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Structural Plywood & LVL Design Man
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Table of Contents1 Plywood & LVL -
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11 Plywood Stressed Skin Panels ...
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Table of FiguresFIGURE 4.1: Plywood
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Part OneProduct Production & Proper
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PeelingAfter conditioning, the logs
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Sanding, Trimming and BrandingAfter
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through to applications where aesth
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2.7 Identification CodeThe plywood
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2.10 Non Structural PlywoodsInterio
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3.5 Veneer QualityVeneer quality us
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the hygroscopic movement of structu
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effective an insulator as the wood
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5 Structural Plywood - Design Princ
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12 - 13 40015 - 19 45020 - 25 52026
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TABLE 5.3: Standard Structural Plyw
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TABLE 5.5: Indicative Stiffness Val
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Strength Limit StateStrength LimitS
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Application of Structural memberAll
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FIGURE 5.5 shows an I-beam defining
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j 2- Duration of Load Factor for Cr
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Using the theory of parallel axes a
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6 Structural LVL - Design Principle
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I (neutral axis(NA)-stiffness= (bd
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Serviceability Limit State:Calculat
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Strength Limit State:Strength Limit
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Equilibrium Moisture Content (EMC)P
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(c) For shear k 11 = 1.0(d) For com
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Chapter 6 AppendixSlenderness Co-Ef
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FIGURE A6.3: Continuous restraint a
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Stability factor.The stability fact
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7.4 Structural Plywood Flooring - D
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5. Critical Load Action EffectsLoad
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5. Serviceability limit state - Des
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7.10 Structural Plywood Residential
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Because of the obvious difficulty a
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1.2 m roof load width)0.25 kPa x 1.
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Concentrated Imposed Load (Q)M max
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5. Serviceability Limit Stateand [A
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8 Structural Plywood Webbed Box Bea
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AdhesivesBeams relying only on an a
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5. Check Beam Stiffness:Check beam
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1. Initial beam trial size:(a)(b)Fr
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Required nail spacing s = øN j / q
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Figure 8.5 shows a discontinuous pl
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A8Chapter 8 AppendixBending / Compr
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where:A= h3.5 3D .1032 N. mJ12.440.
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FIGURE A8.2: Guide for Selecting In
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Table A8.6: Unit-Load Deflection Sp
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9 Structural Plywood Diaphragms & S
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FIGURE 9.3 shows a plywood panel na
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The following are the design steps
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Wind force, w on diaphragm w = 1.86
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Converted to Limit States CapacityC
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4. Chord Size and SplicesThe chords
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Load/Nail (N)Nail Deformation (mm)2
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• The horizontal force is 1.9 x 2
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= 5 kN/m v oR = 15/5 = 3 kN/m107
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ELEVATIONFIGURE 9.12: Shows shear f
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As previously mentioned the shearwa
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Assuming the applied racking load t
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In this instance let the two panels
- Page 126 and 127: A9 CHAPTER 9 APPENDIXPlate 1Plate 2
- Page 128 and 129: Plate 7Plate 8Plate 9119
- Page 130 and 131: REFERENCES CITED:1. Timber Shearwal
- Page 132 and 133: “nailability” by increasing res
- Page 134 and 135: (a) (b) (c)FIGURE 10.3: Actual and
- Page 136 and 137: Re-arranging the torsion equation r
- Page 138 and 139: The polar moment of area (I p ) of
- Page 140 and 141: Design Example - Plywood Gusseted P
- Page 142 and 143: • assuming width of lines paralle
- Page 144 and 145: hence:where:ΦMj⎡ Ip⎤= (0.8 x1.
- Page 146 and 147: A10 Chapter 10 AppendixPhotographs
- Page 148 and 149: MOMENT JOINTSPlate 7Plate 8Plate 9(
- Page 150 and 151: REFERENCES CITED:1. Investigation o
- Page 152 and 153: 11.2 MaterialsPlywoodPlywood used i
- Page 154 and 155: FIGURE 11.3: Effective widths of pl
- Page 156 and 157: Transformed SectionSince the plywoo
- Page 158 and 159: FIGURE 11.5: Bending stresses in st
- Page 160 and 161: FIGURE 11.6: Stressed skin panel tr
- Page 162 and 163: Flexural Deflection Long Term Servi
- Page 164 and 165: Compression SpliceUsing 17mm F11 st
- Page 166 and 167: REFERENCES CITED:1. Design & Fabric
- Page 168 and 169: 12 Exotic Structural Forms12.1 Intr
- Page 170 and 171: displacement between diaphragms eac
- Page 172 and 173: The section modulus (Z) is:ZZ=Iy1=1
- Page 174 and 175: FIGURE 12.9: A parabolic arch (not
- Page 178 and 179: 12.11 Hypar Design - GeometryTo dev
- Page 180 and 181: FIGURE 12.16: Reactive force compon
- Page 182 and 183: 12.14 Methodology - Principal Membr
- Page 184 and 185: Many braced dome geometries exist b
- Page 186 and 187: θasphere= is the angle subtended b
- Page 188 and 189: AndNNNxyxyP=L21P=L12P=L33L2P3⎤+
- Page 190 and 191: • whether or not to force the ply
- Page 192 and 193: A12Chapter 12 AppendixEXAMPLES OF E
- Page 194 and 195: EXOTIC STRUCTURAL FORMS DESIGN AIDS
- Page 196 and 197: Type 1 joints referred to in AS 172
- Page 198 and 199: FIGURE 13.3: Two and Three member T
- Page 200 and 201: SECTION 4 : AS 1720.1-1997 : Clause
- Page 202 and 203: connection load carrying capacity c
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- Page 206 and 207: The following unfactored loads are
- Page 208 and 209: nnaa=nnr42=5= 9 rowsThe assumed val
- Page 210 and 211: 13.11 Design of Type 2 Screwed Conn
- Page 212 and 213: The reasons k 13 and k 14 are not c
- Page 214 and 215: Type of JointSeasoned TimberUnseaso
- Page 216 and 217: 13.16 Design of Type 2 Bolted Conne
- Page 218 and 219: where:Δ = Δi +h33j14xh35Q *Qkpfor
- Page 220 and 221: The exploded view in Figure 13.11 s
- Page 222 and 223: FIGURE 13.12: Edge, end and bolt sp
- Page 224 and 225: 13.21 Design of Type 2 Coach Screwe
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REFERENCES CITED:1. AS 1720.1-1997,
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Plate 3Plate 4219
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Plate 7Plate 8221
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14 Noise Control14.1 IntroductionTh
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The absorption process of a single
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When it is required to add more tha
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FIGURE 14.5: Types of cavity wallsT
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15 Condensation & Thermal Transmiss
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15.4 Thermal TransmissionThermal tr
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15.5 Thermal Transmission - Design
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REFERENCES CITED:1. Condensation, C
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The early fire hazard test indices
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ISO 9705 AND AS/NZS 3837These tests
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General InformationDesign of struct
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SpeciesAsh, Alpine - Eucalyptus del
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Results of recent tests organised b
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FlooringConstructionLVL(Substrates
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as expressed in the BCA.Species Ave
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ClosurePlywood Thickness for:Dougla
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Borers are rarely a problem with st
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HazardClassH1Exposure Specific serv
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17.3 Durability and Finishing Appli
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EWPAA MembersPlywood and Laminated