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

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hence:where:ΦMj⎡ Ip⎤= (0.8 x1.3 x1.0 x1.0 x1.1x1.2 x 706) ⎢ ⎥⎣rm⎦⎡ Ip⎤= 962⎢⎥2(gusset each side)⎣rm⎦I p = 47.84 x 10 6 mm 2r m= 637 mm<strong>Design</strong> Action EffectFrom the relationship:⎛ 962.2 x 47.84 ⎞ΦM j = ⎜⎟ x 2kNm⎝ 637 ⎠= 145kNmφM j≥ M*145 kNm > 144 kNm, hence the joint is OKFIGURE 10.10: Shows nailing pattern for nail group in column or rafter7. Worst Loaded NailThe nailing pattern has been determined for the rafter member in this instance. The maximum forcesacting on the worst loaded nail however, are given as being developed in the column element. Sincethe nailing pattern for each primary structural member is identical the co-ordinates of the worst loaded nailwill be the same. More precisely, (ρ) will be the same, rather than x m <strong>and</strong> y m .To evaluate the force on the worst loaded nail:135
ppppppixixiyiyirirT x Y=2 xIp144 x10=2x47.84= 578 + 48= 626NT x X=2 xIpmm144 x10=2 x 47.84= 813 + 131= 944N=2( 626) + ( 944)= 1132N++Sn6xxPn6x384 20 x10+610 2 x 210x540 55 x10+610 2x2102338. Nail CapacityThe design capacity (φN j ) of a 2.9 φ nail driven into seasoned timber of strength group JD3 is:φN j= φ.k 1 .k 13 .k 14 .k 16 .k 17 .n.Q kwhere:Q k from interpolation= 989NFor nails in primary structuralelements other than houses φ = 0.8For wind gusts k 1 = 1.14For nails inside grain k 13 = 1.0For nails in single shear k 14 = 1.0For nails through plywood gussetsk 16 = 1.1For multiple nailed joints k 17 = 1.0Number of nails n = 1.0Hence:φN jφNj= (0.8 x 1.14 x 1 x 1 x 1.1 x 1 x 989)N= 983 N
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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
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
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 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 160 and 161: FIGURE 11.6: Stressed skin panel tr
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
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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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