EWPAA Structural Plywood and LVL Design Manual - Engineered ...

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REFERENCES CITED:1. Condensation, CSIRO Building Technology file, 1995.2. Condensation Causes and Control, APA The Engineered Wood Products Association, 1997.3. Modern Air Conditioning Heating and Ventilating Carrier, W.H., Cherne, R.E., Grant, W.A., andRoberts, W.H., Pitman, 1959.4. Guide to the Insulation Regulations for Residential Buildings, BCA Victoria Appendix – Part 6,1992.5. Energy Efficient Design : theory and the real world, Task 3 – Lightweight Construction and theVictorian thermal Insulation Regulations and Vichers, Williamson, T., Coldicut, S., Bennets, H., andRees, J., The University of Adelaide, 1995.6. BCA 2007, Class 2 to Class 9 Buildings, Volume One.7. Insulation Solutions to Enhance the Thermal Resistance of Suspended Timber Floor Systemsin Australia, Williamson, T., and Beauchamp, B., for Forest & Wood Products Research &Development Corporation. Project No. PN05, 1014. Web:www.fwprdc.org.au237
16 Resistance to Fire, Decay and Bugs16.1 Fire & WoodThree components are required for a fire, i.e. fuel, heat and oxygen. This knowledge is essential whenconsidering containment which requires eliminating one of these three components from the other two. Thatis, to extinguish the fire requires removing:• heat by wetting;• fuel by eliminating the source;• oxygen by smothering the fire.Wood is composed of a mixture of cellulose, hemicellulose, and lignin bound together in a complex network.Heating wood above 280°C causes decomposition or pyrolysis converting it to gases, tar and charcoal. Attemperatures above 280°C the gases will flame vigorously but the charcoal requires temperatures of about500°C for its consumption. A build-up of char tends to protect the unburnt wood from rapid pyrolysis. Theunburnt timber, being a good insulator, results in the timber close to the char edge being unaffected by thefire. FIGURE 16.1 shows a schematic representation of burning wood.FIGURE 16.1: Zones of burning wood16.2 Fire Hazard Properties – Test MethodsThe most dangerous period with regards to human safety is usually at the initial stages of the fire prior toflashover. Hence the need for provisions in the BCA which limit the spread of fire and the development ofsmoke until the building occupants have time to evacuate. Tests have been developed which simulate afire in a building or are done on test specimen to facilitate the generation of relevant design data.AS 1530 Part 3Early fire hazard tests to AS 1530 Part 3 (which has now been superseded by ISO 9239.1, ISO 9705 andAS/NZS 3837 see FIGURE 16.2) were performed to assess the surface burning characteristics ofmaterials. The data generated through these tests is still valid for sarking type materials, i.e. reflectivefoil or other flexible membranes for waterproofing, vapour proofing or thermal reflectance in Class (2) to (9)buildings. However, it does not apply to:• floor materials and floor coverings;• wall and ceiling linings fire hazard properties.The test sample parameters quantified in the AS 1530 Part 3 test are:• tendency to ignite through assigning an ignitability index;• tendency to propagate flame through assigning a spread of flame index;• ability to release heat once ignited through assigning a heat evolved index;• tendency to produce smoke while burning through assigning a smoke developed index238
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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
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A9 CHAPTER 9 APPENDIXPlate 1Plate 2
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Plate 7Plate 8Plate 9119
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REFERENCES CITED:1. Timber Shearwal
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“nailability” by increasing res
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(a) (b) (c)FIGURE 10.3: Actual and
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Re-arranging the torsion equation r
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The polar moment of area (I p ) of
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Design Example - Plywood Gusseted P
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• assuming width of lines paralle
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hence:where:ΦMj⎡ Ip⎤= (0.8 x1.
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A10 Chapter 10 AppendixPhotographs
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MOMENT JOINTSPlate 7Plate 8Plate 9(
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REFERENCES CITED:1. Investigation o
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11.2 MaterialsPlywoodPlywood used i
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FIGURE 11.3: Effective widths of pl
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Transformed SectionSince the plywoo
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FIGURE 11.5: Bending stresses in st
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FIGURE 11.6: Stressed skin panel tr
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Flexural Deflection Long Term Servi
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Compression SpliceUsing 17mm F11 st
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REFERENCES CITED:1. Design & Fabric
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12 Exotic Structural Forms12.1 Intr
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displacement between diaphragms eac
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The section modulus (Z) is:ZZ=Iy1=1
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FIGURE 12.9: A parabolic arch (not
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F AFFFASS= (374.4 + 166.4)kN= 540.8
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12.11 Hypar Design - GeometryTo dev
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FIGURE 12.16: Reactive force compon
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12.14 Methodology - Principal Membr
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Many braced dome geometries exist b
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θasphere= is the angle subtended b
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AndNNNxyxyP=L21P=L12P=L33L2P3⎤+
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• whether or not to force the ply
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A12Chapter 12 AppendixEXAMPLES OF E
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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
Page 204 and 205: 13.5 Design of Type 1 Nailed Connec
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
Page 226 and 227: REFERENCES CITED:1. AS 1720.1-1997,
Page 228 and 229: Plate 3Plate 4219
Page 230 and 231: Plate 7Plate 8221
Page 232 and 233: 14 Noise Control14.1 IntroductionTh
Page 234 and 235: The absorption process of a single
Page 236 and 237: When it is required to add more tha
Page 238 and 239: FIGURE 14.5: Types of cavity wallsT
Page 240 and 241: 15 Condensation & Thermal Transmiss
Page 242 and 243: 15.4 Thermal TransmissionThermal tr
Page 244 and 245: 15.5 Thermal Transmission - Design
Page 248 and 249: The early fire hazard test indices
Page 250 and 251: ISO 9705 AND AS/NZS 3837These tests
Page 252 and 253: General InformationDesign of struct
Page 254 and 255: SpeciesAsh, Alpine - Eucalyptus del
Page 256 and 257: Results of recent tests organised b
Page 258 and 259: FlooringConstructionLVL(Substrates
Page 260 and 261: as expressed in the BCA.Species Ave
Page 262 and 263: ClosurePlywood Thickness for:Dougla
Page 264 and 265: Borers are rarely a problem with st
Page 266 and 267: HazardClassH1Exposure Specific serv
Page 268 and 269: 17.3 Durability and Finishing Appli
Page 270: EWPAA MembersPlywood and Laminated
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EWPAA Structural Plywood and LVL Design Manual - Engineered ...

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