Preface |
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xi | |
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Timber as a Structural Material |
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1 | (49) |
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1 | (1) |
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2 | (1) |
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3 | (1) |
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3 | (1) |
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3 | (1) |
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Natural characteristics of timber |
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4 | (7) |
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4 | (1) |
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5 | (1) |
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5 | (1) |
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6 | (1) |
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Density and annual ring widths |
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6 | (1) |
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7 | (4) |
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11 | (1) |
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11 | (1) |
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11 | (1) |
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11 | (1) |
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Strength grading of timber |
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11 | (5) |
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12 | (1) |
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12 | (1) |
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13 | (3) |
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16 | (1) |
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Engineered wood products (EWPs) |
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16 | (25) |
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Glued-laminated timber (glulam) |
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18 | (2) |
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20 | (2) |
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Laminated veneer lumber (LVL) |
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22 | (1) |
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Laminated Strand Lumber (LSL), TimberStrand® |
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22 | (3) |
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Parallel Strand Lumber (PSL), Parallam® |
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25 | (1) |
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Oriented Strand Board (OSB) |
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25 | (10) |
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Particleboards and fibre composites |
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35 | (2) |
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Thin webbed joists (I-joists) |
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37 | (2) |
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Thin webbed beams (Box beams) |
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39 | (1) |
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Structural insulated panels (SIPs) |
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40 | (1) |
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Suspended timber flooring |
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41 | (2) |
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Adhesive bonding of timber |
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43 | (2) |
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Preservative treatment for timber |
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45 | (1) |
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Fire safety and resistance |
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46 | (2) |
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48 | (2) |
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Introduction to Relevant Eurocodes |
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50 | (44) |
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Eurocodes: General structure |
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50 | (2) |
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Eurocode 0: Basis of structural design (EC0) |
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52 | (24) |
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Terms and definitions (EC0, 5) |
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52 | (1) |
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Basic requirements (EC0, 1) |
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53 | (1) |
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Reliability management (EC0, 2) |
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53 | (1) |
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Design working life (EC0, 3) |
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54 | (1) |
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54 | (1) |
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Quality management (EC0, 5) |
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55 | (1) |
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Principles of limit state design: General (EC0, 1) |
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55 | (1) |
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Design situations (EC0, 2) |
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56 | (1) |
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Ultimate limit states (EC0, 3) |
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56 | (1) |
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Serviceability limit states (EC0, 4) |
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56 | (1) |
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Limit states design (EC0, 5) |
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57 | (1) |
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Classification of actions (EC0, 1) |
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58 | (1) |
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Characteristic values of actions (EC0, 2) |
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58 | (1) |
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Other representative values of variable actions (EC0, 3) |
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59 | (1) |
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Material and product properties (EC0, 2) |
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60 | (1) |
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Structural analysis (EC0, 1) |
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60 | (2) |
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Verification by the partial factor method: General (EC0, 1) |
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62 | (1) |
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Design values of actions (EC0, 1) |
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63 | (1) |
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Design values of the effects of actions (EC0, 2) |
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63 | (1) |
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Design values of material or product properties (EC0, 3) |
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64 | (4) |
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Factors applied to a design strength at the ULS |
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68 | (1) |
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Design values of geometrical data (EC0, 4) |
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68 | (2) |
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Design resistance (EC0, 5) |
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70 | (1) |
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Ultimate limit states (EC0, 1--5) |
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70 | (4) |
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Serviceability limit states: General (EC0, 5) |
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74 | (2) |
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Eurocode 5: design of timber structures -- Part 1-1: General -- Common rules and rules for buildings (EC5) |
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76 | (11) |
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76 | |
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Serviceability limit states (EC5, 3) |
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11 | (68) |
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Load duration and moisture influences on strength (EC5, 1) |
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79 | (1) |
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Load duration and moisture influences on deformations (EC5, 2) |
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80 | (2) |
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Stress-strain relations (EC5, 2) |
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82 | (1) |
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Size and stress distribution effects (EC5, 3, 4 and 3) |
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83 | (2) |
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85 | (2) |
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87 | (5) |
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92 | (2) |
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Using Mathcad® for Design Calculations |
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94 | (7) |
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94 | (1) |
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94 | (1) |
