This Published Document gives non-contradictory complementary information for use with BS EN 1995\u20111\u20111 and NA to BS EN 1995\u20111\u20111.<\/p>\n
| PDF Pages<\/th>\n | PDF Title<\/th>\n<\/tr>\n | ||||||
|---|---|---|---|---|---|---|---|
| 5<\/td>\n | Foreword <\/td>\n<\/tr>\n | ||||||
| 7<\/td>\n | 0 Introduction 1 Scope 2 Normative references 3 Terms and definitions <\/td>\n<\/tr>\n | ||||||
| 8<\/td>\n | 4 Design responsibilities 5 Effective anchorages of timber floors to walls for buildings of Consequence Class 2a <\/td>\n<\/tr>\n | ||||||
| 9<\/td>\n | 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\u20111\u20111:2004+A1:2008, 3.21] Table 1 \u2014 Assignment of temperate hardwoods to BS EN 338 strength classes 8 Factor kc,90 for compression perpendicular to grain [BS EN 1995\u20111\u20111:2004+A1:2008, 6.1.5] <\/td>\n<\/tr>\n | ||||||
| 10<\/td>\n | 9 Effective lengths of compression members [BS EN 1995-1-1:2004+A1:2008, 6.3.2] Table 2 \u2014 Effective lengths of compression members Table 3 \u2014 Effective lengths of compression members in trussed rafters <\/td>\n<\/tr>\n | ||||||
| 11<\/td>\n | 10 Limits on notches and circular holes in joists and studs for which no calculations are required <\/td>\n<\/tr>\n | ||||||
| 12<\/td>\n | 11 Design of beams with holes <\/td>\n<\/tr>\n | ||||||
| 14<\/td>\n | 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\u20111\u20111:2004+A1:2008, 8.7.1] 15 Axially loaded screws [BS EN 1995-1-1:2004+A1:2008, 8.7.2] <\/td>\n<\/tr>\n | ||||||
| 15<\/td>\n | 16 Connections made with punched metal plate fasteners [BS EN 1995\u20111\u20111:2004+A1:2008, 8.1.1] 17 Misalignment tolerances in punched metal plate fastener joints [BS EN 1995\u20111\u20111:2004+A1:2008, 8.8.5.1] 18 Trusses with punched metal plate fasteners [BS EN 1995\u20111\u20111:2004+A1:2008, 9.2.2] <\/td>\n<\/tr>\n | ||||||
| 16<\/td>\n | Table 4 \u2014 Maximum lengths of chord and internal members <\/td>\n<\/tr>\n | ||||||
| 17<\/td>\n | Figure 1 \u2014 Tension stress condition perpendicular to grain at joints Table 5 \u2014 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] <\/td>\n<\/tr>\n | ||||||
| 19<\/td>\n | Figure 2 \u2014 Division of racking wall into wall diaphragms <\/td>\n<\/tr>\n | ||||||
| 22<\/td>\n | Figure 3 \u2014 Forces transmitted into underlying construction by bottom rail of wall diaphragm <\/td>\n<\/tr>\n | ||||||
| 23<\/td>\n | Table 6 \u2014 Values of sheathing combination factor, Kcomb <\/td>\n<\/tr>\n | ||||||
| 24<\/td>\n | Figure 4 \u2014 Calculation of design stabilizing and destabilizing moments <\/td>\n<\/tr>\n | ||||||
| 26<\/td>\n | Figure 5 \u2014 Division of wall diaphragms into wall panels <\/td>\n<\/tr>\n | ||||||
| 27<\/td>\n | 21 Contribution of plasterboard to racking resistance 22 Evaluation of design racking resistance of plasterboard-clad timber frame walls <\/td>\n<\/tr>\n | ||||||
| 28<\/td>\n | Table 7 \u2014 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] <\/td>\n<\/tr>\n | ||||||
| 30<\/td>\n | Annex A (normative)\u2002 Exchange of information between building designer and component designer(s) <\/td>\n<\/tr>\n | ||||||
| 32<\/td>\n | Annex B (informative)\u2002 Effective anchorage of floors to timber frame wall buildings of Consequence Class 2a <\/td>\n<\/tr>\n | ||||||
