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E-raamat: Structural Timber Design to Eurocode 5

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(Napier University, Edinburgh), (Napier University, Edinburgh)
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  • Ilmumisaeg: 16-Apr-2013
  • Kirjastus: Wiley-Blackwell
  • Keel: eng
  • ISBN-13: 9781118597293
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Structural Timber Design to Eurocode 5Suurem pilt
  • Formaat: EPUB+DRM
  • Ilmumisaeg: 16-Apr-2013
  • Kirjastus: Wiley-Blackwell
  • Keel: eng
  • ISBN-13: 9781118597293
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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. It will also be of interest to undergraduate and postgraduate students of civil and structural engineering.

It provides a step-by-step approach to the design of all of the commonly used timber elements and connections using solid timber, glued laminated timber or wood based structural products, and incorporates the requirements of the UK National Annex. It covers:





strength and stiffness properties of timber and its reconstituted and engineered products key requirements of Eurocode 0, Eurocode 1 and Eurocode 5 Part 1-1 design of beams and columns of solid timber, glued laminated, composite and thin-webbed sections lateral stability requirements of timber structures design of mechanical connections subjected to lateral and/or axial forces design of moment resisting rigid and semi-rigid connections racking design of multi-storey platform framed walls

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.
Preface to the Second Edition xii
1 Timber as a Structural Material
1(51)
1.1 Introduction
1(1)
1.2 The structure of timber
2(1)
1.3 Types of timber
3(1)
1.3.1 Softwoods
3(1)
1.3.2 Hardwoods
4(1)
1.4 Natural characteristics of timber
4(7)
1.4.1 Knots
4(1)
1.4.2 Slope of grain
5(1)
1.4.3 Reaction wood
5(1)
1.4.4 Juvenile wood
6(1)
1.4.5 Density and annual ring widths
6(1)
1.4.6 Conversion of timber
7(4)
1.4.7 Seasoning
11(1)
1.4.8 Seasoning defects
11(1)
1.4.9 Cracks and fissures
11(1)
1.4.10 Fungal decay
11(1)
1.5 Strength grading of timber
11(5)
1.5.1 Visual grading
12(1)
1.5.2 Machine grading
12(3)
1.5.3 Strength classes
15(1)
1.6 Section sizes
16(1)
1.7 Engineered wood products (EWPs)
16(28)
1.7.1 Glued-laminated timber (glulam)
18(2)
1.7.2 Cross-laminated timber (CLT or X-Lam)
20(1)
1.7.3 Plywood
21(4)
1.7.4 Laminated Veneer Lumber (LVL)
25(1)
1.7.5 Laminated Strand Lumber (LSL), TimberStrand®
25(2)
1.7.6 Parallel Strand Lumber (PSL), Parallam®
27(1)
1.7.7 Oriented Strand Board (OSB)
27(12)
1.7.8 Particleboards and fibre composites
39(1)
1.7.9 Thin webbed joists (I-joists)
39(2)
1.7.10 Thin webbed beams (box beams)
41(1)
1.7.11 Structural Insulated Panels (SIPs)
42(2)
1.8 Suspended timber flooring
44(2)
1.9 Adhesive bonding of timber
46(1)
1.10 Preservative treatment for timber
47(1)
1.11 Fire safety and resistance
48(2)
1.12 References
50(2)
2 Introduction to Relevant Eurocodes
52(48)
2.1 Eurocodes: General structure
52(2)
2.2 Eurocode 0: Basis of structural design (ECO)
54(25)
2.2.1 Terms and definitions (ECO, 1.5)
54(1)
2.2.2 Basic requirements (ECO, 2.1)
55(1)
2.2.3 Reliability management (ECO, 2.2)
56(1)
2.2.4 Design working life (ECO, 2.3)
56(1)
2.2.5 Durability (ECO, 2.4)
57(1)
2.2.6 Quality management (ECO, 2.5)
