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

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1. Initial beam trial size:(a)(b)From Table A8.4(a) and Figure A8.2: Try a 900 mm deep beam which has aL/D ratio in the optimum range of 18:1 to 10:1From Table A8.4(b): Optimum beam width for a 900 deep beam is 90mm to200mm.Select a trial beam size based on deflection criteria.∆ τ = ∆ b + ∆ s + ∆ ns .Assume shear and nail slip deflection are 75% of bending deflection.=>∆ τ = 1.75 x ∆ b .For a simply supported beam with a central point load:∆ b= j 2 x PL 3 / 48(EI)x&∆ ~ 1.75 jτ2 x PL 3 / 48(EI)xF = L 3 /48 EI where F = flexibility co-efficient=>∆ = 1.75 x jτ 2 x Px F=>F(max) ≤ ∆τ / 1.75j 2 PTable 1 (a)Load Load Deflection j2 ∆max/(1.75 x j 2 xType (kN) limit (mm)(mm/kN)DL 10.8 30 2 0.79LL 16.2 30 1 1.06WL -33.0 50 1 0.87P)=>select a beam from Appendix Table A8.5 with a maximum beam flexibility of0.82 mm. From Table A8.5, for a 10.8m span, & F = 0.82 mm/kN, gives a 900mm deeptrial box beam with 150 x 35 LVL flanges and 7mm F11 structural plywood webs.Beam CapacitiesBox Beam: 900 mm deep x 150 x 35 LVL Flanges x 7 mm F11 structural plywood webs.Capacities for the various beam actions have been extracted from Table A8.7 and are givenin TABLE 8.2.Moment Capacity -Tension Flange2f' t(EI) xn / E f d= 161 kNmMoment Capacity - Compression Flange2f' c(EI) x / E fd= 242 kNmWeb Shearf' s(EI) x.n.t w / (EQ)x= 59.3 kNWeb Shear at splice (only one web continuous)f' s(EI) xn. n.t w / (EQ)x= 30.7 kNUnit Shear Flow for Nail Connection(EQ) xf / (EI)x= 0.94 x10-3 -1mmTABLE 8.2 : Beam Capacities77
Check factored loads and critical load cases:LoadsFactored loadcombinationsfor strengthlimit statesLoadcombinationvalue (kN)k1V*(kN)V*/k 1(kN)M*(kNm)M*/k 1(kNm)DL 1.25G 15.8 0.57 7.9 13.8 42.6 74.7DL + LL 1.25G +1.5Q 40.1 0.97 20.0 20.7 108.2 111.5DL + WL 0.8G + Wu -47.7 1.15 -23.8 -20.7 -128.8 -112.0LoadCombinationsAS1170.1Clause 2.2k 1 :AS1720.1-1997Table 2.72. Flange Bending CapacityCheck Tension Flange = M* / φk 1 k 4 k 6 k 11= 128.8 / (0.85x1.15x1x1x1)= 131.8 kNm (
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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
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.
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 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
Page 106 and 107: Wind force, w on diaphragm w = 1.86
Page 108 and 109: Converted to Limit States CapacityC
Page 110 and 111: 4. Chord Size and SplicesThe chords
Page 112 and 113: Load/Nail (N)Nail Deformation (mm)2
Page 114 and 115: • The horizontal force is 1.9 x 2
Page 116 and 117: = 5 kN/m v oR = 15/5 = 3 kN/m107
Page 118 and 119: ELEVATIONFIGURE 9.12: Shows shear f
Page 120 and 121: As previously mentioned the shearwa
Page 122 and 123: Assuming the applied racking load t
Page 124 and 125: 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
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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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