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

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effective an insulator as the wood itself. This will not be of significance in applications in electric fields inthe range of household voltages, but it may be important on certain test benches supporting sensitiveelectrical instruments.4.7 Chemical ResistancePlywood and LVL are highly resistant to many chemicals and are effectively used in many industrialapplications involving contact with chemicals including dilute acids, alkalies, organic chemicals, neutraland acid salts, both hot and cold. Provided the chemical reagent has a pH above 2 and below 10, anyweakening effect will be minimal at room temperature.4.8 Workability and Bending RadiiStructural plywood and structural LVL can be sawn, drilled, shaped, nailed, screwed and glued similarlyto solid wood. In addition structural plywood can be moulded and curved. TABLE 4.3 gives bending radiifor various thicknesses of structural plywood. These radii can be further reduced by soaking or steamingthe panel prior to bending.Nominal Thickness (mm) Along face (m) Across face (m)4.5 1.1 0.67 1.8 1.09 2.3 1.312 3.6 2.415 4.6 3.0TABLE 4.3: Recommended Minimum Bending Radii for Plywood LiningsNotes1. These radii are theoretical values only and have not been verified experimentally2. Thicker panels require considerable force and increased fixings to pull and hold the panel in a tight radius.FIGURE 4.1 shows the orientation of the bent plywood sheet with respect to the face of the sheet.(a)(b)FIGURE 4.1: Plywood sheet bent in the easy direction (a) and hard direction (b)4.9 Plywood DensityThe density of plywood and LVL is approximately equivalent to the density of the timber species fromwhich they were manufactured. The density of pine plywood is typically in the range 500 to 650 kg/m 3 .Eucalypt hardwood plywood density can exceed 900 kg/m 3 depending on the timber species used.17
Part TwoPlywood & LVL Design Principles, Procedures andApplicationStructural Plywood – Design Principles and ProceduresStructural LVL – Design Principles and ProceduresBasic Structural Plywood & LVL Building Components18
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 14 and 15: Sanding, Trimming and BrandingAfter
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 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
Page 64 and 65: 7.4 Structural Plywood Flooring - D
Page 66 and 67: 5. Critical Load Action EffectsLoad
Page 68 and 69: 5. Serviceability limit state - Des
Page 70 and 71: 7.10 Structural Plywood Residential
Page 72 and 73: Because of the obvious difficulty a
Page 74 and 75: 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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