.2. Design considerations

5.3. Design of members subjected to axial actions

5.3.1. Members subjected to axial compression

5.3.2. Members subjected to compression at an angle to the grain

5.3.3. Members subjected to axial tension

5.4. Members subjected to combined bending and axial loading

5.4.1. Where lateral torsional instability due to bending about the major axis will not occur

5.4.2. Lateral torsional instability under the effect of bending about the 

major axis

5.4.3. Members subjected to combined bending and axial tension

5.5. Design of Stud Walls

5.5.1. Design of load-bearing walls

5.5.2. Lateral deflection of load-bearing stud walls (and columns)

5.6. References

5.7. Examples

6. Design of glued laminated members

6.1. Introduction

6.2. Design considerations

6.3. General

6.3.1. Horizontal and vertical glued laminated timber

6.3.2. Design methodology

6.4. Design of glued laminated members with tapered, curved or pitched curved profiles (also applicable to LVL members)

6.4.1. Design of single tapered beams

6.4.2. Design of double tapered beams, curved and pitched cambered beams

6.4.3. Design of double tapered beams, curved and pitched cambered beams subjected to combined shear and tension perpendicular to the grain

6.5. Finger joints

Annex 6.1 Deflection formulae for simply supported tapered and double tapered beams subjected to a point load at mid span or to a uniformly distributed load.

Annex 6.2 Graphical representation of factors k?? and kp used in the derivation of the bending and radial stresses in the apex zone of double tapered curved and pitched cambered beams.

6.6. References

6.7. Examples

7. Design of composite timber and wood based sections

7.1. Introduction

7.2. Design considerations

7.3. Design of glued composite sections

7.3.1. Glued thin webbed beams

7.3.2. Glued thin flanged beams (Stressed skin panels)

7.4. References

7.5. Examples

8. Design of built-up columns

8.1. Introduction

8.2. Design considerations

8.3. General

8.4. Bending stiffness of built-up columns

8.4.1. The effective bending stiffness of built-up sections about the strong (y-y) axis

8.4.2. The effective bending stiffness of built-up sections about the z-z axis

8.4.3. Design procedure

8.4.4. Built-up sections - Spaced columns

8.4.5. Built-up sections - Latticed columns

8.5. Combined axial loading and moment

8.6. Effect of creep at the ultimate limit state

8.7. References

8.8. Examples

9. Design of stability bracing, floor and wall diaphragms

9.1. Introduction

9.2. Design considerations

9.3. Lateral Bracing

9.3.1. General

9.3.2. Bracing of single members (subjected to direct compression) by local support

9.3.3. Bracing of single members (subjected to bending) by local support

9.3.4. Bracing for beam, truss or column systems

9.4. Floor and roof diaphragms

9.4.1. Limitations on the applicability of the method

9.4.2. Simplified design procedure

9.5. The in-plane racking resistance of timber walls under horizontal and vertical loading

9.6. References

9.7. Examples

10. Design of metal dowel type connections

10.1. Introduction

10.1.1. Metal dowel-type fasteners

10.2. Design considerations

10.3. Failure theory and strength equations for laterally loaded connections formed using metal dowel fasteners

10.3.1. Dowel diameter

10.3.2. Characteristic fastener yield moment (My,Rk)

10.3.3. Characteristic Embedment strength (fh)

10.3.4. Member thickness, t1 and t2

10.3.5. Friction effects and axial withdrawal of the fastener

10.3.6. Brittle failure Brittle failure due to connection forces at an angle to the grain

10.4. Multiple dowel fasteners loaded laterally

10.4.1. The effective number of fasteners

10.4.2. Alternating forces in connections

10.5. Design Strength of a laterally loaded metal dowel connection

10.5.1. Loaded parallel to the grain

10.5.2. Loaded perpendicular to the grain

10.6. Examples of the design of connections using metal dowel type fasteners

10.7. Multiple shear plane connections

10.8. Axial loading of metal dowel connection systems

10.8.1. Axially loaded nails

10.8.2. Axially loaded bolts

10.8.3. Axially loaded dowels 

10.8.4. Axially loaded screws

10.9. Combined Laterally and Axially loaded metal dowelled connections

10.10. Lateral Stiffness of metal dowel connections at the SLS and ULS

10.11. Frame analysis incorporating the effect of lateral movement in metal dowel fastener connections

10.12. References

10.13. Examples

11. Design of joints with connectors

11.1. Introduction

11.2. Design considerations

11.3. Toothed-plate connectors

11.3.1. Strength behaviour

11.4. Ring and shear plate connectors

11.4.1. Strength behaviour

11.5. Multiple shear plane connections

11.6. Brittle failure due to connection forces at an angle to the grain

11.7. Alternating forces in connections

11.8. Design strength of a laterally loaded connection

11.8.1. Loaded laterally to the grain

11.8.2. Loaded perpendicular to the grain

11.8.3. Loaded at an angle to the grain

11.9. Stiffness behaviour of toothed-plate, ring and shear-plate connectors

11.10. Frame analysis incorporating the effect of lateral movement in connections formed using toothed plate, split ring or shear plate connectors

11.11. References

11.12. Examples

12. Moment capacity of joints formed with metal dowel fasteners or connectors

12.1. Introduction

12.2. Design considerations

12.3. The effective number of fasteners in a row in a moment connection

12.4. Brittle failure

12.5. Moment behaviour in timber joints – rigid model behaviour

12.5.1. Assumptions in the connection design procedure

12.5.2. Connection design procedure

12.5.3. Splitting capacity and force component checks on connections subjected to a moment and lateral forces

12.6. The analysis of structures with semi-rigid connections

12.6.1. The stiffness of semi-rigid moment connections

12.6.2. The analysis of beams with semi-rigid end connections

12.7. References

12.8. Examples

13. Racking design of multi-storey platform framed wall construction

13.1. Introduction

13.2. Conceptual design

13.3. Design requirements of racking walls

13.4. Loading

13.5. Basis of Method A

13.5.1. General requirements

13.5.2. Theoretical basis of the method

13.5.3. The EC5 procedure

13.6. Basis of the Method in PD6693-1

13.6.1. General requirements

13.6.2. Theoretical basis of the method

13.6.3. The PD6693-1 procedure

13.7. References

13.8. Examples

Appendix A: Weights of building materials

Appendix B: Related British Standards for Timber Engineering in buildings

Appendix C:Possible revisions to be addressed in a Corrigendum to EN 1995-1-1:2004+A1:2008


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