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PD 6693-1:2019 Recommendations for the design of timber structures to Eurocode 5: Design of timber structures - General. Common rules and rules for building, 2019
- Foreword
- 0 Introduction
- 1 Scope
- 2 Normative references
- 3 Terms and definitions
- 4 Design responsibilities
- 5 Effective anchorages of timber floors to walls for buildings of Consequence Class 2a
- 6 Horizontal tie forces for Consequence Class 2b timber buildings of load-bearing wall construction
- 7 Assignment of timbers to BS EN 338 strength classes [BS EN 1995‑1‑1:2004+A1:2008, 3.21] [Go to Page]
- Table 1 — Assignment of temperate hardwoods to BS EN 338 strength classes
- 8 Factor kc,90 for compression perpendicular to grain [BS EN 1995‑1‑1:2004+A1:2008, 6.1.5]
- 9 Effective lengths of compression members [BS EN 1995-1-1:2004+A1:2008, 6.3.2] [Go to Page]
- Table 2 — Effective lengths of compression members
- Table 3 — Effective lengths of compression members in trussed rafters
- 10 Limits on notches and circular holes in joists and studs for which no calculations are required
- 11 Design of beams with holes
- 12 Characteristic properties of fasteners
- 13 Yield moment of annular ring-shanked nails [BS EN 1995-1-1:2001, 8.3.1.1(4)]
- 14 Diameters for evaluating lateral load-carrying capacities of screws [BS EN 1995‑1‑1:2004+A1:2008, 8.7.1]
- 15 Axially loaded screws [BS EN 1995-1-1:2004+A1:2008, 8.7.2]
- 16 Connections made with punched metal plate fasteners [BS EN 1995‑1‑1:2004+A1:2008, 8.1.1]
- 17 Misalignment tolerances in punched metal plate fastener joints [BS EN 1995‑1‑1:2004+A1:2008, 8.8.5.1]
- 18 Trusses with punched metal plate fasteners [BS EN 1995‑1‑1:2004+A1:2008, 9.2.2] [Go to Page]
- Table 4 — Maximum lengths of chord and internal members
- Figure 1 — Tension stress condition perpendicular to grain at joints
- Table 5 — Modification factor, Ke, to account for loading eccentricities in girder trusses
- 19 Masonry shielding to wall diaphragms
- 20 Simplified analysis of wall diaphragms [BS EN 1995-1-1:2004+A1:2008, 9.2.4.3] [Go to Page]
- Figure 2 — Division of racking wall into wall diaphragms
- Figure 3 — Forces transmitted into underlying construction by bottom rail of wall diaphragm
- Table 6 — Values of sheathing combination factor, Kcomb
- Figure 4 — Calculation of design stabilizing and destabilizing moments
- Figure 5 — Division of wall diaphragms into wall panels
- 21 Contribution of plasterboard to racking resistance
- 22 Evaluation of design racking resistance of plasterboard-clad timber frame walls [Go to Page]
- Table 7 — Total design shear capacities per unit length of the perimeter fasteners for various specifications of plasterboard
- 23 Bracing to trussed rafter roofs [BS EN 1995-1-1:2004+A1:2008, 9.2.5.3]
- 24 Lateral load-carrying capacity of glued lap joints [BS EN 1995-1-1:2004+A1:2008, 10.3]
- Annex A (normative) Exchange of information between building designer and component designer(s)
- Annex B (informative) Effective anchorage of floors to timber frame wall buildings of Consequence Class 2a [Go to Page]
- Figure B.1 — Details of effective anchorage of floors to timber frame walls in buildings of Consequence Class 2a
- Annex C (informative) Actions and combinations of actions that may be considered in the design of trussed rafters [Go to Page]
- Table C.1 — Summary of actions for duo-pitch and mono-pitch trussed rafters
- Table C.2 — Summary of action combinations for duo-pitch and mono-pitch trussed rafters
- Annex D (informative) Masonry shielding to timber frame wall diaphragms [Go to Page]
- Figure D.1 — Area of brickwork providing wind shield to timber frame structure
- Annex E (normative) Bracing of trussed rafter roofs [Go to Page]
- Table E.1 — Thickness and fixing of sarking materials
- Figure E.1 — Procedure for the design of roof bracing at rafter level
- Figure E.2 — Procedure for the design of roof bracing at ceiling level
- Figure E.3 — Standard bracing for rafter and web members of duopitch trussed rafters
- Figure E.4 — Standard bracing for rafter and web members of mono-pitch trussed rafters
- Figure E.5 — Limiting spans for standard bracing of trussed rafter roofs A)
- Table E.2 — Maximum truss spans for Figure E.5
- Figure E.6 — Basic wind zones for buildings at site altitudes ≤150 m
- Figure E.7 — Basic wind zones for buildings at site altitudes between 150 m and 300 m
- Table E.3 — Maximum design cumulative surface wind pressures (kN/m2) on windward and leeward gable walls for roofs constructed using the details of Figure E.10
- Table E.4 — Maximum design cumulative surface wind pressures (kN/m2) on windward and leeward gable walls for roofs constructed using the details of Figure E.11 and E.12
- Table E.5 — Maximum design horizontal wind force (kN/m) at bottom chord level on 12.5 mm thick plasterboard ceiling diaphragms
- Table E.6 — Maximum design horizontal wind force (kN/m) at bottom chord level on 15 mm thick plasterboard ceiling diaphragms
- Figure E.8 — Standard bracing for rafter members: detail C1 and D1
- Figure E.9 — Standard bracing for rafter members: detail C2 and D2
- Figure E.10 — Standard bracing for rafter members: detail C3
- Figure E.11 — Standard bracing for rafter members: detail D3 splice connection and D4 crossing connection
- Annex F (informative) Optional recommendations for the support of water tanks in trussed rafter roofs [Go to Page]
- Figure F.1 — Support for water tanks
- Table F.1 — Sizes for support members for water tanks A)
- Bibliography [Go to Page]