58(1)
2.2.7 Principles of limit state design: General (ECO, 3.1)
58(1)
2.2.8 Design situations (ECO, 3.2)
58(1)
2.2.9 Ultimate limit states (ECO, 3.3)
59(1)
2.2.10 Serviceability limit states (ECO, 3.4)
59(1)
2.2.11 Limit states design (ECO, 3.5)
60(1)
2.2.12 Classification of actions (ECO, 4.1.1)
60(1)
2.2.13 Characteristic values of actions (EC0, 4.1.2)
60(1)
2.2.14 Other representative values of variable actions (ECO, 4.1.3)
61(1)
2.2.15 Material and product properties (ECO, 4.2)
62(1)
2.2.16 Structural analysis (ECO, 5.1)
62(3)
2.2.17 Verification by the partial factor method: General (ECO, 6.1)
65(1)
2.2.18 Design values of actions (ECO, 6.3.1)
65(1)
2.2.19 Design values of the effects of actions (ECO, 6.3.2)
66(1)
2.2.20 Design values of material or product properties (ECO, 6.3.3)
66(5)
2.2.21 Factors applied to a design strength at the ULS
71(1)
2.2.22 Design values of geometrical data (ECO, 6.3.4)
71(1)
2.2.23 Design resistance (ECO, 6.3.5)
71(2)
2.2.24 Ultimate limit states (ECO, 6.4.1-6.4.5)
73(4)
2.2.25 Serviceability limit states: General (ECO, 6.5)
77(2)
2.3 Eurocode 5: Design of Timber Structures - Part 1-1: General - Common Rules and Rules for Buildings (EC5)
79(14)
2.3.1 General matters
79(1)
2.3.2 Serviceability limit states (EC5, 2.2.3)
80(4)
2.3.3 Load duration and moisture influences on strength (EC5, 2.3.2.1)
84(1)
2.3.4 Load duration and moisture influences on deformations (EC5, 2.3.2.2)
84(3)
2.3.5 Stress-strain relations (EC5, 3.1.2)
87(1)
2.3.6 Size and stress distribution effects (EC5, 3.2, 3.3, 3.4 and 6.4.3)
87(3)
2.3.7 System strength (EC5, 6.6)
90(3)
2.4 Symbols
93(5)
2.5 References
98(2)
3 Using Mathcad® for Design Calculations
100(7)
3.1 Introduction
100(1)
3.2 What is Mathcad?
100(1)
3.3 What does Mathead do?
101(5)
3.3.1 A simple calculation
101(1)
3.3.2 Definitions and variables
102(1)
3.3.3 Entering text
102(1)
3.3.4 Working with units
103(1)
3.3.5 Commonly used Mathcad functions
104(2)
3.4 Summary
106(1)
3.5 References
106(1)
4 Design of Members Subjected to Flexure
107(51)
4.1 Introduction
107(1)
4.2 Design considerations
107(2)
4.3 Design value of the effect of actions
109(1)
4.4 Member span
109(1)
4.5 Design for Ultimate Limit States (ULS)
110(23)
4.5.1 Bending
110(11)
4.5.2 Shear
121(6)
4.5.3 Bearing (compression perpendicular to the grain)
127(4)
4.5.4 Torsion
131(2)
4.5.5 Combined shear and torsion
133(1)
4.6 Design for Serviceability Limit States (SLS)
133(9)
4.6.1 Deformation
134(3)
4.6.2 Vibration
137(5)
4.7 References
142(1)
4.8 Examples
143(15)
5 Design of Members and Walls Subjected to Axial or Combined Axial and Flexural Actions
158(58)
5.1 Introduction
158(1)
5.2 Design considerations
158(2)
5.3 Design of members subjected to axial actions
160(14)
5.3.1 Members subjected to axial compression
160(10)
5.3.2 Members subjected to compression at an angle to the grain
170(2)
5.3.3 Members subjected to axial tension
172(2)
5.4 Members subjected to combined bending and axial loading
174(5)
5.4.1 Where lateral torsional instability due to bending about the major axis will not occur
174(4)
5.4.2 Lateral torsional instability under the effect of bending about the major axis
178(1)
5.4.3 Members subjected to combined bending and axial tension
179(1)
5.5 Design of stud walls
179(9)
5.5.1 Design of load-bearing walls
180(6)
5.5.2 Out of plane deflection of load-bearing stud walls (and columns)
