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PD 6693-1:2025 Recommendations for the design of timber structures to Eurocode 5: Design of timber structures - General. Common rules and rules for buildings, 2025
- Foreword
- 1 Scope
- 2 Normative references
- 3 Terms, definitions and abbreviated terms [Go to Page]
- 3.1 Terms and definitions
- 3.2 Abbreviated terms
- 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+A2:2014, 3.2] [Go to Page]
- 7.1 Assignment of temperate hardwoods
- Table 1 — Assignment of temperate hardwoods to BS EN 338 strength classes
- 7.2 Assignment of large cross-section British-grown Douglas fir
- 7.3 Characteristic properties of strength class TR26
- Table 2 — Characteristic properties of strength class TR26
- 8 Factor for compression perpendicular to grain [BS EN 1995‑1‑1:2004+A2:2014, 6.1.5]
- 9 Effective lengths of compression members [BS EN 1995‑1‑1:2004+A2:2014, 6.3.2] [Go to Page]
- Table 3 — Effective lengths of compression members
- Table 4 — 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 [Go to Page]
- 11.1 Design of beams with circular holes
- 11.2 Design of beams with rectangular holes
- 12 Characteristic properties of fasteners
- 13 Yield moment of annular ring-shanked nails [BS EN 1995‑1‑1:2004+A2:2014, 8.3.1.1(4)]
- 14 Diameters for evaluating lateral load-carrying capacities of screws [BS EN 1995‑1‑1:2004+A2:2014, 8.7.1]
- 15 Axially loaded screws [BS EN 1995‑1‑1:2004+A2:2014, 8.7.2]
- 16 Connections made with punched metal plate fasteners [BS EN 1995‑1‑1:2004+A2:2014, 8.8.1]
- 17 Misalignment tolerances in punched metal plate fastener joints [BS EN 1995‑1‑1:2004+A2:2014, 8.8.5.1]
- 18 Trusses with punched metal plate fasteners [BS EN 1995‑1‑1:2004+A2:2014, 9.2.2] [Go to Page]
- Table 5 — Maximum lengths of internal members and maximum bay lengths of chords
- Figure 1 — Tension stress condition perpendicular to grain at joints
- Table 6 — Modification factor,, 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+A2:2014, 9.2.4.3] [Go to Page]
- 20.1 Construction of wall diaphragms [Go to Page]
- 20.1.1 Timber frame
- 20.1.2 Wood-based panel sheathing
- 20.2 General arrangements of wall diaphragms
- Figure 2 — Division of racking wall into wall diaphragms
- 20.3 Distribution of horizontal wind loads between wall diaphragms
- 20.4 Design requirements for wall diaphragms under wind load
- 20.5 Calculation of design racking strength [Go to Page]
- 20.5.1 Design racking strength of racking walls
- 20.5.2 Design racking strength of wall diaphragms
- Figure 3 — Forces transmitted into underlying construction by bottom rail of wall diaphragm
- Table 7 — Values of sheathing combination factor,
- 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 8 — 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+A2:2014, 9.2.5.3]
- 24 Lateral load-carrying capacity of glued lap joints [BS EN 1995‑1‑1:2004+A2:2014, 10.3]
- Annex A (informative)Exchange of information between building designer and component designer(s) [Go to Page]
- A.1 Exchange of information between building designer and trussed rafter designer
- A.2 Exchange of information between building designer and floor designer
- 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 that may be considered in the design of trussed rafters [Go to Page]
- C.1 General
- C.2 Floor imposed loading for attic truss configuration
- Table C.1 — Relevant actions to the design of trussed rafters without a habitable room
- 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 (informative)Bracing of trussed rafter roofs [Go to Page]
- E.1 General
- E.2 Sarking materials
- Table E.1 — Thickness and fixing of sarking materials
- E.3 Non-standard roof bracing
- 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 — Limiting spans for standard bracing of trussed rafter roofs
- Figure E.4 — Basic wind zones for buildings at site altitudes ≤150 m
- Figure E.5 — Basic wind zones for buildings at site altitudes between 150 m and 300 m
- Table E.2 — Maximum truss spans for Figure E.3
- 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.11 and Figure E.12
- 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.13 and Figure E.14
- 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.6 — Standard bracing for rafter and web members of duo-pitch trussed rafters
- Figure E.7 — Standard bracing for rafter and web members of mono-pitch trussed rafters
- Figure E.8 — Bracing of detached buildings
- Figure E.9 — Standard bracing for rafter members (Class 1) Detail C1 – Eaves detail
- Figure E.10 — Standard bracing for rafter members (Class 1) Detail D1 – lap connection and detail E1 – crossing connection
- Figure E.11 — Standard bracing for rafter members (Class 2) Detail C2 – Eaves detail
- Figure E.12 — Standard bracing for rafter members (Class 2) Detail D2 – splice connection
- Figure E.13 — Standard bracing for rafter members (Class 3) Detail C3 – Eaves detail
- Figure E.14 — Standard bracing for rafter members (Class 3) Detail D3 – splice connection and detail E3 – 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 tanksA)
- Bibliography [Go to Page]