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95 | (5) |
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95 | (1) |
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Definitions and variables |
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95 | (1) |
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96 | (1) |
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96 | (2) |
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Commonly used Mathcad functions |
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98 | (2) |
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100 | (1) |
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100 | (1) |
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Design of Members Subjected to Flexure |
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101 | (47) |
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101 | (1) |
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101 | (2) |
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Design value of the effect of actions |
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103 | (1) |
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103 | (1) |
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Design for Ultimate Limit States (ULS) |
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104 | (21) |
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104 | (11) |
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115 | (4) |
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Bearing (Compression perpendicular to the grain) |
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119 | (4) |
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123 | (2) |
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Combined shear and torsion |
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125 | (1) |
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Design for Serviceability Limit States (SLS) |
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125 | (8) |
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125 | (4) |
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129 | (4) |
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133 | (1) |
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133 | (15) |
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Design of Members and Walls Subjected to Axial or Combined Axial and Flexural Actions |
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148 | (57) |
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148 | (1) |
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148 | (2) |
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Design of members subjected to axial actions |
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150 | (13) |
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Members subjected to axial compression |
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150 | (7) |
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Members subjected to compression at an angle to the grain |
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157 | (5) |
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Members subjected to axial tension |
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162 | (1) |
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Members subjected to combined bending and axial loading |
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163 | (6) |
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Where lateral torsional instability due to bending about the major axis will not occur |
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163 | (4) |
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Lateral torsional instability under the effect of bending about the major axis |
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167 | (1) |
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Members subjected to combined bending and axial tension |
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168 | (1) |
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169 | (7) |
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Design of load-bearing walls |
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169 | (5) |
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Out of plane deflection of load-bearing stud walls (and columns) |
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174 | (2) |
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176 | (1) |
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177 | (28) |
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Design of Glued Laminated Members |
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205 | (43) |
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205 | (1) |
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205 | (2) |
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207 | (4) |
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Horizontal and vertical glued-laminated timber |
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207 | (1) |
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207 | (4) |
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Design of glued-laminated members with tapered, curved or pitched curved profiles (also applicable to LVL members) |
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211 | (11) |
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Design of single tapered beams |
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212 | (4) |
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Design of double tapered beams, curved and pitched cambered beams |
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216 | (6) |
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Design of double tapered beams, curved and pitched cambered beams subjected to combined shear and tension perpendicular to the grain |
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222 | (1) |
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222 | (4) |
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Annex 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. |
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222 | (3) |
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Annex 2 Graphical representation of factors kl and kp used in the derivation of the bending and radial stresses in the apex zone of double tapered curved and pitched cambered beams. |
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225 | (1) |
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226 | (1) |
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227 | (21) |
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Design of Composite Timber and Wood-Based Sections |
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248 | (44) |
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248 | (1) |
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249 | (1) |
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Design of glued composite sections |
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249 | (19) |
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249 | (11) |
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Glued thin flanged beams (Stressed skin panels) |
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260 | (8) |
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268 | (1) |
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268 | (24) |
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Design of Built-Up Columns |
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292 | (46) |
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292 | (1) |
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292 | (1) |
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293 | (1) |
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Bending stiffness of built-up columns |
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294 | (17) |
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The effective bending stiffness of built-up sections about the strong (y--y) axis |
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295 | (2) |
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The effective bending stiffness of built-up sections about the z--z axis |
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297 | (2) |
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299 | (4) |
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Built-up sections -- spaced columns |
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303 | (5) |
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Built-up sections -- latticed columns |
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308 | (3) |
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Combined axial loading and moment |
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311 | (1) |
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Effect of creep at the ULS |
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312 | (1) |
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313 | (1) |
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313 | (25) |
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Design of Stability Bracing, Floor and Wall Diaphragms |
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338 | (34) |
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338 | (1) |
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338 | (1) |
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339 | (9) |
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339 | (2) |
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Bracing of single members (subjected to direct compression) by local support |
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341 | (3) |
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Bracing of single members (subjected to bending) by local support |