186(2)
5.6 References
188(1)
5.7 Examples
189(27)
6 Design of Glued-Laminated Members
216(42)
6.1 Introduction
216(2)
6.2 Design considerations
218(1)
6.3 General
218(5)
6.3.1 Horizontal and vertical glued-laminated timber
218(1)
6.3.2 Design methodology
219(4)
6.4 Design of glued-laminated members with tapered, curved or pitched curved profiles (also applicable to LVL members)
223(11)
6.4.1 Design of single tapered beams
223(5)
6.4.2 Design of double tapered beams, curved and pitched cambered beams
228(6)
6.4.3 Design of double tapered beams, curved and pitched cambered beams subjected to combined shear and tension perpendicular to the grain
234(1)
6.5 Finger joints
234(4)
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
234(3)
Annex 6.2 Graphical representation of factors kt and kp used in the derivation of the bending and radial stresses in the apex zone of double tapered curved and pitched cambered beams
237(1)
6.6 References
238(1)
6.7 Examples
239(19)
7 Design of Composite Timber and Wood-Based Sections
258(53)
7.1 Introduction
258(1)
7.2 Design considerations
259(1)
7.3 Design of glued composite sections
260(23)
7.3.1 Glued thin webbed beams
260(14)
7.3.2 Glued thin flanged beams (stressed skin panels)
274(9)
7.4 References
283(1)
7.5 Examples
283(28)
8 Design of Built-Up Columns
311(46)
8.1 Introduction
311(1)
8.2 Design considerations
311(1)
8.3 General
312(1)
8.4 Bending stiffness of built-up columns
313(18)
8.4.1 The effective bending stiffness of built-up sections about the strong (y-y) axis
314(2)
8.4.2 The effective bending stiffness of built-up sections about the z-z axis
316(2)
8.4.3 Design procedure
318(5)
8.4.4 Built-up sections - spaced columns
323(4)
8.4.5 Built-up sections - latticed columns
327(4)
8.5 Combined axial loading and moment
331(1)
8.6 Effect of creep at the ULS
332(1)
8.7 References
333(1)
8.8 Examples
333(24)
9 Design of Stability Bracing, Floor and Wall Diaphragms
357(26)
9.1 Introduction
357(1)
9.2 Design considerations
358(1)
9.3 Lateral bracing
358(10)
9.3.1 General
358(2)
9.3.2 Bracing of single members (subjected to direct compression) by local support
360(3)
9.3.3 Bracing of single members (subjected to bending) by local support
363(1)
9.3.4 Bracing for beam, truss or column systems
364(4)
9.4 Floor and roof diaphragms
368(2)
9.4.1 Limitations on the applicability of the method
368(1)
9.4.2 Simplified design procedure
368(2)
9.5 The in-plane racking resistance of timber walls under horizontal and vertical loading
370(2)
9.6 References
372(1)
9.7 Examples
373(10)
10 Design of Metal Dowel-type Connections
383(90)
10.1 Introduction
383(4)
10.1.1 Metal dowel-type fasteners
383(4)
10.2 Design considerations
387(2)
10.3 Failure theory and strength equations for laterally loaded connections formed using metal dowel fasteners
389(23)
10.3.1 Dowel diameter
395(2)
10.3.2 Characteristic fastener yield moment (My,Rk)
397(1)
10.3.3 Characteristic embedment strength (fhk)
398(4)
10.3.4 Member thickness, t1 and t2
402(1)
10.3.5 Friction effects and axial withdrawal of the fastener
403(3)
10.3.6 Brittle failure
406(6)
10.4 Multiple dowel fasteners loaded laterally
412(4)
10.4.1 The effective number of fasteners
413(3)
10.4.2 Alternating forces in connections
416(1)
10.5 Design strength of a laterally loaded metal dowel connection
416(2)
10.5.1 Loaded parallel to the grain