| 33<\/td>\n | Figure B.1 \u2014 Details of effective anchorage of floors to timber frame walls in buildings of Consequence Class 2a Annex C (informative)\u2002 Actions and combinations of actions that may be considered in the design of trussed rafters <\/td>\n<\/tr>\n | ||||||
| 34<\/td>\n | Table C.1 \u2014 Summary of actions for duo-pitch and mono-pitch trussed rafters <\/td>\n<\/tr>\n | ||||||
| 35<\/td>\n | Table C.2 \u2014 Summary of action combinations for duo-pitch and mono-pitch trussed rafters <\/td>\n<\/tr>\n | ||||||
| 37<\/td>\n | Annex D (informative)\u2002 Masonry shielding to timber frame wall diaphragms <\/td>\n<\/tr>\n | ||||||
| 38<\/td>\n | Figure D.1 \u2014 Area of brickwork providing wind shield to timber frame structure Annex E (normative)\u2002 Bracing of trussed rafter roofs <\/td>\n<\/tr>\n | ||||||
| 39<\/td>\n | Table E.1 \u2014 Thickness and fixing of sarking materials <\/td>\n<\/tr>\n | ||||||
| 40<\/td>\n | Figure E.1 \u2014 Procedure for the design of roof bracing at rafter level <\/td>\n<\/tr>\n | ||||||
| 41<\/td>\n | Figure E.2 \u2014 Procedure for the design of roof bracing at ceiling level <\/td>\n<\/tr>\n | ||||||
| 42<\/td>\n | Figure E.3 \u2014 Standard bracing for rafter and web members of duopitch trussed rafters <\/td>\n<\/tr>\n | ||||||
| 44<\/td>\n | Figure E.4 \u2014 Standard bracing for rafter and web members of mono-pitch trussed rafters <\/td>\n<\/tr>\n | ||||||
| 47<\/td>\n | Figure E.5 \u2014 Limiting spans for standard bracing of trussed rafter roofs A) <\/td>\n<\/tr>\n | ||||||
| 48<\/td>\n | Table E.2 \u2014 Maximum truss spans for Figure E.5 <\/td>\n<\/tr>\n | ||||||
| 50<\/td>\n | Figure E.6 \u2014 Basic wind zones for buildings at site altitudes \u2264150 m <\/td>\n<\/tr>\n | ||||||
| 51<\/td>\n | Figure E.7 \u2014 Basic wind zones for buildings at site altitudes between 150 m and 300 m <\/td>\n<\/tr>\n | ||||||
| 52<\/td>\n | Table E.3 \u2014 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 \u2014 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 <\/td>\n<\/tr>\n | ||||||
| 53<\/td>\n | Table E.5 \u2014 Maximum design horizontal wind force (kN\/m) at bottom chord level on 12.5 mm thick plasterboard ceiling diaphragms Table E.6 \u2014 Maximum design horizontal wind force (kN\/m) at bottom chord level on 15 mm thick plasterboard ceiling diaphragms <\/td>\n<\/tr>\n | ||||||
| 54<\/td>\n | Figure E.8 \u2014 Standard bracing for rafter members: detail C1 and D1 <\/td>\n<\/tr>\n | ||||||
| 55<\/td>\n | Figure E.9 \u2014 Standard bracing for rafter members: detail C2 and D2 <\/td>\n<\/tr>\n | ||||||
| 57<\/td>\n | Figure E.10 \u2014 Standard bracing for rafter members: detail C3 <\/td>\n<\/tr>\n | ||||||
| 58<\/td>\n | Figure E.11 \u2014 Standard bracing for rafter members: detail D3 splice connection and D4 crossing connection <\/td>\n<\/tr>\n | ||||||
| 59<\/td>\n | Annex F (informative)\u2002 Optional recommendations for the support of water tanks in trussed rafter roofs <\/td>\n<\/tr>\n | ||||||
| 60<\/td>\n | Figure F.1 \u2014 Support for water tanks <\/td>\n<\/tr>\n | ||||||
| 61<\/td>\n | Table F.1 \u2014 Sizes for support members for water tanks A) <\/td>\n<\/tr>\n | ||||||
| 62<\/td>\n | Bibliography <\/td>\n<\/tr>\n<\/table>\n","protected":false},"excerpt":{"rendered":" Recommendations for the design of timber structures to Eurocode 5: Design of timber structures – General. Common rules and rules for building<\/b><\/p>\n |