Structural Timber Design to Eurocode 5 provides practising engineers and specialist contractors with comprehensive, detailed information and in-depth guidance on the design of timber structures based on the common rules and rules for buildings in Eurocode 5 – Part 1-1.
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Preface 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, 18.104.22.168) 2.3.4. Load-duration and moisture influences on deformations (EC5, 22.214.171.124) 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 126.96.36.199. Deformation due to bending and shear 188.8.131.52. 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 10.3.6.1. 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 Index The Example Worksheets Disks Order Form
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