416(1)
10.5.2 Loaded perpendicular to the grain
417(1)
10.6 Examples of the design of connections using metal dowel-type fasteners
418(1)
10.7 Multiple shear plane connections
418(2)
10.8 Axial loading of metal dowel connection systems
420(7)
10.8.1 Axially loaded nails
420(3)
10.8.2 Axially loaded bolts
423(1)
10.8.3 Axially loaded dowels
423(1)
10.8.4 Axially loaded screws
423(4)
10.9 Combined laterally and axially loaded metal dowel connections
427(1)
10.10 Lateral stiffness of metal dowel connections at the SLS and ULS
428(7)
10.11 Frame analysis incorporating the effect of lateral movement in metal dowel fastener connections
435(1)
10.12 References
436(1)
10.13 Examples
437(36)
11 Design of Joints with Connectors
473(31)
11.1 Introduction
473(1)
11.2 Design considerations
473(1)
11.3 Toothed-plate connectors
474(6)
11.3.1 Strength behaviour
474(6)
11.4 Ring and shear-plate connectors
480(7)
11.4.1 Strength behaviour
480(7)
11.5 Multiple shear plane connections
487(1)
11.6 Brittle failure due to connection forces at an angle to the grain
487(1)
11.7 Alternating forces in connections
487(1)
11.8 Design strength of a laterally loaded connection
488(1)
11.8.1 Loaded parallel to the grain
488(1)
11.8.2 Loaded perpendicular to the grain
489(1)
11.8.3 Loaded at an angle to the grain
489(1)
11.9 Stiffness behaviour of toothed-plate, ring and shear-plate connectors
489(2)
11.10 Frame analysis incorporating the effect of lateral movement in connections formed using toothed-plate, split-ring or shear-plate connectors
491(1)
11.11 References
491(1)
11.12 Examples
491(13)
12 Moment Capacity of Connections Formed with Metal Dowel Fasteners or Connectors
504(51)
12.1 Introduction
504(1)
12.2 Design considerations
505(1)
12.3 The effective number of fasteners in a row in a moment connection
505(1)
12.4 Brittle failure
506(1)
12.5 Moment behaviour in timber connections: Rigid model behaviour
507(12)
12.5.1 Assumptions in the connection design procedure
507(2)
12.5.2 Connection design procedure
509(3)
12.5.3 Shear strength and force component checks on connections subjected to a moment and lateral forces
512(7)
12.6 The analysis of structures with semi-rigid connections
519(7)
12.6.1 The stiffness of semi-rigid moment connections
520(2)
12.6.2 The analysis of beams with semi-rigid end connections
522(4)
12.7 References
526(1)
12.8 Examples
526(29)
13 Racking Design of Multi-storey Platform Framed Wall Construction
555(55)
13.1 Introduction
555(1)
13.2 Conceptual design
555(3)
13.3 Design requirements of racking walls
558(1)
13.4 Loading
558(2)
13.5 Basis of Method A
560(13)
13.5.1 General requirements
560(2)
13.5.2 Theoretical basis of the method
562(2)
13.5.3 The EC5 procedure
564(9)
13.6 Basis of the racking method in PD6693-1
573(13)
13.6.1 General requirements
573(2)
13.6.2 Theoretical basis of the method
575(4)
13.6.3 The PD6693-1 procedure
579(7)
13.7 References
586(1)
13.8 Examples
587(23)
Appendix A Weights of Building Materials 610(2)
Appendix B Related British Standards for Timber Engineering in Buildings 612(2)
Appendix C Possible Revisions to be Addressed in a Corrigendum to EN 1995-1-1:2004 + A1:2008 614(4)
Index 618(6)
The Example Worksheets Order Form 624
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 UKs 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.
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