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

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Strength Limit State:Strength Limit StateCombined Bending andCompression about the x axisDesignActionEffectM*N*xcStrength Limit State Satisfied when:(M* x / ΦM x )2 + (N* c / ΦN cy ) ≤ 1and(M* x / ΦM x ) + (N* c / ΦN cx ) ≤ 1AS1720.1-1997Referenceclause 3.6.1Combined Bending and TensionactionsM*M*N*xt(k 12M* / ΦM) + (N* t / ΦN t ) ≤ 1andclause 3.6.2(M* x / ΦM x ) - (ZN* t / AΦM x ) ≤ 1where:M * xM *N * c , N * tΦM xΦMΦN cy , ΦN cxΦN tk12ZA= Design action effect produced by the strength limit states designloads acting in bending about a beam’s major principal x-axis.= Design action effect produced by the strength limit states designloads acting in bending about a beam’s appropriate axis.= Design action effect produced by the strength limit states designloads acting in compression and tension respectively.= Design capacity in bending about a beam’s major principalx-axis.= Design capacity in bending about a beam’s appropriate axis.= Design capacity in compression for buckling about a beam’smajor y-axis and x-axis respectively.= Design capacity of a member in tension.= Stability factor used to calculate bending strength.= Section modulus about the appropriate axis= Cross-sectional area.6.9 FactorsCapacity FactorThe Φ factor given in TABLE 6.1 is a material capacity factor and allows for variability in materialstrength and the consequence of failure. The material capacity factor, Φ, assigned via AS1720.1-1997, tostructural materials, is based on current knowledge of product structural performance, intended structuralapplication and material reliability. The capacity factors applied to structural LVL manufactured to AS/NZS4357 reflects the high degree of manufacturing process control, the low material variability and high productreliability.Application of Structural MemberAll structural elements in houses. All secondary structuralElements in structures other than housesLVL Capacity Factor,Ø0.9Primary structural elements in structures other than houses 0.85Primary structural elements in structures intended to fulfil anessential services or post disaster function0.80TABLE 6.1: Capacity Factor43
In Service Modification Factors:The following in service modification factors are applicable to structural LVL -Modification FactorAS 1720.1-1997 ReferenceStrength modification factorsk 1 = Factor for load durationclause 8.4.2 & 2.4k 4 = Factor for in-service moisture contentclause 8.4.3k 6 = Factor for temperature effectsclause 8.4.4 & 2.4.3k 7 = Factor for bearing lengthclause 8.4.5 & 2.4.4k 9 = Factor for load sharing in grid systemsclause 8.4.6 & 2.4.5k 11 = Factor for member sizeclause 8.4.7k 12 = Factor for instabilityclause 8.4.8Stiffness modification factors:j 2 = Factor for duration of load for bending, compression and shearclause 8.4.2 & 2.4.1.2j 3 = Factor for duration of load forclause 8.4.2 & 2.4.1.2k 1 = Duration of load strength modification factorclause 8.4.3j 6 = Factor for in service moisture contentclause 2.4.1k 1– Duration of Load Strength Modification FactorThe k 1 duration of load factor given in TABLE 6.2 allows for the time dependant nature of thestrength of timber. A timber member subjected to a short term load without failure may failover time if the load is sustained. The k 1 factor allows for the reduction in the strength capacityof the LVL member when subjected to long term loads. For load combinations of differingduration, the appropriate k 1 factor is that for the shortest duration load.AS1720.1-1997clause 8.4.2clause 2.4Type of Loadk1Permanent loads0.57Live loads on floors due to vehicles or people applied at frequent butirregular intervals0.80Live loads applied for periods of a few days and at infrequent intervals 0.94Impact of wind loads 1.0Wind gusts 1.15TABLE 6.2: Duration of load strength modification factork 4– Moisture Content FactorThe k 4 and j 6 moisture content factors given in TABLE 6.3, are used to modify LVL strengthand LVL stiffness capacity to allow for the reduction in strength that will result if averagemoisture content of the LVL in service remains higher than 15% for a period of 12 months.Where the average moisture content of LVL, over a 12 months period is less than or equal to15%, k 4 = 1.0 and j 6 = 1.0. When dispatched by the manufacturer, structural LVL moisturecontent will not exceed 15%. LVL subsequently exposed to moisture for a sufficient period oftime may exceed 15% moisture content. However, the LVL will dry to below 15%, in time, if thesource of moisture is not constant.AS17201-1997clause 8.4.344
Page 2 and 3: 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 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 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
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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
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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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