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

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(c) For shear k 11 = 1.0(d) For compression k 11 = 1.0(e)For tension perpendicular to grain k 11 = (10 7 /V) 0.2 where V is the volume of timber inmm 3 , stressed above 80% of the maximum value in tension perpendicular to grain.k 12– Stability FactorThe stability factor accounts for the fact that in slender members the compression capacity isdetermined by the buckling capacity rather than the material capacity. k 12 for structuralLVL is calculated in the same manner as for structural sawn timber. The stability factor isused to modify the characteristic strength in bending and compression and is calculated basedon a material constant and a slenderness co-efficient.AS1720.1-1997clause 8.4.8Stability Factor k 12 is calculated from the following –(a) For: ρS ≤ 10, k 12 = 1.0(b) For: 10 ≤ ρS ≤ 2 k 12 = 1.5 – 0.5 ρS(c) For: ρS ≥ 20, k 12 = 200/(ρS) 2Material constants for LVL are:For bending members: ρ = 14.71(E/f’ b ) -0.480 r -0.061For compressions members: ρ = 11.39(E/f’ c ) -0.408 r -0.074Where:ρ = ratio (temporary design action effect) / (total design action effect).NOTE:slenderness co-efficients, S, for lateral buckling under bending and compression are given inAppendix A6.1 at the end of this chapter.j 2– Duration of load factor for creep deformation (bending, compressionand shear members)The j 2 load factor given in TABLE 6.5 allows for the time dependent increase in deformationof LVL components under constant bending, compression and shear loads. The magnitudeof the creep deformation in timber products increases with longer term loads and highermoisture content. Typically LVL moisture contents are less than 15% when used in dryenvironments.AS1720.1-1997clause 8.4.2Initial Moisture Content %LOAD DURATION≤1 day 1 week 1 mth 3 mths 6 mths 9 mths ≥1 year≤15 1 1.2 1.7 1.9 2.0 2.0 2.020 1 1.4 2.0 2.4 2.4 2.5 2.5≥25 1 1.5 2.3 2.8 2.9 2.9 3.0TABLE 6.5: Duration of load factor j 2 for creep deformation for bending,47
j 3– Duration of load factor for creep deformation (tension members)The j 3 load factor given in TABLE 6.6, allows for the time dependent increase in deformationin LVL members subjected to tension type loads.AS1720.1-1997clause 8.4.2Initial Moisture Content %LOAD DURATION≤1 day ≥1 year≤15 1 1.020 1 1.25≥25 1 1.5Use the logarithm of time for interpolationTABLE 6.6: Duration of load factor j 3 for creep deformation for tension members48
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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 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 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.
Page 76 and 77: Concentrated Imposed Load (Q)M max
Page 78 and 79: 5. Serviceability Limit Stateand [A
Page 80 and 81: 8 Structural Plywood Webbed Box Bea
Page 82 and 83: AdhesivesBeams relying only on an a
Page 84 and 85: 5. Check Beam Stiffness:Check beam
Page 86 and 87: 1. Initial beam trial size:(a)(b)Fr
Page 88 and 89: Required nail spacing s = øN j / q
Page 90 and 91: Figure 8.5 shows a discontinuous pl
Page 92 and 93: A8Chapter 8 AppendixBending / Compr
Page 94 and 95: where:A= h3.5 3D .1032 N. mJ12.440.
Page 96 and 97: FIGURE A8.2: Guide for Selecting In
Page 98 and 99: Table A8.6: Unit-Load Deflection Sp
Page 100 and 101: 9 Structural Plywood Diaphragms & S
Page 102 and 103: FIGURE 9.3 shows a plywood panel na
Page 104 and 105: 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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