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

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FIGURE 11.6: Stressed skin panel trial section<strong>Design</strong> data for the structural components is:F11 x 17 – 24 – 7 plywood I II = 285mm 4 /mm;I⊥ = 120mm 4 /mm;AII = (4x2.4x10 -3 x1)= 0.0096 m/m or 9600mm 2 /mE = 10,500MPaF11 x 9 – 30 – 3 plywood I II = 60mm 4 /mm;I⊥ = 4mm 4 /mm;AII = (2x3x10 -3 x1)= 0.006 m/m or 6000mm 2 /mE = 10,500MPaLaminated Veneer Lumber -45 x 150mm;I = bd 3 /12 = 12.66 x 10 6 mm 4 ;E = 13,200MPaA = 6750mm 2G = 880MPaBasic SpacingClear distance between stringers () = (1200 – (2x22.5)-(3x45)) / 3 = 340mmTotal splice plate width (S w ) = 3(340 – 12)Sw= 984mmFor 17mm thick plywood (b) = (17 x 45)mmb = 765mm > = 340mm151
For 9mm thick plywood (b)b= (9 x 45)mm= 405mm > = 340mmDeflection - Section PropertiesElement MoE AII AIIEY A II Ey69Top Skin 10500 1.2 x 9600 = 11520 121 x 10 167.5 20.3 x 1069Stringer 13200 4 x 6750 x 1.26 = 34020 449 x 10 84 37.7 x 1069Bottom Skin 10500 1.2 x 6000 = 7200 75.6 x 10 4.5 0.34 x 106Σ 645.6 x 10 Σ 58.34 x 10TABLE 11.3: Gives procedure for determining section centroidyΣADxE=ΣA xE9xy 58.34 x 10y =6D 645.6 x 10= 90.4mm9FIGURE 11.7: Shows the neutral axis <strong>and</strong> “b” relative to “”Element A II EIoEIo d A IIEd EIo + A IIEdTop Skin6121 x 10 285 x 12006= 0.34 x 1093.57 x 10 77.11072.5 x 101072.9 x 10Stringer6449 x 10612.66 x 106= 50.6 x 109667.9 x 10 6.4101.84 x 101068.6 x 10Bottom Skin675.6 x 10 60 x 12006= 0.07 x 1090.74 x 10 85.91055.8 x 101055.9 x 10ΣEIg10197.4 x 10TABLE 11.4: Gives procedure for determining (EIg)22Hence EI g is:EIg= 197.4 x 10 10 N-mm 2 /1200 widthFIGURE 11.8: Shows relevant panel cross-section dimensions152
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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
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
Page 136 and 137: Re-arranging the torsion equation r
Page 138 and 139: The polar moment of area (I p ) of
Page 140 and 141: Design Example - Plywood Gusseted P
Page 142 and 143: • assuming width of lines paralle
Page 144 and 145: hence:where:ΦMj⎡ Ip⎤= (0.8 x1.
Page 146 and 147: A10 Chapter 10 AppendixPhotographs
Page 148 and 149: MOMENT JOINTSPlate 7Plate 8Plate 9(
Page 150 and 151: REFERENCES CITED:1. Investigation o
Page 152 and 153: 11.2 MaterialsPlywoodPlywood used i
Page 154 and 155: FIGURE 11.3: Effective widths of pl
Page 156 and 157: Transformed SectionSince the plywoo
Page 158 and 159: FIGURE 11.5: Bending stresses in st
Page 162 and 163: Flexural Deflection Long Term Servi
Page 164 and 165: Compression SpliceUsing 17mm F11 st
Page 166 and 167: REFERENCES CITED:1. Design & Fabric
Page 168 and 169: 12 Exotic Structural Forms12.1 Intr
Page 170 and 171: displacement between diaphragms eac
Page 172 and 173: The section modulus (Z) is:ZZ=Iy1=1
Page 174 and 175: FIGURE 12.9: A parabolic arch (not
Page 176 and 177: F AFFFASS= (374.4 + 166.4)kN= 540.8
Page 178 and 179: 12.11 Hypar Design - GeometryTo dev
Page 180 and 181: FIGURE 12.16: Reactive force compon
Page 182 and 183: 12.14 Methodology - Principal Membr
Page 184 and 185: Many braced dome geometries exist b
Page 186 and 187: θasphere= is the angle subtended b
Page 188 and 189: AndNNNxyxyP=L21P=L12P=L33L2P3⎤+
Page 190 and 191: • whether or not to force the ply
Page 192 and 193: A12Chapter 12 AppendixEXAMPLES OF E
Page 194 and 195: 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
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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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