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344 | (1) |
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Bracing for beam, truss or column systems |
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345 | (3) |
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Floor and roof diaphragms |
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348 | (3) |
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Limitations on the applicability of the method |
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348 | (1) |
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Simplified design procedure |
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349 | (2) |
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The in-plane racking resistance of timber walls under horizontal and vertical loading |
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351 | (6) |
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The in-plane racking resistance of timber walls using Method B in EC5 |
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352 | (5) |
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357 | (1) |
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358 | (14) |
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Design of Metal Dowel Type Connections |
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372 | (80) |
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372 | (3) |
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Metal dowel type fasteners |
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372 | (3) |
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375 | (1) |
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Failure theory and strength equations for laterally loaded connections formed using metal dowel fasteners |
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375 | (21) |
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382 | (1) |
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Characteristic fastener yield moment (My, Rk) |
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382 | (1) |
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Characteristic Embedment strength (fh) |
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383 | (3) |
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Member thickness, t1 and t2 |
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386 | (2) |
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Friction effects and axial withdrawal of the fastener |
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388 | (2) |
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390 | (6) |
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Multiple dowel fasteners loaded laterally |
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396 | (4) |
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The effective number of fasteners |
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396 | (3) |
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Alternating forces in connections |
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399 | (1) |
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Design Strength of a laterally loaded metal dowel connection |
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400 | (1) |
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Loaded parallel to the grain |
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400 | (1) |
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Loaded perpendicular to the grain |
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400 | (1) |
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Examples of the design of connections using metal dowel type fasteners |
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401 | (1) |
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Multiple shear plane connections |
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401 | (2) |
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Axial loading of metal dowel connection systems |
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403 | (5) |
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403 | (3) |
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406 | (1) |
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406 | (1) |
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406 | (2) |
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Combined laterally and axially loaded metal dowel connections |
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408 | (1) |
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Lateral stiffness of metal dowel connections at the SLS and ULS |
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409 | (6) |
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Frame analysis incorporating the effect of lateral movement in metal dowel fastener connections |
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415 | (1) |
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416 | (1) |
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417 | (35) |
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Design of Joints with Connectors |
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452 | (31) |
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452 | (1) |
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452 | (1) |
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452 | (7) |
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452 | (7) |
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Ring and shear-plate connectors |
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459 | (6) |
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459 | (6) |
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Multiple shear plane connections |
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465 | (1) |
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Brittle failure due to connection forces at an angle to the grain |
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466 | (1) |
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Alternating forces in connections |
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466 | (1) |
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Design strength of a laterally loaded connection |
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466 | (2) |
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Loaded parallel to the grain |
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466 | (1) |
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Loaded perpendicular to the grain |
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467 | (1) |
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Loaded at an angle to the grain |
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468 | (1) |
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Stiffness behaviour of toothed-plate, ring and shear-plate connectors |
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468 | (1) |
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Frame analysis incorporating the effect of lateral movement in connections formed using toothed-plate, split-ring or shear-plate connectors |
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469 | (1) |
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469 | (1) |
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470 | (13) |
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Moment Capacity of Connections Formed with Metal Dowel Fasteners or Connectors |
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483 | (45) |
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483 | (1) |
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483 | (1) |
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The effective number of fasteners in a row in a moment connection |
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484 | (1) |
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485 | (1) |
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Moment behaviour in timber connections: rigid model behaviour |
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485 | (12) |
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Assumptions in the connection design procedure |
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486 | (2) |
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Connection design procedure |
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488 | (2) |
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Shear strength and force component checks on connections subjected to a moment and lateral forces |
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490 | (7) |
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The analysis of structures with semi-rigid connections |
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497 | (6) |
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The stiffness of semi-rigid moment connections |
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497 | (3) |
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The analysis of beams with semi-rigid end connections |
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500 | (3) |
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503 | (1) |
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504 | (24) |
Appendix A: Weights of Building Materials |
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528 | (2) |
Appendix B: Related British Standards for Timber Engineering in Buildings |
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530 | (2) |
Appendix C: Outline of Draft Amendment A1 to EN 1995-1-1 |
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532 | (4) |
Index |
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536 | (6) |
The Example Worksheets Disks Order Form |
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542 | |