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

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Sanding, Trimming and BrandingAfter pressing, the plywood panels are cooled and then trimmed to precise dimensions. Plywoodpanels are then sanded if required and inspected for face quality.LVL slabs are ripped into increments of the LVL slab width, allowing for saw cuts. For example, a 1200 mmwide LVL slab may be trimmed to a 1200 mm deep beam/column element or into smaller elements that aredivisors of the maximum slab width. Typically maximum LVL slab widths are approximately 1200 mm.LVL beams ripped from the slab have depths, of for example, 95, 130, 150, 170, 200, 240, 300, 360, 400, 450,600 mm. Structural LVL face veneers are not usually sanded, but can be if required.Prior to packing, the LVL or plywood is individually branded to identify the product type and structuralproperties.After trimming, sanding and branding, plywood panels undergo a final inspection for face quality5
2 Structural Plywood2.1 IntroductionStructural plywood is an engineered wood panel with defined and codified physical and mechanicalproperties. Structural plywood in Australia and New Zealand is manufactured to Australian/New ZealandStandard AS/NZS 2269 Plywood - Structural. This Standard sets out the minimum performancerequirements for the manufacture of structural plywood acceptable to users, specifiers, manufacturersand building authorities in Australia and New Zealand. Plywood manufactured to AS/NZS 2269 issuitable for use in all permanent structures and is the plywood type intended for use in structuralapplications discussed in this manual.Structural plywood branded with the EWPAA / JAS-ANZ mark certifies the product has been manufacturedfit-for-purpose to the structural plywood StandardAS/NZS 2269.Structural plywood manufactured to AS/NZS 2269 isavailable with one bond type and in a range of timberspecies, stress grades, veneer qualities, veneerarrangements (constructions) and thicknesses.2.2 Bond TypeAll structural plywood manufactured to AS/NZS 2269 has a permanent Type A phenolic resin bonding theindividual timber veneers. The Type A bond is produced from phenol or resorcinol formaldehyde and isreadily recognisable by its dark colour. The type A bond is durable and permanent under conditions offull weather exposure, long term stress, and combinations of exposure and stress.Note:Even though the structural plywood phenolic bond is durable, the plywood will only beas durable as the timber species from which it is made. If the plywood is going to beused in weather exposed applications or under other exposure conditions of severehazard, the durability of the timber veneers must be considered and the plywoodpreservative treated if required to meet the hazard requirement.2.3 Timber Species UsedStructural plywood is manufactured from either hardwood or softwood timber veneers or a combinationof both. The dominant timber species used in structural plywood in Australia and New Zealand isplantation pine (radiata, hoop or slash) however other timber species, including eucalypt hardwoods, areavailable.2.4 Stress GradesA stress grade defines a codified suite of strength and stiffness properties. There are eight possiblestress grades for structural plywood listed in AS 1720.1 Timber Structures Code. The stress grades are: F7,F8, F11, F14, F17, F22, F27 and F34. The characteristic strength and stiffness properties for each stressgrade are tabulated in the Timber Structures Code AS1720.1-1997 and reproduced in Table 5.1A, Error!Reference source not found. of this manual. The most commonly available stress grades are F8, F11and F14, higher stress grades F17, F22, F27 and F34 are also available. However availability should bechecked before specifying.2.5 Veneer QualityThere are five veneer qualities permitted for structural plywood in AS/NZS 2269. The standard veneerqualities are A, S, B, C, and D. The five veneer grades allow structural plywood to be specified with faceand back veneer qualities to suit the intended application. These include decorative structural uses6
Page 2 and 3: Structural Plywood & LVL Design Man
Page 4 and 5: Table of Contents1 Plywood & LVL -
Page 6 and 7: 11 Plywood Stressed Skin Panels ...
Page 8 and 9: Table of FiguresFIGURE 4.1: Plywood
Page 10 and 11: Part OneProduct Production & Proper
Page 12 and 13: PeelingAfter conditioning, the logs
Page 16 and 17: through to applications where aesth
Page 18 and 19: 2.7 Identification CodeThe plywood
Page 20 and 21: 2.10 Non Structural PlywoodsInterio
Page 22 and 23: 3.5 Veneer QualityVeneer quality us
Page 24 and 25: the hygroscopic movement of structu
Page 26 and 27: effective an insulator as the wood
Page 28 and 29: 5 Structural Plywood - Design Princ
Page 30 and 31: 12 - 13 40015 - 19 45020 - 25 52026
Page 32 and 33: TABLE 5.3: Standard Structural Plyw
Page 34 and 35: TABLE 5.5: Indicative Stiffness Val
Page 36 and 37: Strength Limit StateStrength LimitS
Page 38 and 39: Application of Structural memberAll
Page 40 and 41: FIGURE 5.5 shows an I-beam defining
Page 42 and 43: j 2- Duration of Load Factor for Cr
Page 44 and 45: Using the theory of parallel axes a
Page 46 and 47: 6 Structural LVL - Design Principle
Page 48 and 49: I (neutral axis(NA)-stiffness= (bd
Page 50 and 51: Serviceability Limit State:Calculat
Page 52 and 53: Strength Limit State:Strength Limit
Page 54 and 55: Equilibrium Moisture Content (EMC)P
Page 56 and 57: (c) For shear k 11 = 1.0(d) For com
Page 58 and 59: Chapter 6 AppendixSlenderness Co-Ef
Page 60 and 61: FIGURE A6.3: Continuous restraint a
Page 62 and 63: 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
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Type 1 joints referred to in AS 172
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FIGURE 13.3: Two and Three member T
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SECTION 4 : AS 1720.1-1997 : Clause
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connection load carrying capacity c
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13.5 Design of Type 1 Nailed Connec
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The following unfactored loads are
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nnaa=nnr42=5= 9 rowsThe assumed val
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13.11 Design of Type 2 Screwed Conn
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The reasons k 13 and k 14 are not c
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Type of JointSeasoned TimberUnseaso
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13.16 Design of Type 2 Bolted Conne
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where:Δ = Δi +h33j14xh35Q *Qkpfor
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The exploded view in Figure 13.11 s
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FIGURE 13.12: Edge, end and bolt sp
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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
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EWPAA Structural Plywood and LVL Design Manual - Engineered ...

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