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

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Wind force, w on diaphragm w = 1.86 x (5.4/2)(half of wind load on 5.4 m wall is transferred = 5.0kN/mdirectly to foundations)Total wind force, W on roof diaphragm, in North- W N-S = 5.0 kN/m x 36 mSouth direction= 180kNTotal wind force, W on roof diaphragm, in East-West directionW E-W = 5.0 kN/m x 12 m= 60kNUnit Shear, v in the roof diaphragm in each direction:Diaphragm design unit shear from Figure 9.4 v = (w t .L/2)/dDiaphragm design unit shear in North-South v N-S = (5.0 x 36/2)/12direction= 7.5kN/mDiaphragm design unit shear in East-Westdirectionv E-W = (5.0 x 12/2)/36= 0.83kN/mLIMIT STATES SERVICEABILITY:Design wind speed for limit states serviceability v des,0 = 38 x 0.95 x 0.84 x 1 x 1= 30.3 m/sDesign wind pressure for limit states serviceability P = 0.6 x 30.3 2 x 10 -3 (0.7+0.65)= 0.74kPaWind force, w on diaphragm (half of wind load on w = 0.74 x (5.4/2)5.4 m wall is transferred directly to foundations) = 2.0kN/mUnit Shear, v in the roof diaphragm in each direction:Diaphragm design unit shear from Figure 9.4 v = (w t .L/2)/dDiaphragm design unit shear in North South v N-S = (2.0 x 36/2)/12direction= 3.0kN/mDiaphragm design unit shear in East West direction v E-W = (2.0 x 12/2)/36= 0.33kN/m2. Determine a Suitable Structural Plywood Panel Layout and Nailing Schedule Extract fromTable 9.1Factored Limit State Shear Capacities (kN/m) x k 1 = 1.14Min. NailPlywoodFrameFlathead PenetrationThicknesseswidthNail Size into Framing(mm)(mm)(mm)3.75mm dia x1275mm longBlocked DiaphragmNail Spacing (mm) at Boundary/OtherEdges150/150 100/150 65/100 50/75 Case 1UnblockedCase2 to 640 75 7.0 9.3 14.0 16.0 6.2 4.797
Shear Force Diagram for the roof diaphragm in the N-S direction7.5 kN/m to 7 kN/m : Blocked Case 1, Nail spacing 100/150 : capacity = 9.3 kN/m7.0 kN/m to 6.2 kN/m : Blocked Case 1, Nail spacing 150/150 : capacity = 7.0 kN/m≤6.2 kN/m : Unblocked Case 1, Nail spacing 150/300 : capacity = 6.2 kN/mChange in Shear Locations:18/7.5 = (18-x 1 )/7 ; x 1 = 1.2 m Shear force in the roof diaphragm in the E-W direction:18/7.5 = (18-x2)/6.2; x 2 = 3.1 m say 3.6 m 0.83 kN/m Unblocked Case 398
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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
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 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
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
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
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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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